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03/19/2018 - Packet
PLANNING COMMISSION AGENDA – March 19, 2018 City of Tigard | 13125 SW Hall Blvd., Tigard, OR 97223 | 503-639-4171 | www.tigard-or.gov | Page 1 of 2 City of Tigard Planning Commission Agenda MEETING DATE: March 19, 2018 - 7:00 p.m. MEETING LOCATION: City of Tigard – Town Hall 13125 SW Hall Blvd., Tigard, OR 97223 1. CALL TO ORDER 7:00 p.m. 2. ROLL CALL 7:00 p.m. 3. COMMUNICATIONS 7:02 p.m. 4. CONSIDER MINUTES 7:04 p.m. 5. PUBLIC HEARING 7:05 p.m. TIGARD HIGH SCHOOL RENOVATION PLANNED DEVELOPMENT REVIEW (PDR)2017-00003 REQUEST: The applicant is requesting a Type III-Planning Commission (PC) Planned Development Review (PDR2017-00003), Conditional Use (CUP2017-00006), and Adjustment (ADJ2017-00020, ADJ2018-00003 and ADJ2018-00004) approval for new construction and renovation of the existing Tigard High School. The site is located at 9000 SW Durham Road. The proposal includes reconfiguration of the parking lot and tennis courts and installation of landscaping. The applicant is also requesting three adjustments to reduce bicycle parking and driveway spacing and modify the street improvement standards on SW 92nd Avenue. 6. OTHER BUSINESS 8:05 p.m. 7. ADJOURNMENT 8:15 p.m. March 19, 2018 Page 1 of 7 CITY OF TIGARD PLANNING COMMISSION Minutes, March 19, 2018 Location: Tigard Civic Center Town Hall, 13125 SW Hall Blvd. CALL TO ORDER Vice President Feeney called the meeting to order at 7:00 p.m. ROLL CALL Present: Vice President Feeney Commissioner Hu Commissioner Jackson Commissioner Lieuallen Commissioner Middaugh Commissioner Roberts Alt. Commissioner Whitehurst Absent: Alt. Commissioner Brook; President Fitzgerald; Commissioner Lambert; Commissioner Schmidt Staff Present: Tom McGuire, Assistant Community Development Director; Doreen Laughlin, Executive Assistant; Agnes Lindor, Associate Planner COMMUNICATIONS - None CONSIDER MINUTES February 26, 2018 Meeting Minutes: Vice President Feeney asked if there were any additions, deletions, or corrections to the February 26 minutes; there being none, Vice President Feeney declared the minutes approved as submitted. PUBLIC HEARING TIGARD HIGH SCHOOL RENOVATION PLANNED DEVELOPMENT REVIEW (PDR) 2017-00003 REQUEST: The applicant is requesting a Type III-Planning Commission Planned Development Review PDR2017-00003, Conditional Use CUP2017-00006, and Adjustment ADJ2017-00020, ADJ2018-00003 and ADJ2018-00004 approval for new construction and renovation of the existing Tigard High School. The site is located at 9000 SW Durham Road. The proposal includes reconfiguration of the parking lot and tennis courts, and installation of landscaping. The applicant is also requesting three adjustments to reduce bicycle parking and driveway spacing and modify the street improvement standards on SW 92nd Avenue. QUASI-JUDICIAL HEARING STATEMENTS March 19, 2018 Page 2 of 7 Vice President Feeney read the required statements and procedural items from the quasi-judicial hearing guide. There were no abstentions; there were no challenges of the commissioners for bias. Regarding conflict of interest, Commissioner Hu noted that he owns bonds issued by the School District, but stated that will not affect his decision. Commissioner Feeney said he worked for Cardo nearly 10 years ago and does not believe that will cause any bias. Ex-parte contacts: None. Site visitations: All the Commissioners had visited Tigard High at some point. No one in the audience wished to challenge the jurisdiction of the commission. STAFF REPORT Agnes Lindor, Associate Planner went over a PowerPoint (Exhibit A). She gave a summary of the project, which includes the following: 28,000 square foot addition Major renovation of the existing buildings Associated landscaping and outdoor plaza area improvements Reconfiguration of the parking layout Relocation of the tennis courts (construction of tennis courts done with a separate permit approval) Discretionary Urban Forestry Plan Review Three adjustments: Reduction of bicycle parking. 384 spaces required / 110 spaces provided Reduction of driveway spacing on SW Durham Road for existing driveway. 600 feet required / 420 feet provided Street improvement standards on north portion of SW 92nd Avenue. STAFF RECOMMENDATION Staff recommends the Planning Commission take two actions: The first in favor of the proposed Planned Development Concept Plan. The second in favor of the proposed Detailed Development Plan, Conditional Use Permit, and three adjustment applications. STAFF REPORT REVISIONS Agnes noted that she had received an email from one of the commissioners earlier in the week that had suggested some minor changes. She put the changes into a memo, and distributed them to the commissioners for their review (Exhibit B). She noted if they accept these changes, they could reference them in any motion they decide to make. QUESTIONS OF STAFF March 19, 2018 Page 3 of 7 If the applicant wanted to add bicycle racks, would that require them coming back to the commission, or will this cover that? They may need to do a minor modification depending on where the additional racks would be located, for example, if it affects landscaping or things like that; it may need a minor modification. If it’s just adding racks to the same area and is minor, it may not be necessary for them to come back with a formal modification. Regarding grammatical changes (in the previously distributed memo) Commissioner Roberts noted – “With regard to Condition #26, I propose to add the plural “area(s)” in two places instead of the singular “area.” APPLICANT’S PRESENTATION Kevin Brady, a Planner with Cardo, thanked staff and their willingness to spend time getting them through the application process. He introduced some of the people present in the room who would be coming up to speak. He noted that they don’t want to repeat what the staff had already presented, so they would make their presentation as short as they can and will be prepared for a question and answer time afterwards. At this point, he turned the microphone over to the following: Karen Twain, Assistant Superintendent at Tigard/Tualatin School District said a Tigard High remodel is a great thing for the students. There are approximately 2,000 students and this is a big comprehensive high school. She’s very familiar with the building and has seen the changes over many years. She has seen many small “fixes” and has seen where they have put the equivalent of Band-Aids on things. She believes they are now at a crossroads, and they need to bring the building up to the 21st Century. She went over a PowerPoint (Exhibit C) that explained some of the proposed changes. The oldest part of Tigard High (built in 1953) would be rebuilt. They will improve the student’s safety and security by moving the main office up to the front of the building. In light of recent events, she noted a need to beef up the security. They will update technology. They’ll expand to permit all the students to dine in one location. Presently, they’re unable to all be in one place to dine, which also creates a security issue. Rather than two dining rooms, they will all be in one. They will build an auxiliary gym and the boys and girls locker rooms, weight rooms, fitness, and wrestling rooms. The present ones are very out of date and very small. They will have enhanced Career and Technological Education (CTE) spaces; this aligns with the strategic plan in the school district. She said it is her sincere hope that this is approved tonight. She noted that this project is one of the school district’s best, brightest and exciting things happening in terms of the bond. Joe Echeverri with Bassetti Architects spoke about the collaborative design and said it reflects the story of Tigard High School. He went over the site plan and showed the scope of work. He noted the driveway entrances remain in the general same location for bus drop-off and they have the north wing as a new wing that is now oriented to Durham – so it’s aligned with the street now. In that building are administrative offices, some classrooms and the secured entry Karen spoke about. To the south of that north building we have the existing gym which will remain, and adjacent to that the new common space. There is also a new auxiliary gym, locker rooms, and athletic support spaces. Further south, we have the existing auto shop building – but around that we have the new hands-on learning CTE spaces, art, video, March 19, 2018 Page 4 of 7 journalism – which are a great asset to the school. All of that is organized along with the existing classroom wing to the east around a central courtyard. That courtyard will bring daylight into the heart of the school; it will also bring air and ventilation to that area. This design should really enhance the learning environment in the school. He noted the parking lot area will be improved with new landscaping and striping as well as creating a new service loop and visitor drop off area near the new athletic wing and athletic lobby. He noted this is a very complicated project and they will be working on construction and occupying the site while students are there. Using the PowerPoint (Exhibit C), he went over the three different phases. Generally, Phase I will get the two-story structure capacity right off the bat. Phase II will work on the central area. Phase III will be demolition of the old auxiliary gym and redoing the landscaping and parking area to the west. He noted that in the elevations they are trying to be respectful of the existing building, and are trying to keep the massing and height at or below the existing main gym that will remain - as well as using a material pallet that looks to respond to the existing building. It will use a variety of warm colors; it will use block for durability; it will use metal panel and a stucco material also (which the current buildings have). That blend of materials, along with the new glazing in the classrooms will look to integrate the school with what’s existing in that respectful way. The main entry vestibule is bumped up at the roof height, and should mark that entrance point for visitors and students coming to the building along Durham. They also are respecting and are cognizant of the height of the building, using the slope of the site to keep it at a lower level. The main gym and the existing auditorium buildings are the taller buildings that remain, so they are keeping the new buildings below those areas, and at a good height. QUESTIONS FROM THE COMMISSIONERS If I’m reading this right, it looks like the new kitchen loading area is moved to the complete opposite end of the kitchen, is that true? That is correct, we have a new kitchen and serving area near the new commons space, so that’s what students will be using at lunchtime. The old cafeteria is no longer going to be used day to day by the school. Did you look into doing a walking over over-pass? No, we did not. I don’t know if that was ever considered. The scope of the work of the site has been trying to work within the existing frontage – we’ve been respectful of that, and haven’t looked at trying to cause much impact along that street, other than what was required. There was a question about the number of lost parking spaces. Matt Hughart of Kittelson and Associates said he didn’t have the exact number, but when they did the traffic study, they did a quantification of all the on-street parking - as well as the parking lot in the lot adjacent to the existing tennis courts. When the plan was being put forth for frontage improvements along 92nd Ave, there were about 23 head-in on-street parking stalls that were going to be lost as a result of those frontage improvements. However, that loss in parking was gained back by the efficient and larger parking lot that was being created when the tennis courts were being removed and the surface lot was being re-striped and reoriented. So, it will be just a handful of parking spaces lost, if that. March 19, 2018 Page 5 of 7 What will happen with parking for the students during the various construction phases? We are setting up a temporary parking site near the swim center; there is a field over there now; there will be a gravel lot there during the duration of the construction. Approximately 150 spaces will be available to help mitigate that; the lot will be returned to a field once it’s done. There was a question regarding seismic requirements should a possible Cascade earthquake event occur, and whether this design would survive that event. I can’t speak specifically to that event; however, the design is going to meet current code, which essentially addresses category and risk levels for a school. Is the school capping at roughly 2,000 students with no anticipation for future growth? Assistant Superintendent Ms. Twain answered, “I can tell you that we’re working with our demographer and looking at completing potential boundary changes over the next few years. There won’t be huge shifts, but just slight shifts based on where developments are going in. So we won’t cap it, but we’re pretty sure we can stay within 2,000.” TESTIMONY IN FAVOR – None. TESTIMONY IN OPPOSITION – None. COMMENTS FROM APPLICANT Matt Lewis came up to clarify that the assessment of the onsite-parking total prior to any improvements is 448 stalls. Per the application, they are proposing 495 – a net increase of 47 stalls. There are some stalls lost due to the right turn lane on 92nd that are off-site but that number is in the teens – so the net will be in the mid-30’s of a positive increase in the number of stalls with the on-site and off-site. PUBLIC HEARING CLOSED DELIBERATION ON CONCEPT PLAN Alt. Commissioner Whitehurst – likes the proposal. Commissioner Lieuallen – Would like to have seen at least a cost estimate for a pedestrian walkover but the city doesn’t require it, so he considers that a failure on the city’s part; he thinks it would have been a major improvement. He realizes there are space constraints but thinks the parking will be ugly. Would like to have seen more landscaping and trees. Commissioner Hu – Believes the plans are approvable as they are with the conditions. With regard to traffic flow on Durham, he noted that he is also on the city’s Transportation Advisory Committee and heard that the city will be doing improvements to Durham Road regarding street crossing. One of the improvements will be to have a single system so the pedestrian will have to wait until the light turns green at that flashing signal. Right now, they can walk out onto Durham as soon as they push the button – so this will help with the traffic flow on that road. March 19, 2018 Page 6 of 7 Commissioner Middaugh – thinks the plan is long over-due, and well thought out. He looks forward to seeing the changes. Commissioner Jackson – Is happy with the proposal as staff has conditioned it. Commissioner Roberts – thinks it’s well over-due and a good plan. He’s concerned if we go for greater infill with ADU’s, we may be looking at a higher density of people, and therefore will we have growth despite modulating our boundaries? He wonders if we’re setting up for possible expansion in the future to take care of that. But he’s fine with the plan. Vice President Feeney – commended the team. He’s happy with the results. He is happy to see the safety improvements with the new addition up front and closing off that commons. Right now, if anyone drives by there that commons is wide open. So this is a step towards assisting in the safety of the students. It’s well over-due. He thinks the parking is adequate. Good job. MOTION – CONCEPT PLAN Commissioner Roberts made the following motion for the Concept Plan that was seconded by Commissioner Middaugh: “I move for approval of application PDR2017-00003 and adoption of the findings and conditions of approval contained in the staff report and based on the testimony received.” VOTE Motion to approve passed unanimously. RESULT Concept Plan was approved 6-0 MOTION – DETAILED PLAN Commissioner Hu made the following motion for the Detailed Plan and Commissioner Roberts seconded it. “This is for application PDR2017-00003; CUP2017-00006; ADJ2017-00020; ADJ2018-00003; and ADJ2018-00004. I move for approval of the Detailed Plan of the application as previously numbered, adoption of the findings and conditions of approval contained in the staff report and based on the testimony we received tonight; this includes the following modifications from the staff memo dated 3/19/18 - for Condition 7 use “shall” instead of “well,” for Condition 11 use “shall” instead of “well,” in Condition 18 delete the word “the” before the words “review and approval”; and lastly for Condition 26 we will add the letter “s” to both the first and second words stating area(s).” VOTE All in favor, none opposed. City of Tigard Memorandum To: Members of the City of Tigard Planning Commission From: Agnes Lindor, Associate Planner Re: Tigard High School Renovation Project (PDR2017-00003 / CUP2017-00006 / ADJ2017-00020 / ADJ2018 -00003 / ADJ2018-00004) Date: March 19, 2018 Staff proposes that the Planning Commission recommend the following minor wording changes to the staff report, which will be incorporated into the final order: Condition 3: delete “the applicant shall submit to the city” Condition 4: add “to” after “prior” Condition 7: is it “will” or “shall” Condition 8: add “shall” after “applicant” Condition 11: I think “attached to the ground” instead of “attachment” should b e used; also is it “will” or “shall” Condition 18: I think “the” before “review and approval” should either be deleted or changed to “its” Condition 20: I think “the applicant shall” should be added before “submit” H TIGARD HIGH SCHOOL RENOVATION PAGE 1 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION Agenda Item: 5 Hearing Date: March 19, 2018 Time: 7:00PM STAFF REPORT TO THE PLANNING COMMISSION FOR THE CITY OF TIGARD, OREGON 120 DAYS = 5/25/18 SECTION I. APPLICATION SUMMARY FILE NAME: TIGARD HIGH SCHOOL RENOVATION CASE NOS: Planned Development (PDR) PDR2017-00003 Conditional Use Permit (CUP) CUP2017-00006 Adjustment (ADJ) ADJ2017-00020 Adjustment (ADJ) ADJ2018-00003 Adjustment (ADJ) ADJ2018-00004 PROPOSAL: The applicant proposes both new construction and renovation at Tigard High School. The renovation and new construction includes remodeling portions of the existing high school building, adding approximately 28,000 square feet of building, reconfiguration of parking and circulation areas, additional landscaping, and redevelopment of outdoor plaza areas. The applicant is also requesting an adjustment to reduce bicycle parking, reduce driveway spacing requirements, and modify the street improvement standards on SW 92nd Avenue. OWNER: Tigard Tualatin School District 6960 SW Sandburg Street Tigard, OR 97223 APPLICANT: Day CPM Susan Rice 127450 SW Beaverdam Road Suite 120 Beaverton, OR 97005 APPLICANT’s Cardo REP: Kevin Brady 6270 SW Macadam Ave Suite 200 Portland, OR 97219 LOCATION: 9000 SW Durham Road; WCTM 1S114AA, Tax Lot 00100. ZONE: R-4.5: low density residential district: The R-4.5 zoning district is designed to accommodate detached single-family homes with or without accessory residential units at a minimum lot size of 7,500 square feet. Duplexes and attached single-family units are permitted conditionally. Some civic and institutional uses are also permitted conditionally. APPLICABLE REVIEW CRITERIA: Community Development Code Chapters 18.330, 18.350, 18.370, 18.390, 18.510, 18.705, 18.745, 18.755, 18.765, 18.790, 18.795 and 18.810. TIGARD HIGH SCHOOL RENOVATION PAGE 2 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION SECTION II. STAFF RECOMMENDATION Staff recommends that the Planning Commission find that the proposed Planned Development Review, Conditional Use Permit, and Adjustments will not adversely affect the health, safety, and welfare of the City and meets the applicable approval criteria as outlined in this report. Therefore, Staff recommends APPROVAL, subject to the following recommended Conditions of Approval: CONDITIONS OF APPROVAL THE FOLLOWING CONDITIONS SHALL BE SATISFIED PRIOR TO COMMENCING ANY SITE WORK: The applicant shall prepare a cover letter and submit it, along with any supporting documents and/or plans that address the following requirements to the COMMUNITY DEVELOPMENT DEPARTMENT ATTN: Agnes Lindor, 503-718-2429. The cover letter shall clearly identify where in the submittal the required information is found: 1.Prior to site work, the project arborist shall perform a site inspection for tree protection measures, document compliance/non-compliance with the urban forestry plan and send written verification with a signature of approval directly to the city manager or designee within one week of the site inspection. 2.The project arborist shall perform semimonthly (twice monthly) site inspections for tree protection measures during periods of active site development and construction, document compliance/non - compliance with the urban forestry plan and send written verification with a signature of approval directly to the project planner within one week of the site inspection 3.Prior to site work, the applicant shall submit to the city, the applicant shall provide a tree establishment bond for all trees to be planted in accordance with the approved urban forestry plan. The total bond amount shall be equivalent to the city’s average cost to plant and maintain a tree per the applicable standards in the Urban Forestry Manual for a period of one years after planting multiplied by the total number of trees to be planted and maintained. The bond shall be for the 104 newly planted trees. 4.Prior site work, the applicant shall submit to the city the current Inventory Data Collection fee for urban forestry plan implementation. The fee shall be for the preserved 212 open grown trees, one preserved stand of trees (includes 19 trees) and 104 newly planted trees. For a total of 316 open grown trees and one stand of trees. This number includes Tree # 9 as preserved. 5.Prior to site work, the applicant shall submit a revised urban forestry plan and supplemental report with the following corrections: a.Show Tree #9 as preserved; b.Revise placement of Trees #347-351 and #362-365 to meet planting standards; and c.Add the following signature block with signature by landscape architect on all sheets and report: A signature of approval and statement from the project arborist or landscape architect, attesting that: 1.The tree preservation and removal site plan meets all of the requirements in Section 10, part 1 of the Urban Forestry Manual; 2.The canopy site plan meets all of the requirements in Section 10, part 2 of the Urban Forestry Manual; and TIGARD HIGH SCHOOL RENOVATION PAGE 3 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 3.The supplemental report meets all of the requirements in Section 10, part 3 of the Urban Forestry Manual. 6.Prior to site work, the applicant shall provide a revised urban forestry plan showing the 10 additional required street trees, pay a fee in lieu into the urban forestry fund for the additional required street trees, or a combination of the two. 7.Prior to site work, the applicant will provide plans showing screening of any ground or rooftop mechanical equipment. 8.Prior to site work, the applicant provide plans showing screening of proposed refuse containers and collection areas. 9.Prior to site work, the applicant shall submit either a revised plan showing wheel stops, a revised plan showing wider landscape planters, or a combination thereof 10.Prior to site work, the applicant shall provide a lighting plan showing how the required walkways will be illuminated. 11.Prior to site work, the applicant will submit details on the type of bicycle parking used and how they will be attachment. The applicant shall prepare a cover letter and submit it, along with any supporting documents and/or plans that address the following requirements to the ENGINEERING DEPARTMENT, ATTN: Khoi Le 503-718-2440. The cover letter shall clearly identify where in the submittal the required information is found: 12.Improvements associated with public infrastructure including street and right-of-way dedication, utilities, grading, water quality and quantity facilities, streetlights, easements, easement locations, and utility connection for future utility extensions shall be designed in accordance with the following codes and standards: City of Tigard Public Improvement Design Standards Clean Water Services (CWS) Design and Construction Standards Tigard Community Development Codes, Municipal Codes Fire Codes Other applicable Utility District, County, State, and Federal Codes and Standard Guidelines 13.Improvements associated with public infrastructure, including street and right of way dedication, utilities, grading, water quality and quantity facilities, streetlights, easements, easement locations, and utility connection for future utility extensions, are subject to the City Engineer’s review, modification, and approval. 14.Prior to commencing site improvements, a Public Facility Improvement (PFI) Permit is required for this project to cover all public infrastructure work including storm water quality and detention facilities and any other work in the public right-of-way. Four (4) sets of detailed public improvement plans shall be submitted for review to the Engineering Department. An Engineering cost estimate of improvements associated with public infrastructures including but not limited to street, street grading, utilities, stormwater quality and water quantity facilities, sanitary sewer, TIGARD HIGH SCHOOL RENOVATION PAGE 4 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION streetlights, and franchise utilities shall be required at the time of PFI Permit submittal. An Engineering cost estimate of water improvements shall be listed as a separate line item from the total cost estimate. NOTE: these plans are in addition to any drawings required by the Building Division and should only include sheets relevant to public improvements. Public Facility Improvement permit plans shall conform to City of Tigard Public Improvement Design Standards, which are available at City Hall and the City’s web page (www.tigard-or.gov). 15.Prior to commencement of site improvements, submittal of the exact legal name, address and telephone number of the individual or corporate entity who will be designated as the “Permittee”, and who will provide the financial assurance for the public improvements. For example, specify if the entity is a corporation, limited partnership, LLC, etc. Also, specify the state within which the entity is incorporated and provide the name of the corporate contact person. Failure to provide accurate information to the Engineering Department will delay processing of project documents. 16.Prior to commencement of site improvements, the applicant shall submit plans showing the following items to Engineering for review and approval: SW 92nd Avenue along the proposed development frontage between the north driveway and SW Durham Road shall be shown to have: 37-foot right of way from centerline 12-foot travel lane 6-foot bike lane Concrete curb and gutter 6-foot concrete sidewalk Storm drainage 16-foot Public Utility Easement (PUE) 5-foot planter behind sidewalk Street trees in the planter strip spaced per TDC requirements Streetlights as recommended from the approved photometric analysis Pavement, curb, and sidewalk taper per the City of Tigard Standards and applicable codes Street striping and traffic signs meeting the City of Tigard Standards, the Manual of Uniform Traffic Control Devices (MUTCD) and applicable codes Intersection radii meeting the City of Tigard Standards Intersection ADA ramps meeting the Public Right of Way Accessibility Guidelines (PROWAG) Crosswalk and street striping meeting the Manual of Uniform Traffic Control Devices (MUTCD) and the City of Tigard Standards SW 92nd Avenue along the proposed development frontage between the north driveway and the end of proposed improvement to the south shall be shown to have: 30-foot right of way from centerline 12-foot travel lane 6-foot bike lane Concrete curb and gutter 5-foot planter 5-foot concrete sidewalk Storm drainage 16-foot PUE Driveway approaches meeting the City of Tigard Standards Street trees in the planter strip spaced per TDC requirements TIGARD HIGH SCHOOL RENOVATION PAGE 5 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION Streetlights as recommended from the approved photometric analysis Pavement, curb, and sidewalk taper per the City of Tigard Standards and applicable codes Sidewalk transition and/or barricade Street striping and traffic signs meeting the City of Tigard Standards, the Manual of Uniform Traffic Control Devices (MUTCD) and applicable codes ADA ramps meeting the Public Right of Way Accessibility Guidelines (PROWAG) Crosswalk and street striping meeting the Manual of Uniform Traffic Control Devices (MUTCD) and the City of Tigard Standards Traffic signs meeting the MUTCD and the City of Tigard Standards SW Durham Road along the proposed development frontage shall be shown to have: 50-foot right of way from centerline 19-foot planter 8-foot concrete sidewalk Storm drainage 16-foot PUE Driveway approaches meeting the City of Tigard Standards Street trees in the planter strip spaced per TDC requirements Streetlights as recommended from the approved photometric analysis Street striping and traffic signs meeting the City of Tigard Standards, the Manual of Uniform Traffic Control Devices (MUTCD) and applicable codes ADA ramps meeting the Public Right of Way Accessibility Guidelines (PROWAG) Crosswalk and street striping meeting the Manual of Uniform Traffic Control Devices (MUTCD) and the City of Tigard Standards Traffic signs meeting the MUTCD and the City of Tigard Standards 17.Prior to commencement of site improvements, the applicant shall provide a construction vehicle access and parking plan for approval by the City Engineer. The purpose of this plan is for parking and traffic control during the public improvement construction phase. All construction vehicle parking shall be provided onsite. No construction vehicles or equipment will be permitted to park on the adjoining residential public streets. Construction vehicles include the vehicles of any contractor or subcontractor involved in the construction of site improvements or buildings proposed by this application, and shall include the vehicles of all suppliers and employees associated with the project. 18.Prior to commencement of site improvements, the applicant shall provide Engineering Division a photometric analysis along SW 92nd Avenue, within the project frontage limits, for the review and approval. Photometric analysis will follow the recommended values and requirements per ANSI/IESNA. New streetlights are required based on the photometric analysis; the applicant shall submit plans showing the location of streetlights to Engineering Division for review and approval. Type and color of pole and light fixture shall also be included on the plan for review and approval. 19.Prior to commencing site improvements, the applicant shall submit site plans as part of the PFI Permit indicating that all existing overhead power crossings on SW 92th Avenue and SW Durham Road, within the project frontage limits, to be placed underground or eliminated to Engineering Division for review and approval. 20.Prior to commencing site improvements, submit a final storm drainage report as part of the PFI Permit indicating on how run-off from new impervious areas shall be collected, treated and detained to Engineering Division for review and approval. The storm drainage report shall be TIGARD HIGH SCHOOL RENOVATION PAGE 6 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION prepared and include a maintenance plan in accordance with CWS Design and Construction Standards and the City of Tigard Design Guidelines. 21.Prior to commencing site improvements, the applicant shall obtain a CWS Stormwater Connection Authorization prior to issuance of the City of Tigard PFI Permit. Plans shall be submitted to the City of Tigard for review. The city will forward plans to CWS after preliminary review . 22.Prior to commencing site improvements, the applicant shall submit site plans as part of the PFI Permit showing the location of the proposed sanitary sewer laterals and connections to Engineering for review and approval. Plans also shall include any existing and proposed public sanitary sewer easements. All public sanitary sewer facilities and easements shall be designed and constructed in accordance with the City of Tigard and CWS Design and Construction Standards. 23.Prior to commencing site improvements, the applicant shall submit as part of the PFI Permit site plans showing the location of proposed water improvements including but not limited to the location of the tap, water meter, double check and fire vaults and any associated facilities to Engineering Division for review and approval. The site plans shall include property line protections in accordance with the City of Tigard Standards. 24.Prior to commencing site improvements, an erosion control plan shall be provided as part of the PFI Permit drawings. The plan shall conform to the "CWS Erosion Prevention and Sediment Control Design and Planning Manual” (current edition) and submitted to City of Tigard with the PFI plans. 25.Prior to commencing site improvements, a final grading plan shall be submitted showing the existing and proposed contours. The plan shall detail the provisions for surface drainage, and show that they will be graded to ensure that surface drainage is directed to the street or a public storm drainage system approved by the Engineering Division. 26.The design engineer shall indicate, on the grading plan, which area will have natural slopes between 10 percent and 20 percent, as well as area that will have natural slopes in excess of 20 percent. This information will be necessary in determining if special grading inspections and/or permits will be necessary when the lots develop. 27.The applicant shall submit the final Geotechnical Report and incorporate the recommendations of the report into their design. 28.The final construction plans shall be signed by the geotechnical engineer to ensure that they have reviewed and approved the plans. The geotechnical engineer shall also sign the as-built grading plan at the end of the project. Alternatives must be approved by the City of Tigard. 29.The applicant shall obtain a 1200-C General Permit issued by the City of Tigard pursuant to ORS 468.740 and the Federal Clean Water Act. 30.Prior to commencing site improvements, the applicant will be required to provide written approval from Tualatin Valley Fire and Rescue (TVF&R) for fire flow, hydrant placement, and emergency vehicular access and turn around. THE FOLLOWING CONDITIONS SHALL BE SATISFIED PRIOR TO A FINAL BUILDING INSPECTION: The applicant shall prepare a cover letter and submit it, along with any supporting documents and/or plans that address the following requirements to the COMMUNITY DEVELOPMENT TIGARD HIGH SCHOOL RENOVATION PAGE 7 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION DEPARTMENT ATTN: Agnes Lindor 503-718-2429. The cover letter shall clearly identify where in the submittal the required information is found: 31.Prior to final building inspection, the applicant shall contact the Staff Planner, Agnes Lindor, 503-718-2429 for final walk-through. All site improvements must be completed in accordance with approved plans. The applicant shall prepare a cover letter and submit it, along with any supporting documents and/or plans that address the following requirements to the ENGINEERING DEPARTMENT, ATTN: Khoi Le 503-718-2440. The cover letter shall clearly identify where in the submittal the required information is found: 32.Prior to final building inspection, the deed dedication of the six-foot right-of-way dedication along SW 92nd Avenue shall be recorded. The 16-foot PUE along the development frontage on both SW 92nd Avenue and SW Durham Road shall also be recorded. Both documents shall be on City forms. 33.Prior to final building inspection, the applicant shall complete any work in the public right-of-way (or public easement) as well as storm water quality facili ties and obtain approval from the Engineering Division. 34.The Applicant shall pay a fee in lieu of undergrounding the existing overhead utilities located across the street from the site on SW 92nd Ave. The fee shall be calculated by the frontage of the site that is parallel to the utility lines and will be calculated based on unit price per lineal foot as indicated on the City Master Fee Schedule. The fee in lieu of undergrounding shall be paid or satisfied prior to final building inspection. 35.Prior to final building inspection, the Applicant shall demonstrate that they have entered into an agreement on City forms for the maintenance of the private on-site water quality facilities. 36.Prior to final building inspection, the applicant shall submit to the Engineering Division a Final Sight Distance Certification for the access driveways at SW 92nd Avenue and SW Durham Road for review and approval. 37.Prior to final building inspection, the applicant shall provide the City with as-built drawings of the public improvements as follows: 1) 3 mil mylar, 2) a diskette of the as -builts in “DWG” format, if available; otherwise “DXF” will be acceptable, and 3) the as-built drawings shall be tied to the City’s GPS network. The applicant’s engineer shall provide the City with an electronic file with points for each structure (manholes, catch basins, water valves, hydrants and other water system features) in the development, and their respective X and Y State Plane Coordinates, referenced to NAD 83 (91). 38.The applicant may submit for review and approval, by the engineering department, a detailed phasing plan for completion of public improvements as related to temporary occupancy requests. THIS APPROVAL MUST BE IMPLEMENTED WITHIN 18 MONTHS FROM THE EFFECTIVE DATE OF THE DECISION. SECTION III. BACKGROUND INFORMATION Proposal: The applicant proposes both new construction and renovation at the existing Tigard High School located TIGARD HIGH SCHOOL RENOVATION PAGE 8 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION at 9000 SW Durham Road. The renovation and new construction includes remodeling portions of the existing high school building, adding approximately 28,000 square feet of building, reconfiguration of parking and circulation areas, additional landscaping , and redevelopment of outdoor plaza areas. The applicant is also requesting adjustments to the required bicycle parking spaces from 384 spaces to 110 spaces, to the driveway spacing requirement on SW Durham Road from 600 feet to approximately 420 feet, and to the street improvement standards on SW 92nd Avenue. Site History: Staff conducted a search of City records for the subject property and found the following previous land use applications: two conditional use permits (CU91-00007 and CUP2004-00001), both for major additions to the high school; a lot line adjustment (MIS93-00002); 15 minor modification applications (MMD1999-00013, MMD2001-00006, MMD2003-00014, MMD2004-00004, MMD2007-00017, MMD2008-00004, MMD2010-00016, MMD2012-00001, MMD2013-00001, MMD2014-00028, MMD2015-00018, MMD2016-00011, MMD2016-00014, MMD2017-00008, and MMD2017-00010); four pre-application conferences (PRE2003 -00079, PRE2006-00079, PRE22011-00025 and PRE2017-00044); one tree removal permit (TRE2015-00001); and two variance applications (VAR96-00014, VAR2004-00011). Vicinity Information: The subject site is located at 9000 SW Durham Road. The property is located east of SW 92nd Avenue and west of SW 85th Avenue on the south side of SW Durham Road. The property is zoned Low Density Residential (R-4.5). Surrounding properties are zoned R-7 and R-4.5 to the north, R-12 to the south, I-P to the east and R-4.5 to the west. Neighbor Comments: The applicant held a formal neighborhood meeting on September 13, 2017 with twelve neighbors in attendance. Neighbor concerns focused on noise from school activities, parking, traffic, pick-up area near the crosswalk, and students trespassing and causing damage to private property in the neighborhood. On February 26, 2018, the city received an email from Mr. Walter Milliman asking why the school district was doing the project and where the funding was coming from. On February 28, 2018, the city received a phone call from Mr. Dan Quello asking for more information on what the scope of work was for this project. On March 2, 2018, an email was received from Mr. and Mrs. Barrett expressing opposition to the proposal. Staff responded to all citizen comments. The city has not received any other written comments from neighborhood residents. SECTION IV. REPORT MAKING PROCEDURES, PERMITS, AND USE Use Classification Chapter 18.130 defines the Use Categories used in the Development Code. The proposed development is defined as a school use and is permitted as a conditional use in the R-4.5 zone. Summary of Land Use Approvals and Review Procedures Section 18.350.020.C states that a request for approval for a planned development review shall be processed as a Type III-PC procedure, as regulated by Chapter 18.390.050, using approval criteria TIGARD HIGH SCHOOL RENOVATION PAGE 9 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION contained in Chapter 18.350 and subject to other requirements in this chapter. The Type III-PC procedure is a quasi-judicial procedure that applies discretionary approval criteria. Type III-PC actions are decided by the Planning Commission with appeals being heard by the City Council. SECTION V. SUMMARY OF APPLICABLE CRITERIA Staff has reviewed the proposal for consistency with the following code sections. Findings for these code sections are in Section VI of this report. A.Applicable Development Code Standards 18.330 - Conditional Use 18.350 – Planned Developments 18.370 – Variances and Adjustments 18.510 – Residential Zones 18.705 - Access Egress and Circulation 18.745 - Landscaping and Screening 18.755 – Mixed Solid Waste and Recyclable Storage 18.765 - Off-Street Parking and Loading 18.790 - Urban Forestry Plan 18.795 – Visual Clearance Areas 18.810 - Street and Utility Improvement Standards SECTION VI. APPLICABLE REVIEW CRITERIA AND FINDINGS A.APPLICABLE DEVELOPMENT CODE STANDARDS AND APPROVAL CRITERIA 18.330 Conditional Use 18.330.010 Purpose A.Purpose. The purpose of this chapter is to provide standards and procedures under which a conditional use may be permitted, enlarged or altered if the site is appropriate and if other appropriate conditions of approval can be met. There are certain uses which due to the nature of the impacts on surrounding land uses and public facilities require a case-by-case review and analysis. The applicant proposes both new construction and renovation at the existing Tigard High School The following standards in this chapter ensure the proposed development will not adversely im pact surrounding uses and public facilities. 18.330.030 Approval Standards and Conditions of Approval A.The Hearings Officer shall approve, approve with conditions, or deny an application for a conditional use or to enlarge or alter a conditional use based on findings of fact with respect to each of the following criteria: 1.The site size and dimensions provide adequate area for the needs of the proposed use; As described in the applicant’s narrative, the 43.2-acre site is adequately sized to accommodate the needs of the proposed expansion of the existing high school, including the addition itself, reconfiguration of the associated parking and landscaping . The development area is approximately 5.9 acres, which equated to TIGARD HIGH SCHOOL RENOVATION PAGE 10 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION approximately 13.7 percentof the overall site. This standard is met. 2.The impacts of the proposed use of the site can be accommodated considering size, shape, location, topography and natural features; The site is approximately 43.2 acre in size and the development area is approximately 5.9 acres, which equated to approximately 13.7 percentof the overall site. The site’s size and shape can accommodate adequate parking, landscaping and circulation. The site has frontage on SW Durham Road, SW 85 th Avenue and SW 92nd Avenue. The site slopes slightly from the northwest to the southeast, but is generally flat. The site does not contain any natural features. This standard is met. 3.All required public facilities have adequate capacity to serve the proposal; and As described in the applicant’s impact study and narrative, there is adequate capacity in the public facilities that currently serve the site. The frontage improvements on SW 92nd include a dedication, and construction of a curb-tight sidewalk along the back of the existing curb on the north portion of SW 92nd Ave. There are existing frontage improvements on SW Durham Road. An eight-inch city sewer line and an eight-inch and twelve-inch city water lines will continue to serve the proposal. The project will provide storm water planters, storm filter vaults, catch basins and connection to the city’s stormwater line . This standard is met. 4.The applicable requirements of the zoning district are met except as modified by this chapter. The proposed site is zoned Low Density Residential (R-4.5). Table 18.510.2 includes development standards in residential zones related to lot size, width, coverage, and building setbacks, and height. The table below compares the applicable standards of the base zone with the proposed development. TABLE 18.510.2 DEVELOPMENT STANDARDS IN RESIDENTIAL ZONES STANDARD R-4.5 CU Requirements PD Requirements* Proposed Minimum Lot Size - Detached unit - Boarding, lodging, rooming house 7,500 - - None N/A N/A - - Minimum Lot Width 50 ft. N/A N/A N/A Minimum Set backs - Front yard - Side facing street on corner & through lots [1] - Side yard - Side or rear yard abutting more restrictive zoning district - Rear yard - Distance between front of garage & property line abutting a public or 20 ft. 15 ft. 5 ft. N/A 15 ft. N/A 30 ft* 20 ft. 20 ft. N/A 30 ft. N/A 60 ft. 60 ft 60 ft. N/A 60 ft. N/A 65’ 293’ (West) / 717’ (East) 150’ (East) N/A N/A N/A TIGARD HIGH SCHOOL RENOVATION PAGE 11 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION private street. Maximum Building Height 30 ft N/A N/A 40 ft * Paragraph 18.350.060.C.3 allows for an increase in building height provided the setback distance is 1.5 times the height of the building. FINDING: As shown in the comparative table above, the proposed development meets all of the applicable development standards of the zoning district. This standard is met. 5.The applicable requirements of 18.330.050 are met; and As shown in the table above, the additional standards in Section 18.330.050 for schools are met. 6.The supplementary requirements set forth in other chapters of this Code including but not limited to Chapter 18.780, Signs, and Chapter 18.745, Landscaping and Screening; Chapter 18.790, Urban Forestry Plan; and Chapter 18.360, Site Development Review, if applicable, are met. FINDING: The supplementary requirements that are applicable in this case include the following chapters of the Community Development Code: 18.350, Planned Developments; 18.370, Variances and Adjustments; 18.510, Residential Zoning Districts; 18.705, Access, Egress and Circulation; 18.725, Environmental Performance Standards; 18.745, Landscaping and Screening, 18.755, Mixed Solid Waste and Recyclable Storage; Landscaping and Screening; 18.765, Off-Site Parking and Loading; 18.780, Sign; 18.790, Urban Forestry Plan; and 18.810 Street and Utility Improvements Standards. As reviewed below in this report, all supplementary requirements set forth in other chapters of Title 18 are either met or conditioned to be met as described below. 18.350 Planned Developments 18.350.020 Process A. Applicable in all zones. The planned development designation is an overlay zone applicable to all zones. An applicant may elect to develop the project as a planned development, in compliance with the requirements of this chapter, or in the case of a commercial or industrial project an approval authority may apply the provisions of this chapter as a condition of approving any application for the development. The applicant proposes to develop the project as a planned development. D. Concurrent applications for concept plan and detailed plan. In the case of concurrent applications for concept plan and detailed development plan, including subdivision applications, the applicant shall clearly distinguish the concept from the detailed plan. The Planning Commission shall take separate actions on each element of the planned development application (i.e., the concept approval must precede the detailed development approval); however each required action may be made at the same hearing. The applicant is applying for a concurrent review of the planned development concept plan and the detailed development plan. Preliminary Plans depicting the PD Concept Plan are included in Exhibit Q. The Commission shall take separate actions, first on the proposed concept plan, and second on the detailed plan and all other requested land use reviews. TIGARD HIGH SCHOOL RENOVATION PAGE 12 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 18.350.030 Administrative Provisions D. Phased development. 1. The commission shall approve a time schedule for developing a site in phases, but in no case shall the total time period for all phases be greater than seven years without reapplying for conceptual development plan review. 2. The criteria for approving a phased detail development plan proposal are that: a. The public facilities shall be constructed in conjunction with or prior to each phase; and b. The development and occupancy of any phase shall not be dependent on the use of temporary public facilities. A temporary public facility is any facility not constructed to the applicable city or district standard. The applicant is proposing an overall phasing of the project. The scope of the project includes the addition and renovation of the Tigard High School, overall infrastructure site improvements within the site and improvements to public facilities, as well as minor off-site improvements such as utility extensions, new bike lanes, striping, curbing, and sidewalks. All of these improvements will be constructed in three phases, as indicated below: Phase 1 – June 2018 through May 2019 o Construction of new bus driveway along Durham Road; o Selective abatement and demolition of a portion of the existing building near the Auto Shop building and the new Admin/Classroom wing; o Construction of new Administration /Classroom /Entry Wing (on the North side of the building); o Remodel of Auto Shop Building; and o Construction of a new CTE (career training education) wing adjacent to Auto Shop Building. Phase 2 – June 2019 through August 2020 o Selective abatement and demolition of the remaining portions of the existing oldest parts of the school (west side) including the existing Commons area and construction of new Commons, PE/Athletic facilities and new Auxiliary Gym. Phase 3 – June 2020 through August 2020 o Demolition of existing stand alone “Small Gym” building, tennis courts and west parking lot; and o Redevelopment of parking lot including new driveways, circulation, storm water treatment and pedestrian pathways. As proposed, public facilities will be constructed in conjunction with each phase; and the development and occupancy of each phase will not be dependent on the use of temporary public facilities. The criteria for approving a phased detail development plan proposal are met. 18.350.050 Concept Plan Approval Criteria A.The concept plan may be approved by the commission only if all of the following criteria are met: 1.The concept plan may be approved by the commission only if all of the following criteria are met: The concept plan includes specific designations on the concept map for areas of open space, and describes their intended level of use, how they relate to other proposed uses on the site, and how they protect natural features of the site. The Concept Plan in Exhibit Q indicates substantial areas of open space that will be used primarily for outdoor recreation and “active use facilities”, such as sports fields, playground equipment, hard and soft TIGARD HIGH SCHOOL RENOVATION PAGE 13 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION surface pathways and restrooms. These types of facilities are specifically designated for the school campus and the associated student activities. There are no substantial natural features on the site, therefore, no protection is required nor applicable. This criterion is met. 2.The concept plan identifies areas of trees and other natural resources, if any, and identifies methods for their maximized protection, preservation, and/or management. The applicant has submitted a Tree Preservation and Removal Plan, Tree Canopy Plan, Arborist Report and Landscape Plans as part of the application package. In addition, the Concept Plan identifies where landscape areas are proposed for preservation and where new landscape areas are proposed. No natural resources were identified onsite. This criterion is met. 3.The concept plan identifies how the future development will integrate into the existing neighborhood, either through compatible street layout, architectural style, housing type, or by providing a transition between the existing neighborhood and the project with compatible development or open space buffers. The proposal is for redevelopment of an existing use and associated development. No new streets are required and none are proposed. Some off-site right-of-way improvements are proposed that will provide greater efficiency, connectivity and safety for pedestrians, bicyclists, vehicles and busses, including on-site multimodal design of vehicle access and circulation. Although buffers are not required, the applicant is proposing significant screening of the parking lot adjacent to streets and surrounding neighborhoods. This criterion is met. 4.The concept plan identifies methods for promoting walkability or transit ridership, such methods may include separated parking bays, off street walking paths, shorter pedestrian routes than vehicular routes, linkages to or other provisions for bus stops, etc. The Concept Plan identifies a substantial network of pedestrian pathways, including access and connection points with the adjacent streets. This pedestrian network includes safe and efficient hard and soft pathways. Transit is not available to serve the site at this time, with the nearest transit stop over a mile away. This criterion is met. 5.The concept plan identifies the proposed uses, and their general arrangement on site. In the case of projects that include a residential component, housing type, unit density, or generalized lot sizes shall be shown in relation to their proposed location on site. The proposed concept plan shows the proposed uses for the various building on the high school campus and their general arrangement on the site. No residential component is requested. This criterion is met. 6.The concept plan must demonstrate that development of the property pursuant to the plan results in development that has significant advantages over a standard development. A concept plan has a significant advantage if it provides development consistent with the general purpose of the zone in which it is located at overall densities consistent with the zone, while protecting natural features or providing additional amenities or features not otherwise available that enhance the development project or the neighborhood. The proposed concept plan demonstrates that the proposed development has significant advantages over standard development because it will allow for an increase in height at certain locations on the site. The TIGARD HIGH SCHOOL RENOVATION PAGE 14 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION maximum height proposed is 40 feet. This flexibility in site design will allow the buildings to increase their bulk and mass so that the open space portions of the site can be substantially preserved, which is consistent with the general purpose of the zone. The increase in bulk and mass are less than 15 percent of the overall building bulk and mass. This criterion is met. FINDING: As shown in the analysis above, staff finds that the proposed concept plan meets the concept plan approval criteria. RECOMMENDATION: Staff recommends the Planning Commission approve the proposed concept plan. 18.350.060 Detailed Development Plan Submission Requirements C.Compliance with specific development standards. The detailed development plan shall show compliance with base zone provisions, with the following modifications: 1.Lot dimensional standards. The minimum lot depth and lot width standards shall not apply. There shall be no minimum lot size except that lots on the perimeter of the project shall not be less than 80% of the minimum size required in the base zone. The proposal does not involve any changes to lot width or depth; therefore, these standards do not apply. 2.Site coverage. The maximum site coverage is 80%, except in the IP zone where the maximum site coverage shall be 75%. Site coverage includes all buildings and impervious surfaces such as streets and sidewalks. The overall site coverage for the campus is 13 percent; therefore, this standard is met. 3.Building height. In residential zones, any increase in the building height above the maximum in the base zone will require that the structure be set back from the perimeter of the site a distance of at least 1-1/2 times the height of the building The proposal includes an increase in building height above the 30-foot maximum identified in the base zone. The highest point of the building is 40 feet as shown on the north, south, and east elevations. Measurements are from ground level up to top of parapet, and mechanical screens are not included in the measurement. The proposed maximum building heights are identified on the Site Plan and Grading Plan in Exhibit N, and on the Elevations in Exhibit O. Proposed setbacks of 65feet from the perimeter of the site are well over 60 feet (1.5 times proposed height). This standard is met. 4.Structure setback provisions: a.Setbacks for structures on the perimeter of the project shall be the same as that required by the base zone unless otherwise provided by Chapter 18.360; b.The setback provisions for all setbacks on the interior of the project shall not apply except that: i.All structures shall meet the Uniform Building and Fire Code requirements; ii.A minimum front yard setback of 20 feet is required for any garage structure which opens facing a street. This setback may be reduced for rear or side loaded garages, if specified on the detailed plan and proper clearances for backing movements are accounted for; iii.A minimum front yard setback of eight feet is required for any garage opening for an attached single-family dwelling facing a private street as long as the required off-street parking spaces are provided. This setback may be reduced for rear or TIGARD HIGH SCHOOL RENOVATION PAGE 15 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION side loaded garages, if specified on the detailed plan and proper clearances for backing movements are accounted for. c. If seeking to modify the base zone setbacks, the applicant shall specify the proposed setbacks, either on a lot by lot, or project wide basis. The commission may require site specific building envelopes. The proposal does not involve any changes to setbacks. The setback standards are met. 5.Other provisions of the base zone. All other provisions of the base zone shall apply except as modified by this chapter. Besides the base zone height standard, all other provisions of the base zone are met. This standard is met. FINDING: Based on the analysis above, the detailed development plan is consistent with the applicable base zone development provisions. These provisions are met. 18.350.070 Detailed Development Plan Approval Criteria A detailed development plan may be approved only if all the following criteria are met: A.The detailed plan is generally c onsistent with the concept plan. Minor changes from the concept plan do not make the detailed plan inconsistent with the concept plan unless: 1.The change increases the residential densities, increases the lot coverage by buildings or reduces the amount of parking; 2.The change reduces the amount of open space and landscaping; 3.The change involves a change in use; 4.The change commits land to development which is environmentally sensitive or subject to a potential hazard; and 5.The change involves a major shift in t he location of buildings, proposed streets, parking lots, landscaping or other site improvements. The plans are being submitted and reviewed concurrently so the detailed plan is generally consistent with the concept plan and none of the above changes are proposed. This criterion is met. B.All the provisions of the land division provisions, Chapters 18.420, Partitions, and 18.430, Subdivisions, shall be met if applicable; The proposal does not include a land division, therefore, this section does not apply . C.Except as noted, the provisions of the following chapters shall be utilized as guidelines. A planned development need not meet these requirements where a development plan provides alternative designs and methods, if acceptable to the commission that pro motes the purpose of this chapter. In each case, the applicant must provide findings to justify the modification of the standards in the chapters listed below. The applicant shall respond to all the applicable criteria of each chapter as part of these find ings and clearly identify where their proposal is seeking a modification to the strict application of the standards. For those chapters not specifically exempted, the applicant bears the burden of fully complying with those standards, unless a variance or adjustment has been requested. Compliance with the standards of Chapters 18.705, 18.745, 18.765, 18.795 and 18.810 (referred to in Paragraphs 18.350.070.C.2, 4, 5, 7 and 8) is addressed in subsequent sections of this report. The following TIGARD HIGH SCHOOL RENOVATION PAGE 16 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION chapters are not applicable: Chapters 18.360, 18.715, and 18.780. The applicant is only seeking modifications to the height standards. D.In addition, the following criteria shall be met: 1.Relationship to the natural and physical environment: a.The streets, buildings and othe r site elements shall be designed and located to preserve the existing trees, topography and natural drainage to the greatest degree possible. The commission may require the applicant to provide an alternate site plan to demonstrate compliance with this criterion; The property that the Tigard High School campus occupies slopes slightly from the northwest corner of the property to portions of the site at the southeast corner and southern edge. The proposal is for redevelopment of a portion of the existing high school site and the construction will be confined to chiefly existing building envelopes/footprints. The proposed high school improvements are designed to nestle into the natural slope of the site, which will provide efficient drainage and overall storm water management. In addition, the redevelopment of the site intentionally preserves and protects as many existing trees as possible in order to provide both adequate building square footage and outdoor open space. This criterion is met. b.Structures located on the site shall not be in areas subject to ground slumping and sliding as demonstrated by the inclusion of a specific geotechnical evaluation; and The redevelopment proposal includes building envelopes that are essentially withi n the same building footprint as the existing building. All design of the site, including grading, storm water management , and drainage, are predicated on the Geotechnical Report in Exhibit I and the Preliminary Stormwater Report in Exhibit J. This criterion is met. c.Using the basic site analysis information from the concept plan submittal, the structures shall be oriented with consideration for the sun and wind directions, where possible. The Detailed Development Plan is based primarily on existing building footprints and envelopes, including orientation of those buildings. Where possible, new building areas take into consideration orientation towards the sun and away from prevailing winds. This criterion is met. 2.Buffering, screening and compatibility between adjoining uses: a.Buffering shall be provided between different types of land uses; e.g., between single- family and multifamily residential, and residential and commercial uses; b.In addition to the requirements of the buffer matrix (Table 18.745.1), the requirements of the buffer may be reduced if a landscape plan prepared by a registered landscape architect is submitted that attains the same level of buffering and screening with alternate materials or methods. The following factors shall be considered in determining the adequacy and extent of the buffer required under Chapter 18.745: i.The purpose of the buffer, for example to decrease noise levels, absorb air pollution, filter dust, or to provide a visual barrier; ii.The size of the buffer needs in terms of width and height to achieve the purpose; iii.The direction(s) from which buffering is needed; iv.The required density of the buffering; and TIGARD HIGH SCHOOL RENOVATION PAGE 17 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION v.Whether the viewer is stationary or mobile. c.On-site screening from view from adjoining properties of such activities as service areas, storage areas, parking lots and mechanical devices on roof tops shall be provided and the following factors shall be considered in determining the adequacy of the type and extent of the screening: i.What needs to be screened; ii.The direction from which it is needed; and iii.Whether the screening needs to be year-round. Screening for the campus has been designed by a professional landscape architect, with consideration of the associated Arborist Report, Chapter 18.745 and the Urban Forestry Manual. Buffering is not required for this proposal. Details of location and screening of the mechanical and service facilities w ere not provided. Prior to site work, the applicant will provide plans showing screening of any ground or rooftop mechanical equipment. This standard is not met but can be met through a condition of approval. 3.Privacy and noise. Nonresidential structures which abut existing residential dwellings shall be located on the site or be designed in a manner, to the maximum degree possible, to protect the private areas on the adjoining properties from view and noise; The applicant has designed the mass and height of the building s, as well as the location of the buildings to balance the requirements of the anticipated school programs with the desire to minimize impa cts associated with noise and views to the degree possible. The only adjoining properties are located to the south, all other properties are separated by a street on the north, east, and west perimeter. The redevelopment area is approximately 740 feet from the south property line; therefore, the abutting properties to the south will not be impacted. Besides temporary construction noise impacts, the future enrollment for the campus is expected to stay relatively the same, so noise impacts will not increase as part of the redevelopment of the campus. However, the applicant is proposing significant screening along the perimeter of the site to further protect private areas of adjoining properties from noise impacts. This criterion is met. 4.Exterior elevations—Single-family attached and multiple-family structures. Along the vertical face of single-family attached and multiple-family structures, offsets shall occur at a minimum of every 30 feet by providing any two of the following: a.Recesses, e.g., decks, patios, entrances, floor area, of a minimum depth of eight feet; b.Extensions, e.g., decks, patios, entrances, floor area, of a minimum depth of eight feet, a maximum length of an overhang shall be 25 feet; and c.Offsets or breaks in roof elevations of three or more feet in height. 5.Private outdoor area—Residential use: a.Exclusive of any other required open space facility, each ground -level residential dwelling unit shall have an outdoor private area (patio, terrace, or porch) of not less than 48 square feet with a minimum width dimension of four feet; b.Wherever possible, private outdoor open spaces should be oriented toward the sun; and c.Private outdoor spaces shall be screened or designed to provide privacy for the use of the space. 6.Shared outdoor recreation and open space facility areas—Residential use: a.Exclusive of any other required open space facilities, each residential dwelling development shall incorporate shared usable outdoor recreation areas within the development plan as follows: TIGARD HIGH SCHOOL RENOVATION PAGE 18 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION i.Studio units up to and including two bedroom units, 200 square feet per unit; ii.Three or more bedroom units, 300 square feet per unit. b.Shared outdoor recreation space shall be readily observable from adjacent units for reasons of crime prevention and safety; c.The required recreation space may be provided as follows: i.Additional outdoor passive use open space facilities; ii.Additional outdoor active use open space facilities; iii.Indoor recreation center; or iv.A combination of the above. Single-family homes are not proposed with this project. These criteria do not apply. 7.Access and circulation: a.The number of required access points for a development shall be provided in Chapter 18.705; b.All circulation patterns within a development must be designed to accommodate emergency and service vehicles; and c.Provisions shall be made for pedestrian and bicycle ways abutting and through a site if such facilities are shown on an adopted plan or terminate at the boundaries of the project site. All access and circulation design for the project and overall campus mee ts the requirements listed. The minimum number of access points is provided for the overall campus, and the site circulation for the school and the overall campus is designed to accommodate emergency and service vehicles. Access and circulation are indicated in the Concept Plan, Exhibit Q, as well as in detailed design in the Plan Set, Exhibit N. This criterion is met. 8.Landscaping and open space—Residential development. In addition to the buffering and screening requirements of paragraph 2 of this subse ction D, and any minimal use open space facilities, a minimum of 20% of the site shall be landscaped. This may be accomplished in improved open space tracts, or with landscaping on individual lots provided the developer includes a landscape plan, prepared or approved by a licensed landscape architect, and surety for such landscape installation. The proposal does not include residential development, therefore, this criterion does not apply. 9.Public transit: a.Provisions for public transit may be required where the site abuts or is within a quarter mile of a public transit route. The required facilities shall be based on: i.The location of other transit facilities in the area; and ii.The size and type of the proposed development. b.The required facilities may include but are not necessarily limited to such facilities as: i.A waiting shelter; ii.A turn-out area for loading and unloading; and iii.Hard surface paths connecting the development to the waiting area. c.If provision of such public transit facilities on or near the site is not feasible, the developer may contribute to a fund for public transit improvements provided the Commission establishes a direct relationship and rough proportionality between the impact of the development and the requirement. TIGARD HIGH SCHOOL RENOVATION PAGE 19 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION The nearest transit facility (bus stop) is over a mile away, therefore, this criterion does not apply. 10.Parking: a.All parking and loading areas shall be generally laid out in accordance with the requirements set forth in Chapter 18.765; b.Up to 50% of required off-street parking space s for single-family attached dwellings may be provided on one or more common parking lots within the planned development as long as each single-family lot contains one off-street parking space. All parking and loading areas have been designed in compliance with the standards in Chapter 18.765 and shown on Sheet C2.01 and C2.02 . This criterion is met. 11.Drainage. All drainage provisions shall be generally laid out in accordance with the requirements set forth in Chapter 18.810. An applicant may propose an alt ernate means for stormwater conveyance on the basis that a reduction of stormwater runoff or an increase in the level of treatment will result from the use of such means as green streets, porous concrete, or eco roofs. Compliance with drainage standards are addressed in subsequent sections of this report. No alternate means for stormwater conveyance is proposed and no adjustment is requested. This criterion does not apply. 12.Floodplain dedication. Where landfill and/or development are allowed within or adjacent to the 100-year floodplain, the city shall require consideration of the dedication of sufficient open land area for a greenway adjoining and within the floodplain. This area shall include portions of a suitable elevation for the construction of a pede strian/bicycle pathway with the floodplain in accordance with the adopted pedestrian bicycle pathway plan. The subject site is not within or adjacent to a designated 100 -year floodplain. This criterion does not apply. 13.Shared open space facilities. These requirements are applicable to residential planned developments only. The detailed development plan shall designate a minimum of 20% of the gross site area as a shared open space facility. The open space facility may be comprised of any combination of the following: a.Minimal use facilities. Up to 75% of the open space requirement may be satisfied by reserving areas for minimal use. Typically these areas are designated around sensitive lands (steep slopes, wetlands, streams, or 100-year floodplain). b.Passive use facilities. Up to 100% of the open space requirement may be satisfied by providing a detailed development plan for improvements (including landscaping, irrigation, pathway and other structural improvements) for passive recreational use. c.Active use facilities. Up to 100% of the open space requirement may be satisfied by providing a detailed development plan for improvements (including landscaping, irrigation, pathway and other structural improvements) for active recreational use. d.The open space area shall be shown on the final plan and recorded on the final plat or covenants. No residential development is proposed. This criterion does not apply. TIGARD HIGH SCHOOL RENOVATION PAGE 20 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 14.Open space conveyance: Where a proposed park, playground or other public use shown in a plan adopted by the city is located in whole or in part in a subdivision, the commission may require the dedication or reservation of such area within the subdivision, provided that the reservation or dedication is roughly proportional to the impact of the subdivision on the park system. Where considered desirable by the commission in accordance with adopted comprehensive plan policies, and where a development plan of the city does not indicate proposed public use areas, the commission may require the dedication or reservation of areas within the subdivision or sites of a character, extent and location suitable for the development of parks or other public use, provided that the reservation or dedication is roughly proportional to the impact of the subdivision on the park system. The open space shall be conveyed in accordance with one of the following methods: a.Public ownership. Open space proposed for dedication to the city must be acceptable to it with regard to the size, shape, location, improvement and budgetary and maintenance limitations. A determination of city acceptance shall be made in writing by the Parks and Facilities Division Manager prior to final approval. Dedications of open space may be eligible for systems development charge credits, usable only for the proposed development. If deemed to be not acceptable, the open space shall be in private ownership as described below. b.Private ownership. By conveying title (including beneficial ownership) to a corporation, home association or other legal entity, and granting a con servation easement to the city in a form acceptable by the city. The terms of the conservation easement must include provisions for the following: i.The continued use of such land for the intended purposes; ii.Continuity of property maintenance; iii.When appropriate, the availability of funds required for such maintenance; iv.Adequate insurance protection; and v.Recovery for loss sustained by casualty and condemnation or otherwise. The proposal does not include a subdivision, therefore, this criterion does not apply. FINDING: Based on the analysis above, all of the applicable planned development review criteria and standards have not been fully met, but can be through conditions of approval. 18.370 Variances and Adjustments 18.370.020 Adjustments C.Special Adjustments. 5. Adjustment to access and egress standards (Chapter 18.705). a. In all zoning districts where access and egress drives cannot be readily designed to conform to code standards within a particular parcel, access with an adjoining property shall be considered. If access in conjunction with another parcel cannot reasonably be achieved, the director may grant an adjustment to the access requirements of Chapter 18.705 through a Type II procedure, as governed in Section 18.390.030, using approval criteria contained in subparagraph b of this paragraph 5. b. The Director may approve, approve with conditions, or deny a request for an adjustment from the access requirements contained in Chapter 18.705, based on the TIGARD HIGH SCHOOL RENOVATION PAGE 21 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION following criteria: i. It is not possible to share access; ii. There are no other alternative access points on the street in question or from another street; iii. The access separation requirements cannot be met; iv. The request is the minimum adjustment required to provide adequate access; v. The approved access or access approved with conditions will result in a safe access; and vi. The visual clearance requirements of Chapter 18.795 will be met. The applicant requests an adjustment to the access and egress standards, to allow for a reduction in required driveway spacing for two existing driveway on SW Durham Road. The large parcel is not adjacent to another parcel that could provide opportunities for shared access. The existing access design accommodates the existing loading zone for busses, including the main entry of the building. Any other alternative for access points would need to also include a complete re-design and re-location of the building entrance. Due to the need to retain the proposed access locations, minimum access separation cannot be met. This proposed design is the minimum adjustment required to insure that safe and efficient access is retained. All visual clearance requirements are met, based on Chapter 18.795. The Transportation Assessment, prepared by Kittleson & Associates dated October 20, 2017, proposed additional guide signage and pavement markings to maintain acceptable traffic circulation and safety at campus driveways and adjacent intersections. After reviewing the existing conditions, the proposed street improvement, and the Transportation Assessment including the site circulation and proposed improvements, Staff found that the requested adjustment to the spacing standard is acceptable and recommends approval. This criterion is met. 6. Adjustments to parking standards (Chapter 18.765). e. Reduction in required bicycle parking. The director may approve a reduction of required bicycle parking per 18.765.050.E by means of Type II procedure, as governed by Section 18.390.040, if the applicant can demonstrate that the proposed use by its nature would be reasonably anticipated to generate a lesser need for bicycle parking. The existing and proposed transportation demand for students and staff at Tigard High School is based on a transportation survey conducted in March 2017 by Kittleson and Associates. The survey was able to provide the multimodal split of how students and staff are commuting to and from the high school. The total number of students enrolled at Tigard High School for the 2017/2018 school year is approximately 2,015 students. Based on current program commuting patterns, it is anticipated that approximately 10 percent of the students at the school will continue to utilize the school bus for transportation, with 81 percent to be picked-up/dropped off by a guardian and 8 percent walking. The anticipated modal split for bicycles is approximately 1 percent, which equates to approximately 20 students. Since most of the transportation demand is met through either the school bus or through private vehicle, the demand for bicycle parking is significantly diminished. There are 52 existing bicycle parking spaces at Tigard High School, with a total number of 110 bike parking spaces proposed. Based on Table 765.2., there are six bicycle spaces required per classroom for the proposed School use. With a total of 64 classrooms at Tigard High School, the total minimum number of spaces required for the proposal would TIGARD HIGH SCHOOL RENOVATION PAGE 22 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION be 384 bicycle spaces. This exceeds the amount needed, based on existing modal demand and mode split analysis provided by Kittelson. The proposed amount of bicycle parking is 110 spaces at Tigard High School, which will provide much more than the necessary amount of bicycle parking based on a modal demand of approximately 1 percent of modal split (20 students). After reviewing the analysis of the transportation survey, Staff found that the requested adjustment to the bicycle requirement is acceptable and recommends approval. This criterion is met. 9.Adjustments for street improvement requirements (Chapte r 18.810). By means of a Type II procedure, as governed by Section 18.390.040, the director shall approve, approve with conditions, or deny a request for an adjustment to the street improvement requirements, based on findings that the following criterion is satisfied: Strict application of the standards will result in an unacceptably adverse impact on existing development, on the proposed development, or on natural features such as wetlands, bodies of water, significant habitat areas, steep slopes or existing mature trees. In approving an adjustment to the standards, the director shall determine that the potential adverse impacts exceed the public benefits of strict application of the standards. Applying the street standards for SW 92nd Avenue would include a complete re-design of the parking lot, the proposed buildings and the overall Tigard High School campus, which is an unacceptable adverse impact to the existing development. In order to provide the most effective solutions for improvement of traffic movement and circulation at SW 92nd Avenue and SW Durham Road, the proposed street design for SW 92nd Avenue includes a right turn lane from SW 92nd Avenue onto SW Durham Road. This proposed design is based on the findings and recommendations in the Transportation Assessment prepared on October 20, 2017 by Kittelson and Associates. This right turn lane will facilitate a greater efficiency of traffic flow at the intersection of 92nd Avenue and Durham Road. Due to right -of-way width restrictions, it is not possible to also provide street trees and on-street parking within the right-turn lane portion of SW 92nd Avenue. The applicant suggests the retention of the area required for on -site parking and campus development will provide a much greater benefit to the public than a few on-street parking spaces and street trees within this relatively short section of right-of-way. The inclusion of these two street standards along the right-turn lane portion of SW 92nd Avenue would be an unacceptably adverse impact on both existing and proposed development. Based on the above information, Staff found that the requested adjustment to the street standards is acceptable and recommends approval. This criterion is met. FINDING: Based on the analysis above, all of the applicable adjustment criteria have been fully met. 18.705 Access, Egress and Circulation 18.705.020 Applicability of Provisions A.When provisions apply. The provisions of this chapter shall apply to all development including the construction of new structures, the remodeling of existing structures (see Section 18.360.050), and to a change of use which increases the on-site parking or loading requirements or which changes the access requirements. B.Change or enlargement of use. Should the owner or occupant of a lot or building change or enlarge the use to which the lot or building is put, thereby increasing access and egress TIGARD HIGH SCHOOL RENOVATION PAGE 23 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION requirements, it is unlawful and is a violation of this title to begin or maintain such altered use until the provisions of this chapter have been met if required or until the appropriate approval authority has approved the change. The proposal includes new construction and renovation of the existing Tigard High School; therefore this chapter applies. 17.705.030 General Provisions D. Public Street Access: All vehicular access and egress as required in Sections 18.705.030 .H and 18.705.030.I shall connect directly with a public or private street approved by the City for public use and shall be maintained at the required standards on a continuous basis. As shown on the Site Plan Sheet C2.01 and C2.02, Exhibit N, all vehicular access points connect directly to either SW 92nd Avenue or SW Durham Road through existing and proposed private access drives. The design and plan for vehicular access and egress to a public street meet the access management standards in Subsection 18.705.030.H. The proposed use is a school and is classified under the Civic use category, which does not have specific requirements for access and egress. However, the p roposal meets the access requirements for commercial uses, as provided in Table 18.705.3. This standard is met. E. Curb cuts. Curb cuts shall be in accordance with 18.810.030.N. Curb cuts are in accordance with Section 18.810.030.N. This standard is met. F. Required walkway location. On-site pedestrian walkways shall comply with the following standards: 1.Walkways shall extend from the ground floor entrances or from the ground floor landing of stairs, ramps, or elevators of all commercial, institutional, and industrial uses, to the streets which provide the required access and egress. Walkways shall provide convenient connections between buildings in multi -building commercial, institutional, and industrial complexes. Unless impractical, walkways shall be constructed between new and existing developments and neighboring developments; The pedestrian walkway circulation system first consists of walkways providing direct connections between the main building entrances of the school to the adjacent streets. The overall transportation system and network provides multi-modal access to/from the site at both SW 92nd Avenue and SW Durham Road. The proposed sidewalk and pedestrian walkway along SW 92nd Avenue and SW Durham Road will provide a continuous connection along the street. The proposed on-site sidewalks, both new and reconstructed, will connect existing and proposed entrances and common areas to the adjacent streets. This standard is met. 2.Within all attached housing (except two-family dwellings) and multi-family developments, each residential dwelling shall be connected by walkway to the vehicular parking area, and common open space and recreation facilities; This standard does not apply to the proposed school use. 3.Wherever required walkways cross vehicle access driveways or parking lots, such crossings shall be designed and located for pedestrian safety. Required walkways shall be physically separated from motor vehicle traffic and parking by either a minimum six-inch vertical separation (curbed) or a minimum three-foot horizontal separation, except that pedestrian TIGARD HIGH SCHOOL RENOVATION PAGE 24 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION crossings of traffic aisles are permitted for distances no greater than 36 feet if appropriate landscaping, pavement markings, or contrasting pavement materials are used. Walkways shall be a minimum of four feet in width, exclusive of vehicle overhangs and obstructions such as mailboxes, benches, bicycle racks, and sign posts, and shall be in compliance with ADA standards; Pedestrian walkways are proposed to provide connections between the existing and proposed buildings, vehicle areas, public sidewalks and outdoor areas through a concrete walkway system. The pedestrian walkways connecting the main entrances and the parking lots will be ADA compliant. Walkways crossing the parking lot or drive aisles are less than 36 feet and landscaped refuge islands are provided throughout the parking lot. All walkways are shown to be at least five feet wide. This standard is met. 4.Required walkways shall be paved with hard surfaced materials such as concrete, asphalt, stone, brick, other pervious paving surfaces, etc. Any pervious paving surface must be designed and maintained to remain well-drained. Walkways may be required to be lighted and/or signed as needed for safety purposes. Soft-surfaced public use pathways may be provided only if such pathways are provided in addition to required pathways. The existing and proposed pedestrian walkways are paved with concrete and designed for proper drainage. The narrative nor the plans provided information on whether lighting was provided. Prior to site work, the applicant shall provide a lighting plan showing how the required walkways will be illuminated. This standard is not met but can be through a conditions of approval. H. Access Management 1.An access report shall be submitted with all new development proposals which verifies design of driveways and streets are safe by meeting adequate stacking needs, sight distance and deceleration standards as set by ODOT, Washington County, the City and AASHTO (depending on jurisdiction of facility.) 2.Driveways shall not be permitted to be placed in the influence area of collector or arterial street intersections. Influence area of intersections is that area where queues of traffic commonly form on approach to an intersection. The minimum driveway setback from a collector or arterial street intersection shall be 150 feet, measured from the right-of-way line of the intersecting street to the throat of the proposed driveway. The setback may be greater depending upon the influence area, as determined from city engineer review of a traffic impact report submitted by the applicant’s traffic engineer. In a case where a project has less than 150 feet of street frontage, the applicant must explore any option for shared access with the adjacent parcel. If shared access is not possible or practical, the driveway shall be placed as far from the intersection as possible. 3.The minimum spacing of driveways and streets along a collector shall be 200 feet. The minimum spacing of driveways and streets along an arterial shall be 600 feet. 4.The minimum spacing of local streets along a local street shall be 125 feet. A traffic impact study prepared by Kittleson & Associates, dated October 20 , 2017, was submitted as part of the Land Use Submittal package. The traffic report indicated that the reconstruction and modernization of the Tigard High School is not to accommodate or to serve any planned or anticipated future increase in student enrollment or faculty numbers. The report concluded that the proposed development can be constructed while maintaining acceptable traffic operations and safety at the adjacent intersections and site accesses. TIGARD HIGH SCHOOL RENOVATION PAGE 25 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION There were several recommended improvements in conjunction with the site development included in the report. Prior to commencing site improvement, the applicant shall provide the city with evidences that the traffic recommended improvements are incorporated accordingly on the site plans of the renovation. More specially, the applicant shall relocate the northbound bicycle lane on SW 92nd Avenue. The landscaping and above ground utilities shall be located and maintained to provide adequate sight distance. A Preliminary Sight Distance Certification prepared Kittelson & Associates, dated July 19, 2017 , on the accesses off of SW 92nd Avenue was included in the application submittal. The certification certifies that sufficient intersection sight distance is available at the proposed driveways along SW 92nd Avenue in both north and south directions. However, none w as provided for the driveways on SW Durham Road. Prior to final building inspection, the applicant shall submit to the Engineering Division a Final Sight Distance Certification for the access driveways located on SW 92nd Avenue and SW Durham Road for review and approval. SW Durham R oad is an Arterial Street and SW 92nd Avenue is a Local Street. The nearest access to the intersection of SW Durham Road and SW 92nd Avenue is 184 feet away on SW 92nd Avenue. The other access on SW Durham Road is 234 feet from the intersection. The access on SW Durham Road is not meeting the minimum driveway spacing of 600 feet requirement on an Arterial Street. The applicant is requesting an adjustment to this standard. These standards are met. J. Minimum access requirements for commercial and industrial use. 1.Vehicle access, egress and circulation for commercial and industrial use shall not be less than as provided in Table 18.705.3. The proposed use is a school and is classified under the Civic use category, which does not have specific requirements for access and egress. However, the proposal meets the access requirements for commercial uses, as provided in Table 18.705.3. Section 18.765.070 would require the proposed development to have 423 parking spaces, which requires either one access that is 50 feet wide or two, at least 30 feet wide. The development will be served by a total of four driveways; two 40-foot wide driveways on SW Durham Road and two 30-foot wide driveways on SW 92nd Avenue. This standard is met. 2.Vehicular access shall be provided to commercial or industrial uses, and shall be located to within 50 feet of the primary ground floor entrances; The driveway access is directly adjacent to the primary ground floor entrance. This standard is met. FINDING: Based on the analysis above, all of the applicable access, egress and circulation standards have not been fully met but can be through a condition of approval. 18.745 Landscaping and Screening 18.745.030 General Provisions A.Maintenance responsibility. Unless otherwise provided by the lease agreement, the owner, tenant and his or her agent, if any, shall be jointly and severally responsible for the ongoing maintenance of all landscaping and screening used to meet the requirements of this chapter according to applicable industry standards. TIGARD HIGH SCHOOL RENOVATION PAGE 26 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION B.Installation requirements. The installation of all landscaping and screening required by this chapter shall be as follows: 1.All landscaping and screening shall be installed according to applicable industry standards; 2.All plants shall be of high grade, and shall meet the size and grading standards of the American Standards for Nursery Stock (ANSI Z60, 1-2004, and any future revisions); and 3.All landscaping and screening shall be installed in accordance with the prov isions of this title. C.Certificate of occupancy. Certificates of occupancy shall not be issued unless the requirements of this chapter have been met or other arrangements have been made and approved by the city such as the posting of a bond. The property owner or tenant will provide ongoing maintenance in compliance with industry standards of all landscaping proposed with this development. All planting materials will be installed according to applicable industry standards and will be detailed in construction plans with the building permit application submittal. All new plant material will meet the American Standards for Nursery Stock (ANSI Z60, la test edition) and all landscaping will be installed in compliance with the applicable standards of this title. 18.745.040 Street Trees A.Street trees shall be required as part of the approval process for Conditional Use (Type III), Downtown Design Review (Type II and III), Minor Land Partition (Type II), Planned Development (Type III), Site Development Review (Ty pe II) and Subdivision (Type II and III) permits. B.The minimum number of required street trees shall be determined by dividing the linear amount of street frontage within or adjacent to the site (in feet) by 40 feet. When the result is a fraction, the minim um number of required street trees shall be determined by rounding to the nearest whole number. C.Street trees required by this section shall be planted according to the Street Tree Planting Standards in the Urban Forestry Manual. D.Street trees required by this section shall be provided adequate soil volumes according to the Street Tree Soil Volume Standards in the Urban Forestry Manual. E.Street trees required by this section shall be planted within the right of way whenever practicable according to the Street Tree Planting Standards in the Urban Forestry Manual. Street trees may be planted no more than 6 feet from the right of way according to the Street Tree Planting Standards in the Urban Forestry Manual when planting within the right of way is not practicable. F.An existing tree may be used to meet the street tree standards provided that: 1.The largest percentage of the tree trunk immediately above the trunk flare or root buttresses is either within the subject site or within the right of way immediately adjacent to the subject site; 2.The tree would be permitted as a street tree according to the Street Tree Planting and Soil Volume Standards in the Urban Forestry Manual if it were newly planted; and 3.The tree is shown as preserved in the Tree Preservation and Removal site plan (per 18.790.030.A.2), Tree Canopy Cover site plan (per 18.790.030.A.3) and Supplemental Report (per 18.790.030.A.4) of a concurrent urban forestry plan and is eligible for credit towards the effective tree canopy cover of the site. TIGARD HIGH SCHOOL RENOVATION PAGE 27 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION G.In cases where it is not practicable to provide the minimum number of required street trees, the Director may allow the applicant to remit payment into the Urban Forestry Fund for tree planting and early establishment in an amount equivalent to the City’s cost to plant and maintain a street tree for three (3) years (per the Street Tree Planting Standards in the Urban Forestry Manual) for each tree below the minimum required. The site has 785 linear feet of street frontage on SW Durham and 550 lineal feet of street frontage on SW 92nd Avenue; therefore 33 street trees are required at 40-foot spacing. There are 11 existing street trees along SW Durham Road and 12 street trees are being planted along SW 92nd Avenue. All trees are located within the right-of-way, with the exception of five trees on the north portion of 92nd Avenue. These will be within a PUE and will be planted within six feet of the right-of-way. The trees will be planted according to the tree planting standards of the Urban Forestry Manual. Prior to site work, the applicant provide a revised plan showing the 10 additional required street trees, pay a fee in lieu into the urban forestry fund for the additional required street trees or a combination of the two. This standard is not met but can be through a condition of approval. 18.745.050 Buffering and Screening A.General provisions. 1.It is the intent that these requirements shall provide for privacy and protection and reduce or eliminate the adverse impacts of visual or noise pollution at a developme nt site, without unduly interfering with the view from neighboring properties or jeopardizing the safety of pedestrians and vehicles. 2.Buffering and screening is required to reduce the impacts on adjacent uses which are of a different type in accordance with the matrices in this chapter (Tables 18.745.1 and 18.745.2). The owner of each proposed development is responsible for the installation and effective maintenance of buffering and screening. When different uses would be abutting one another except for separation by a right-of-way, buffering, but not screening, shall be required as specified in the matrix. Table 18.745.1 and 18.745.2 requires parking lots adjacent to single-family residential and arterials to provide a Type C buffer. However, Note 1 in Table 18.745.2 indicates that buffers are not required between abutting uses that are of a different type when the uses are separated by a street; therefore buffering is not required. Screening along the perimeter of the parking lot is required and proposed on SW Durham Road and SW 92nd Avenue. This standard is met. E. Screening: special provisions. 1.Screening and landscaping of parking and loading areas: a.Screening of parking and loading areas is required. In no cases shall nonconforming screening of parking and loading areas (i.e., nonconforming situation) be permitted to become any less conforming. Nonconforming screening of parking and loading areas shall be brought into conformance with the provisions of this chapter as part of the approval process for conditional use (Type III), downtown design review (Type II and III), planned development (Type III), and site development review (Type II) permits only. The specifications for this screening are as follows: i.Landscaped parking areas shall include special design features which effectively screen the parking lot areas from view. These design features may include the use of landscaped berms, decorative walls and raised planters; TIGARD HIGH SCHOOL RENOVATION PAGE 28 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION ii.Landscape planters may be used to define or screen the appearance of off- street parking areas from the public right-of-way; iii.Materials to be installed should achieve a balance between low lying and vertical shrubbery and trees; iv.All parking areas, including parking spaces and aisles, shall be required to achieve at least 30% tree canopy cover at maturity directly above the parking area in accordance with the parking lot tree canopy standards in the Urban Forestry Manual. The proposal includes screening of the parking lot from abutting rights-of-way, SW 92nd Avenue and SW Durham Road, to the north and west,. The screening areas varies from eight feet to 16 feet in width. The screening areas are planted with trees (Oregon white Oaks and October Glory Maples), four-foot shrubs (English Laurel and Heavenly Bamboo), and native groundcover (Kinnikinnick). Trees planted adjacent to the parking lot will provide more than 30 percent of canopy cover over the parking lot at maturity. There are two parking lot area; the north parking lot, which is located along SW Durham Road near the entrance, and the northwest parking lot located east of the school buildings. Both parking lots total 110,502 square feet, and provided tree canopy at maturity will be 61,316 square feet; this is equal to 55 percent of canopy cover. Although the canopy requirements are met, the proposed parking lot trees in the southern landscape islands do not meet the spacing requirements for large stature trees. Prior to site work, the applicant shall submit revised plans showing that the proposed parking lot trees (Trees # 347-351 and 362-365) in the southern landscape islands meet the planting standards. This standard is not met, but can be through a condition of approval. 2.Screening Of Service Facilities. Except for one-family and two-family dwellings, any refuse container or disposal area and service facilities such as gas meters and air conditioners which would otherwise be visible from a public street, customer or resident parking area, any public facility or any residential area shall be screened from view by placement of a solid wood fence or masonry wall between five and eight feet in height. All refuse materials shall be contained within the screened area; Details of location and screening of the mechanical and service facilities were not provided. Prior to site work, the applicant will provide plans showing screening of any ground or rooftop mechanical equipment. This criterion is not met but can be met through a condition of approval. 4.Screening Of Refuse Containers. Except for one - and two-family dwellings, any refuse container or refuse collection area which would be visible from a public street, parking lot, residential or commercial area, or any public facility such as a school or park shall be screened or enclosed from view by placement of a solid wood fence, masonry wall or evergreen hedge. All refuse shall be contained within the screened area. Details of screening the refuse container or collection area were not provided. Prior to site work, the applicant provide plans showing screening of proposed refuse containers and collection areas. This criterion is not met but can be met through a condition of approval. FINDING: Based on the analysis above, the landscaping and screening standards have not been fully met but can be through conditions of approval. 18.755 Mixed Solid Waste and Recyclable Storage TIGARD HIGH SCHOOL RENOVATION PAGE 29 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 18.755.010 Purpose and Applicability A.Purpose. The purpose of this chapter is to ensure that certain new construction incorporates functional and adequate space for on-site storage and efficient collection of mixed solid waste and source-separated recyclable materials prior to pick-up and removal by haulers. B.Applicability. The mixed solid waste and source separated recyclable storage standards shall apply to new multi -unit residential buildings containing five or more units and nonresidential construction that are subject to full site plan or design review; and are located within urban zones that allow, outright or by condition, for such uses. The proposed development is nonresidential and subject to a conditional use permit. Therefore, this section applies. 18.755.040 Methods of Demonstrating Compliance A.Alternative methods of compliance. An applicant shall choose one of the following four methods to demonstrate compliance: 1.Minimum standards; 2.Waste assessment; 3.Comprehensive recycling plan; or 4.Franchised hauler review and sign-off. The applicant has chosen to use the franchised hauler review method to demonstrate compliance. A service provider letter from Pride Disposal, dated October 30, 2017, was provided. F.Franchised hauler review method. 1.Applicability. The franchised hauler review method is only available in jurisdictions with franchise collection service areas because there is certainty as to which hauler will actually provide service to the proposed development, once it is constructed; 2.Description of method. This method provides for coordinated review of the proposed site plan by the franchised hauler serving the subject property; 3.Typical application of method. This method is to be used when there are unique conditions associated with the site, use or waste stream that make compliance with any of the other three methods infeasible. The objective of this method is to match a specific hauler program (e.g., types of equipment, frequency of collection) to the unique characteristic(s) of the site or development. The following constitute unique conditions: a.Use of either of the three other methods of compliance would interfere with the use of the proposed development by reducing the productive space of the proposed development, or make it impossible to comply with the minimum off -street parking requirements of the underlying zone; b.The site is of an irregular shape or possesses steep slopes that do not allow for access by collection vehicles typically used by the franchised hauler to serve uses similar in size and scope to the proposed use; c.The proposed use will generate unique wastes that can be stacked, folded or easily consolidated without the need for specialized equipment, such as a compactor, and can therefore be stored in less space than is required by subsection C.5.b of this section. 4.Application requirements and review procedure. The applicant shall work with the TIGARD HIGH SCHOOL RENOVATION PAGE 30 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION franchised hauler to develop a plan for storage and collection of source -separated recyclable and mixed solid waste expected to be generated from the new building. A narrative describing how the proposed site meets one or more of the unique site conditions described above plus site and building plans showing the size and location of storage area(s) required to accommodate anticipated volumes shall be submitted for site development review, as governed by Chapter 18.360. Additionally, a letter from the franchised hauler shall be submitted at the same time that describes the level of service to be provided by the hauler, including any special equipment Pride Disposal Company is the hauler that will provide service to the proposed development. The applicant selected the franchised hauler review method. The project team submitted a preliminary site plan showing the location and size of the trash and recycle collection areas to Pride Disposal Company. A letter from Pride Disposal dated October 30, 2017, stated that based on the provided site plans there will be adequate space to service all existing and proposed locations. This standard is met. FINDING: Based on the analysis above, the mixed solid waste and recyclable storage standards have been fully met. 18.765 Off-Street Parking and Loading 18.765.030 General Provisions B. Location of vehicle parking. The location of off-street parking will be as follows: 1.Off-street parking spaces for single-family and duplex dwellings and single-family attached dwellings shall be located on the same lot with the dwellings. 2.Off-street parking lots for uses not listed above shall be located not further than 200 feet from the building or use that they are required to serve, measured in a straight line from the building with the following exceptions: a) commercial and industrial uses which require more than 40 parking spaces may provide for the spaces in excess of the required first 40 spaces up to a distance of 300 feet from the primary site; The 40 parking spaces which remain on the primary site must be available for users in the following order of priority: 1) Disabled-accessible spaces; 2) Short-term spaces; 3) Long-term preferential carpool and vanpool spaces; 4) Long-term spaces. The parking lot on the site is located adjacent to the school buildings. This standard is met. F. Preferential Long -Term Carpool/Vanpool Parking. Parking lots providing in excess of 20 long-term parking spaces shall provide preferential long-term carpool and vanpool parking for employees, students and other regular visitors to the site. At least 5% of total long-term parking spaces shall be reserved for carpool/vanpool use. Preferential parking for carpools/vanpools shall be closer to the main entrances of the building than any other employee or student parking except parking spaces designated for use by the disabled. Preferential carpool/vanpool spaces shall be full-sized per requirements in Section 18.765.040N and shall be clearly designated for use only by carpools and vanpools between 7:00 AM and 5:30 PM Monday through Friday. The proposal does not have any long term parking spaces; therefore, this standard does not apply. G. Disabled-Accessible Parking. All parking areas shall be provided with the required number of parking spaces for disabled persons as specified by the State of Oregon Uniform Building TIGARD HIGH SCHOOL RENOVATION PAGE 31 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION Code and federal standards. Such parking spaces shall be sized, signed and marked as required by these regulations. For parking lots with 400-500 spaces, nine accessible parking spaces are required. Sheet C2.0 shows 16 surface spaces. The space will be marked and signed as required by these regulations. A striped crosswalk leading from the accessible parking space to the front entry provides a measure of safety while crossing the drive aisles. This standard is met. 18.765.040 General Design Standards B. Access drives. With regard to access to public streets from off-street parking: 1.Access drives from the street to off-street parking or loading areas shall be designed and constructed to facilitate the flow of traffic and provide maximum safety for pedestrian and vehicular traffic on the site; 2.The number and size of access drives shall be in accordance with the requirements of Chapter 18.705, Access, Egress and Circulation; 3.Access drives shall be clearly and permanently marked and defined through use of rails, fences, walls or other barriers or markers on frontage not occupied by service drives; 4. Access drives shall have a minimum vision clearance in accordance with Chapter 18.795, Visual Clearance; 5.Access drives shall be improved with an asphalt, concrete, or pervious paving surface. Any pervious paving surface must be designed and maintained to remain well -drained; and 6.Excluding single-family and duplex residences, except as provided by Section 18.810.030.P, groups of two or more parking spaces shall be served by a service drive so that no backing movements or other maneuvering within a street or other public right- of-way will be required. The proposed access drives meet the requirements of Chapter 18.705, are clearly marked and defined, and designed to facilitate the traffic circulation and provide maximum safety for pedestrian and vehicular traffic on the site. Accessways will be maintained to provide clear visual clearance areas. This standard is met. C.Loading/unloading driveways. A driveway designed for continuous forward flow of passenger vehicles for the purpose of loading and unloading passengers shall be located on the site of any school or other meeting place which is designed to accommodate more than 25 people at one time. Loading and unloading areas are proposed at the access drives near both of the school entrances. This standard is met. F. Pedestrian Access. Pedestrian access through parking lots shall be provided in accordance with Section 18.705.030.F. Where a parking area or other vehicle area has a drop-off grade separation, the property owner shall install a wall, railing, or other barrier which will prevent a slow-moving vehicle or driverless vehicle from escaping such area and which will prevent pedestrians from walking over drop-off edges. The applicant’s site plan shows that the proposed pedestrian access is provided in accordance with Section TIGARD HIGH SCHOOL RENOVATION PAGE 32 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 18.705.030.F. There are no drop-off grade separated areas within the parking area. Therefore, this standard is met. I. Parking lot striping. 1.Except for single-family and duplex residences, any area intended to be used to meet the off street parking requirements as contained in this chapter shall have all parking spaces clearly marked; and 2.All interior drives and access aisles shall be clearly marked and signed to show direction of flow and maintain vehicular and pedestrian safety. The applicant’s site plan shows that parking spaces will be clearly marked with striping. This standard is met. J. Wheel Stops. Parking spaces along the boundaries of a parking lot or adjacent to interior landscaped areas or sidewalks shall be provided with a wheel stop at least four inches high located three feet back from the front of the parking stall. The front three feet of the parking stall may be concrete, asphalt or low lying landscape material that does not exceed the height of the wheel stop. This area cannot be calculated to meet landscaping or sidewalk requirements. The applicant’s site plan does not show any wheel stops. Wheel stops are only required to be provided in the following locations: o Internal parking stalls adjacent to a six-foot landscaping strip (the areas with the LIDA facilities do not need to provide wheel stops because the island is wider); o Parking spaces fronting SW 92nd Avenue, north of the first driveway; and o Diagonal parking spaces fronting SW Durham Road. The applicant may also revise the plans to show wider landscape planters in lieu of wheel stops. Prior to site work, the applicant shall submit either a revised plan showing wheel stops, a revi sed plan showing wider landscape planters, or a combination thereof. This standard is not met, but can be through a condition of approval. N. Space and Aisle Dimensions. No more than 50% of the required spaces may be compact spaces. 1.Except as modified for angled parking in Figures 18.765.1 and 18.765.2, the minimum dimensions for parking spaces are: a.8.5’ x 18.5’ for a standard space; b.7.5’ x 16.5’ for a compact space; and c.As required by applicable State of Oregon and federal standards for designated disabled person parking spaces; d.The width of each parking space includes a stripe which separates each space. 2.Aisles accommodating two direction traffic, or allowing access from both ends, shall be 24 feet in width; 3.Minimum standards for a standard parking stall’s length and width, aisle width, and maneuvering space shall be determined as noted in Figure 18.765.2. According to the applicant’s site plan, the parking lot space and isle dimensions meet the applicable design standards. There are 138 compact space s proposed, which is less than 50 percent of the required spaces. This standard is met. TIGARD HIGH SCHOOL RENOVATION PAGE 33 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 18.765.050 Bicycle Parking Location and Access. A.Location and access. With regard to the location and access to bicycle parking: 1.Bicycle parking areas shall be provided at locations within 50 feet of primary entrances to structures; 2.Bicycle parking areas shall not be located within parking aisles, landscape areas or pedestrian ways; 3.Outdoor bicycle parking shall be visible from on-site buildings and/or the street. When the bicycle parking area is not visible from the street, directional signs shall be used to located the parking area; 4.Bicycle parking may be located inside a building on a floor which has an outdoor entrance open for use and floor location which does not re quire the bicyclist to use stairs to gain access to the space. Exceptions may be made to the latter requirement for parking on upper stories within a multi-story residential building. B.Covered parking spaces. 1.When possible, bicycle parking facilities should be provided under cover. 2.Required bicycle parking for uses served by a parking structure must provide for covered bicycle parking unless the structure will be more than 100 feet from the primary entrance to the building, in which case, the uncovered bicycle parking may be provided closer to the building entrance. As shown on Sheet C2.00, the proposed bicycle parking areas are located within 50 feet of the primary building entrances. The covered bicycle parking locations include: east of the new main entrance facing SW Durham Road; under the canopy along the north classroom wing near the west bus entrance on SW Durham Road; under the stairs and canopy on the west end of the north classroom wing; under the canopy near the northwest corner of the existing gym; and under the canopy by the new athletic entrance in the proposed sports plaza. Proposed uncovered bicycle parking locations include: along the existing building facing SW Durham Road; to the east of the new addition ; and just outside of the new canopy on the west end of the north classroom wing. Additionally, 32 existing covered bicycle parking spaces shall remain under the covered walkway next to the auditorium and existing cafeteria. The proposed and existing spaces are not within parking or landscape areas and are visible from the buildings and the street. This standard is met. C.Design requirements. The following design requirements apply to the installation of bicycle racks: 1.The racks required for required bicycle parking spaces shall ensure that bic ycles may be securely locked to them without undue inconvenience. Provision of bicycle lockers for longterm (employee) parking is encouraged but not required; 2.Bicycle racks must be securely anchored to the ground, wall or other structure; 3. Bicycle parking spaces shall be at least two and one-half feet by six feet long, and, when covered, with a vertical clearance of seven feet. An access aisle at least five feet wide shall be provided and maintained beside or between each row of bicycle parking; 4.Each required bicycle parking space must be accessible without moving another bicycle; 5.Required bicycle parking spaces may not be rented or leased except where required motor vehicle parking is rented or leased. At-cost or deposit fees for bicycle parking are exempt from this requirement; 6.Areas set aside for required bicycle parking must be clearly reserved for bicycle parking only. TIGARD HIGH SCHOOL RENOVATION PAGE 34 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION D.Paving. Outdoor bicycle parking facilities shall be surfaced with a hard surfaced material, i.e., pavers, asphalt, concrete, other pervious paving surfaces, or similar material. This surface must be designed and maintained to remain well-drained. Details of the bicycle parking was not submitted. According to the applicant’s narrative and elevation drawings, it appears that the racks that will be placed underneath the building overhang will provide sufficient vertical clearance. Sheet C2.01 shows that each space will be three feet by six feet, with five feet between each row of parking. It is anticipated that the racks will be securely anchored to the concrete ground. Prior to site work, the applicant will submit details on the type of bicycle parking used and how they will be attached to the ground. E.Minimum bicycle parking requirements. The total number of required bicycle parking spaces for each use is specified in Table 18.768.2 in Section 18.765.070.H. In no case shall there be less than two bicycle parking spaces. Single-family residences and duplexes are excluded from the bicycle parking requirements. The director may reduce the number of required bicycle parking spaces by means of an adjustment to be reviewed through a Type II procedure, as governed by Section 18.390.040, using approval criteria contained in Section 18.370.020.C.5.e. Table 18.765.2 states that the minimum bicycle parking requirement for a high school is six spaces for every classroom. The school has 64 classrooms; therefore, 384 bicycle parking spaces are required. The applicant has request an adjustment to this requirement and is proposing 110 bicycle parking spaces. The total number of students enrolled at Tigard High School for the 2017/2018 school year is approximately 2,015 students. Based on a transportation survey conducted in March 2017, it is anticipated. that approximately 10 percent of the students at the school will continue to utilize the school bus for transportation, with 81 percent to be picked-up/dropped off by a guardian and 8 percent walking. The anticipated modal split for bicycles is approximately 1 percent, which equates to approximately 20 students. Since most of the transportation demand is met through either the school bus or through private vehicle, the demand for bicycle parking is significantly diminished. Therefore, 110 bicycle parking spaces are expected to be sufficient to meet parking demands for the proposed use. This standard is met. 18.765.070 Minimum and Maximum Off-Street Parking Requirements H. Specific requirements. See Table 18.765.2. Table 18.765.2 states that the minimum parking requirement for a high school is one space for every five students or staff; therefore, 423 spaces are required based on a total of 2,115 students and staff. A total of 495 spaces are proposed. This standard is met. 18.765.080 Off-Street Loading Requirements A.Commercial, industrial and institutional buildings or structures to be built or altered which receive and distribute material or merchandise by truck shall provide and maintain off-street loading and maneuvering space as follows: 1.A minimum of one loading space is required for buildings with 10,000 gross square feet or more; 2.A minimum of two loading spaces for buildings with 40,000 gross square feet or more. The building is larger than 40,000 gross square feet, two loading spaces are required. The applicant TIGARD HIGH SCHOOL RENOVATION PAGE 35 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION proposes to provide two loading spaces. This standard is met. B.Off-street loading dimensions. 1.Each loading berth shall be approved by the city engineer as to design and location. 2.Each loading space shall have sufficient area for turning and maneuvering of vehicles on the site. At a minimum, the maneuvering length shall not be less than twice the overall length of the longest vehicle using the facility site. 3.Entrances and exits for the loading areas shall be provided at locations approved by the city engineer in accordance with Chapter 18.710. 4.Screening for off-street loading facilities is required and shall be the same as screening for parking lots in accordance with Chapter 18.745. The proposal includes two loading spaces. There is an existing loading area located at the eastern side of the campus buildings, but will only be used for occasional loading. The proposed loading area is located at the western side of the campus buildings and is intended for the majority of loading activities. This new loading area includes two loading spaces that are 12 feet wide and 55 feet long. This new loading area has been designed to insure adequacy of space dimensions for delivery vehicles, appropriate locations relative to parking aisles and access points, and also adequate space for maneuv ering relative to parking aisle widths. The proposed on -site screening for the parking lot, as well as on-site development, will provide adequate screening for the new loading area from street view. This standard is met. FINDING: Based on the analysis above, the off-street parking and loading standards have not been fully met, but can be through conditions of approval. 18.780 Signs Requires that a permit be issued for any sign that is erected, re-erected, constructed, structurally altered, or relocated within the City Limits. No new signage is proposed. This chapter does not apply. FINDING: Signage is not being proposed, this chapter does not apply. 18.790 Urban Forestry Plan 18.790.030 Urban Forestry Plan Requirements A.Urban forestry plan requirements. An urban forestry plan shall: 1.Be coordinated and approved by a landscape architect (the project landscape architect) or a person that is both a certified arborist and tree risk assessor (the project arborist), except for minor land partitions that can demonstrate compliance with effective tree canopy cover and soil volume requirements by planting street trees in open soil volumes only; The urban forestry plan has been prepared by Becky Strickler, PLA, a registered landscape architect in the State of Oregon. This standard is met. 2.Meet the tree preservation and removal site plan standards in the Urban Forestry Manual (UFM); A tree preservation and removal plan was submitted identifying 40 trees out of 270 proposed for removal. TIGARD HIGH SCHOOL RENOVATION PAGE 36 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION The applicant submitted a letter requesting that they would like to also preserve Tree #9, which is currently proposed for removal. With this revision, a total of 39 trees are proposed for removal. Prior to site work, the applicant shall submit a revised tree preservation and removal plan showing Tree # 9 as preserved and the approval signature block signed by the project landscape architect. The tree preservation and removal standards are not fully met, but can be through a condition of approval. 3.Meet the tree canopy site plan standards in the Urban Forestry Manual; and A tree canopy site plan was provided that identifies the canopy of all proposed trees. According to the supplemental report, the existing soils on-site are considered to be adequate for tree planting, growth and vitality. The applicant does not meet the effective tree canopy requirements, however, has requested the Discretionary Urban Forestry Review Option. Prior to site work, the applicant shall submit a revised tree canopy site plan with the approval signature block signed by the project landscape architect. The tree canopy site plan standards are not fully met, but can be through a condition of approval. 4.Meet the supplemental report standards in the Urban Forestry Manual. A supplemental report was prepared by the project landscape architect, Becky Strickler, PLA, a registered landscape architect. The report includes the required inventory data for the existing open grown trees (UFM Section 10, Part 3, and Subsection D) and one stand. The report includes a total of 251 existing open grown trees, and one stand of trees (includes 19 trees). The reports identifies 40 trees for removal, however, the applicant has requested to preserve Tree #9; therefore, with the revision 39 trees will be removed and 212 open grown trees and one stand of trees will be preserved. Prior to site work, the applicant shall submit a revised tree preservation and removal plan showing Tree # 9 as preserved and the approval signature block signed by the project landscape architect. The site is zoned R-4.5 and the proposed use is a school; therefore, the required effective tree canopy is 25 percent for the entire site, or 469,464 square feet of tree canopy. Through the planting of 104 trees, preservation of 211 open grown trees and one stand of trees the effective canopy provided will be 358,452 square feet or 19.1 percent canopy. The canopy valuation is provided in the table below. The applicant requested that tree #9 be preserved. Prior to site work, the applicant shall submit a revised tree preservation and removal plan showing Tree # 9 as preserved. With this revision, 2,149 square feet of existing tree canopy will be added, for a total of 79,558 square feet, or 360,601 square feet (19.2%) for the entire site. The required canopy for the entire site is not met and the applicant has requested the Discretionary Urban Forestry Review Option. Number of Trees Double Canopy Square Footage** Total Canopy Square Footage Existing open grown trees (6” or greater) 103 YES 77,406 Existing open grown trees (less than 6”, counted as newly planted) 108 NO 104,209 Existing Stand 19 YES 43,786 Preservation of Tree #9 2,149 TOTAL 230 227,550 Newly Planted Trees 104 NO 133,051 TIGARD HIGH SCHOOL RENOVATION PAGE 37 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION TOTAL 334 360,601 Total Site Square Footage: 1,877,854 Total Percent of Canopy: 19.2% Canopy Shortage: 108,863 ** Double reflected in Total Canopy Square Footage column B.Tree canopy fee. If the supplemental report demonstrates that the applicable standard percent effective tree canopy cover will not be provided through any combination of tree planting or preservation for the overall development site (excluding streets) or that the 15% effective tree canopy cover will not be provided through any combination of tree planting or preservation for any individual lot or tract in the R -1, R-2, R-3.5, R-4.5 and R-7 districts (when the overall development site meets or exceeds the standard percent effective tree canopy cover), then the applicant shall provide the city a tree canopy fee according to the methodology outlined in the tree canopy fee calculation requirements in the Urban Forestry Manual. The site does not meet the canopy requirements; however, the applicant has elected to use the Discretionary Urban Forestry Review Option. Therefore, this standard does not apply. 18.790.040 Discretionary Urban Forestry Plan Review Option A. General provisions. In lieu of providing payment of a tree canopy fee when less than the standard effective tree canopy cover will be provided, an applicant ma y apply for a discretionary urban forestry plan review. The discretionary urban forestry plan review cannot be used to modify an already approved urban forestry plan, any tree preservation or tree planting requirements established as part of another land u se review approval, or any tree preservation or tree planting requirements required by another chapter in this title. The standard effective tree canopy cannot be provided for the subject site, and the applicant is applying for this discretionary review option in lieu of providing payment of a tree canopy fee. The Supplemental Report, the Tree Preservation and Removal Plan, and the Landscape Plan demonstrate that the overall development site does not meet the 25 percent of effective tree canopy cover. Based on the size of the site, the required tree canopy is 469,464 square feet. The proposed tree canopy is 360,601, or 19.2 percent of site area. The overall shortfall is 108,863 square feet, or 5.8 percent. B. Application procedures. Discretionary urban forestry plan reviews shall be processed through a Type III procedure using approval criteria contained in subsection C of this section. When a discretionary urban forestry plan review is submitted for concurrent Type III land use review with one of the land use review types listed in Section 18.790.020, the review body will be the one designated for the land use review type listed in Section 18.790.020. If the discretionary urban forestry plan review is not concurrent with any other Type III land use rev iew, then the review body shall be the hearings officer. The applicant is proposing this Discretionary Urban Forestry Plan review as part of a concurrent Type III land use application (case file PDR2017-00003/CUP2017-00006/ADJ2017-00020). The Planned Development (PDR2017-00003) and Conditional Use (CUP2017-00006) are both listed in Section 18.790.020, therefore, the review body for the proposed discretionary urban forestry plan review shall be the Planning Commission. TIGARD HIGH SCHOOL RENOVATION PAGE 38 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION C. Approval criteria. A discretionary urban forestry plan review application will be approved if the review body finds that the applicant has shown that all of the applicable approval criteria are met: 1. The applicant has demonstrated that the proposed plan will equally or better replace the environmental functions and values that would otherwise be provided through payment of a tree canopy fee in lieu of tree planting or preservation. Preference shall be given to projects that will receive certifications by third parties for various combinations of proposed alternatives such as: a. Techniques that minimize hydrological impacts beyond regulatory requirements such as those detailed in Clean Water Services Low Impact Development Approaches (LIDA) Handbook, including, but not limited to, poro us pavement, green roofs, infiltration planters/rain gardens, flow through planters, LIDA swales, vegetated filter strips, vegetated swales, extended dry basins and constructed water quality wetlands; The proposal includes filter cartridge systems to address base-level CWS stormwater treatment requirements. Additionally, LIDA approaches will be pursued to the maximum extent feasible within the site. These facilities include flow-through planters that treat large areas of the proposed parking areas, roof runoff to the north and west of the school, the public right -of-way on SW 92nd Avenue and SW Durham Road, and inside the courtyard. Filter strips will treat the public right-of-way improvements along SW Durham Road. The new LIDA facilities are proposed to treat approximately 70,000 square feet of impervious area. These LIDA facilities will follow CWS design criteria, and will function as pre -treatment of stormwater with the water quality treatment being conducted by Contech StormFilter systems. These StormFilter systems are an approved proprietary treatment method for CWS. These techniques will also have positive effects on nearby aquatic wildlife habitat. The LIDA approach reduces the amount of stormwater reaching surface water systems (e.g. streams and riv ers). By slowing the volume and speed of stormwater runoff, these techniques reduce the influx of oil, bacteria, sediments, metals, hydrocarbons, and other nutrients from impervious surfaces into local surface waters. LIDA techniques help to slow surface runoff thereby maintaining natural stream channel functions and encouraging groundwater recharge. b. Techniques that minimize reliance on fossil fuels and production of greenhouse gases beyond regulatory requirements through the use of energy efficient building technologies and onsite energy production technologies; and The applicant has registered the project with the Energy Trust of Oregon (ETO) and the ETO will qualify as a third party reviewer of various combinations of proposed alternatives for en ergy efficient building technologies. The requirements of the ETO set a high level of standards for energy efficiency. As a building registered with the ETO, the proposed renovation and new building will be a high -performance energy efficient building that will perform at a significantly higher level than standard buildings. A proposed energy model was built based on the Design Development Drawings, incorporating the following energy efficiency measures: o Efficient Variable Air Volume (VAV) air handling u nits with DX cooling coils and hot water heating for multizone and single zone units, RTU-1 thru 11. TIGARD HIGH SCHOOL RENOVATION PAGE 39 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION o Efficient 100% VAV outdoor air units with DX cooling coils and hot water heating for Locker rooms and Ceramics Classroom, OSA 1 -2. o Efficient 100% VAV makeup air units for Kitchen, KLN room, and Autoshop, MUA 1 thru 3. o High-performance envelope. o LED lighting system and enhanced lighting control system . o Plug load management via occupancy controlled power outlets and occupants’ behavioral changes. o Reduced water consumption due to low flow fixtures. To determine the energy savings, the proposed model is compared to a baseline model that is based on the SEED Appendix L Modeling Guidelines and 2014 Oregon Energy Code. Most the savings come from the proposed lighting, heating, and fan energy. Proposed Lighting Power Densities (LPDs) are roughly 50 percent lower than 2014 Oregon Energy Code. VAV system reduces outdoor air flow based on the internal load fluctuations; consequently, it saves heating and cooling energy compared to the baseline’s CAV systems (RTU-4, RTU-7 thru 10, OSA-1&2, MUA-1 thru 3), which are required to bring excessive outdoor air to a comfortable temperature range. The proposed DX cooling coils are more efficient than baseline cooling coils. In addition, the proposed VAV fans are more energy efficient than the baseline’s fans. The applicant submitted an Energy Report prepared on January 15, 218 by Glumac.. c. Techniques that preserve and enhance wildlife habitat beyond regulatory requirements, including, but not limited to, the use of native plant species in landscape design, removal of invasive plant species and restoration of native habitat and preservation of habitat through the use of conservation easements or other protective instruments. The applicant proposes to use native plant species as part of proposed landscaping for the site. The landscape plan shows several native trees, including Pacific Dogwoods, Big -Leaf Maples, Ponderosa Pines, Oregon White Oaks, and Grand Firs. Several of the p roposed vegetation is also native, including: Blue Sapphire Ceanothus, Pacific Wax Myrtle, Sworn Fern, Coast Strawberry and Emerald Carpet Kinnikinnick. In addition, all invasive species on the site shall be removed, with associated restoration and replant ing, as appropriate. Planting and maintaining native vegetation at the site will enhance the site’s functionality as wildlife habitat. Native plants naturally occur in the region and are adapted to local soils and climate conditions. Native trees currently present at the site would remain in place to continue providing valuable nesting, foraging, rearing, and cover for native birds, insects, and other wildlife. The removal of non -native vegetation (e.g. Himalayan blackberry, English ivy) would allow for replanting with beneficial species that would provide biologically appropriate food and nesting resources to native wildlife. FINDING: Based on the analysis above of subsections 18.790.040..C.1.a through .c, the applicant has demonstrated that the proposed plan will equally or better replace the environmental functions and values that would otherwise be provided through payment of a tree canopy fee in lieu of tree planting or preservation. The project is applying to receive certifications by a third party for proposed energy efficiency alternatives. These criteria are met. 18.790.060 Urban Forestry Plan Implementation TIGARD HIGH SCHOOL RENOVATION PAGE 40 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION C. Tree Establishment. The establishment of all trees shown to be planted in the tree canopy site plan (per 18.790.030 A.3) and supplemental report (per 18.790.030.A.4) of the previously approved urban forestry plan shall be guaranteed and required according to the tree establishment requirements in Section 11, part 2 of the Urban Forestry Manual. Section 11, Part 2 of the Urban Forestry Manual states that prior to any ground disturbance work, the applicant shall provide a tree establishment bond for newly planted trees. This can be met through a condition of approval. D. Urban forest inventory. Spatial and species specific data shall be collected according to the urban forestry inventory requirements in the Urban Forestry Manual for each open grown tree and area of stand grown trees in the tree canopy site plan (per Section 18.790.030.A.3) and supplemental report (per Section 18.790.030.A.4) of a previously approved urban forestry plan. Section 11, Part 3 of the Urban Forestry Manual states that prior to any ground disturbance work, the applicant shall provide a fee to cover the city’s cost of collecting and processing the invento ry data for the entire urban forestry plan. This can be met through a condition of approval. FINDING: Based on the analysis above, the applicable urban forestry standards have not been fully met but can be as conditioned. 18.795 Visual Clearance Areas 18.795.030 Visual Clearance Requirements A.At corners. Except within the CBD zoning district a visual clearance area shall be maintained on the corners of all property adjacent to the intersection of two streets, a street and a railroad, or a driveway providing access to a public or private street. B.Obstructions prohibited. A clear vision area shall contain no vehicle, hedge, planting, fence, wall structure or temporary or permanent obstruction (except for an occasional utility pole or tree), exceeding three feet in height, measured from the top of the curb, or where no curb exists, from the street center line grade, except that trees exceeding this height may be located in this area, provided all branches below eight feet are removed. The visual clearance requirements are met for all driveway access points on SW 92nd Ave and SW Durham Road. The clear vision areas are shown on Sheet L2.00 and a Preliminary Sight Distance Certification Letter was submitted indicating sufficient site distance as well. This standard is met. FINDING: Based on the analysis above, the visual clearance area standard is met. 18.810 Street and Utility Improvements Standards Chapter 18.810 provides construction standards for the implementation of public and private facilities and utilities such as streets, sewers, and drainage. The applicable standards are addressed below: 18.810.030 Streets A.Improvements. TIGARD HIGH SCHOOL RENOVATION PAGE 41 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 1.No development shall occur unless the development has frontage or approved access to a public street 2.No development shall occur unless streets within the development meet the standards of this chapter 3.No development shall occur unless the streets adjacent to the development meet the standards of this chapter, provided, however, that a development may be approved if the adjacent street does not meet the standards but half-street improvements meeting the standards of this title are constructed adjacent to the development. 4.Any new street or additional street width planned as a portion of an existing street shall meet the standards of this chapter. 5.If the city could and would otherwise require the applicant to provide street improvements, the city engineer may accept a future improvements guarantee in lieu of street improvements if one or more of the following condition exist: a.A partial improvement is not feasible due to the inability to achieve proper design standards; b.A partial improvement may create a potential safety hazard to motorist or pedestrians; c.Due to the nature of existing development on adjacent properties it is unlikely that street improvements would be extended in the foreseeable future and the improvement associated with the project under review does not, by itself, provide a significant improvement to street safety or capacity; d.The improvement would be in conflict with an adopted capital improvement plan; e.The improvement is associated with an approved land partition on property zoned residential and proposed land partition does not create any new streets; or f.Additional planning work is required to define the appropriate design standards for the street and the application is for a project which would contribute only a minor portion of the anticipated future traffic on the street. The proposed development has frontage and approved access to SW 92nd Avenue and SW Durham Road. These are public streets. The proposed development does not propose any new public street within the site. The applicant’s site plans and narrative indicate that the frontage along SW 92nd Avenue and SW Durham Road will be improved. The improvements on SW 92nd Avenue will include new curb, bike lane, sidewalk, planter and street trees, driveway approaches and intersection ADA ramp. Due to the existing exclusive right turn lane, a six-foot right of way dedication is also required in order to accommodate the proposed street improvement on SW 92nd Avenue at this location. Due to the parking screening and parking space’s requirements, the applicant is requesting an adjustment to the SW 92nd Avenue street cross section standard to place the planter behind the sidewalk and in an easement instead of the right of way where additional right of way dedication will be required. The improvement on SW Durham Road will be limited to new sidewalk, driveway approaches, and storm water quality. No additional right of way dedication is required. The applicant is also requesting an adjustment to the driveway spacing standard to leave the driveway spacing nonconforming. The applicant’s site plans and narrative indicates that street improvements along the proposed development frontage will be provided. Neither a partial improvement nor a guarantee in lieu of street improvement is proposed. This standard is met. TIGARD HIGH SCHOOL RENOVATION PAGE 42 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION B.Creation of rights-of-way for streets and related purposes. Rights-of-way shall be created through the approval of a final subdivision plat or major partition; however, the council may approve the creation of a street by acceptance of a deed, provided that such street is deemed essential by the council for the purpose of general traffic condition. 1.The council may approve the creation of a street by deed of dedication without full compliance with the regulations applicable to subdivisions or major partitions if any one or more of the following conditions are found by the council to be present: a.Establishment of a street is initiated by the council and is found to be essential for the purpose of general traffic circulation, and partitioning or subdivision of land has an incidental effect rather than being the primary objective in establishing the road or street for public use; or b.The tract in which the road or street is to be dedicated is an isolated ownership of one acre or less and such dedication is recommended by the commission to the council based on a finding that the proposal is not an attempt to evade the provisions of this title governing the control of subdivisions or major partitions. c.The street is located within the downtown mixed use central business district and has been identified on Figure 5-14A through 5-14L of the City of Tigard 2035 Transportation System Plan as a required connectivity improvement. The narrative and site plans indicate that the creation of new right-of-way is not proposed or deemed necessary. However, the applicant is going to dedicate an additional six feet along the proposed development frontage on SW 92nd Avenue. The dedication will be recorded through deed of dedication. Dedication of right-of-way will be recorded on a City form. This standard can be met through a condition of approval. Prior to final building inspection, the deed dedication of right of way shall be recorded. 2.With each application for approval of a road or street right-of-way not in full compliance with the regulations applicable to the standards, the proposed dedication shall be made a condition of subdivision and major partition approval. a.The applicant shall submit such additional and justification as may be necessary to enable the commission in its review to determine whether or not a recommendation for approval by the council shall be made. b.The recommendation, if any, shall be based upon a finding that the proposal is not in conflict with the purpose of this title. c.The commission in submitting the proposal with a recommendation to the council may attach conditions which area necessary to preserve the standards of this title. The proposed development is not a subdivision or partition. This standard is not applicable. 3.All deeds of dedication shall be in a form prescribed by the city and shall name “the public” as grantee. The site plans indicate that an additional six feet along the proposed development frontage on SW 92nd Avenue will be dedicated to the City of Tigard. This standard is met. J.Existing rights-of-way. Whenever existing rights-of-way adjacent to or within a tract are less than standard width, additional rights-of-way shall be provided at the time of subdivision or development. TIGARD HIGH SCHOOL RENOVATION PAGE 43 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION The site plans indicate that an additional six feet along the proposed development on SW 92nd Avenue will be dedicated to the City. The current right-of-way of the streets adjacent to the proposed development is at the appropriate width to accommodate travel and bike lanes, curb, sidewalk. Planters will be behind the sidewalk within an easement. This standard is met. K.Partial street improvements. Partial street improvements resulting in a pavement width of less than 20 feet, while generally not acceptable, may be approved where essential to reasonable development when in conformity with the other requirements of these regulations, and when it will be practical to require the improvement of the other half when adjoining property developed. No partial street improvement is proposed. The adjacent streets to the proposed development will have more than 20 feet of pavement width to accommodate two or more travel lanes and bike lanes. This standard is met. O.Curbs, curb cuts, ramps, and driveway approaches. Concrete curbs, curb cuts, wheelchair, bicycle ramps and driveway approaches shall be constructed in accordance with standards specified in this chapter and Section 15.04.080, and: 1.Concrete curbs and driveway approaches are required; except: 2.Where no sidewalk is planned, an asphalt approach may be constructed with city engineer approval; and 3.Asphalt and concrete driveway approaches to the property line shall be built to city configuration standards. Curbs, curb cuts, ramps, and driveway approaches are shown on the submitted site plans and shall comply with the City’s Design and Construction Standards. Y.Streetlight standards. Streetlights shall be installed in accordance with regulations adopted by the city’s direction. Prior to commencement of site improvements, the applicant shall provide Engineering Division a photometric analysis of the proposed development frontage on SW 92nd Avenue and SW Durham Road for review and approval. Photometric analysis will follow the recommended values and requirements per ANSI/IESNA. New streetlights are required based on the photometric analysis. If required, the Applicant shall submit plan showing the location of streetlights to Engineering for review and approval. Type and color of pole and light fixture shall also be included on the plan for review and approval. This standard is not met but can be met through a condition of approval. Z.Street name signs. Street name signs shall be installed at all street intersections. Stop signs and other signs may be required. Street signs are already in place. However, the Applicant shall provide additional signs as required by the Manual on Uniform Traffic Control Devices (MUTCD). CC. Traffic study. 1.A traffic study shall be required for all new or expanded uses or developments under any of the following circumstances: a.When they generate a 10% or greater increase in existing traffic to high collision intersections identified by Washington County. TIGARD HIGH SCHOOL RENOVATION PAGE 44 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION b.Trip generations from development onto the city street at the point of access and the existing ADT fall within the following range: Existing ADT 0-3,000 vpd 3,001-6,000 vpd >6,000 vpd ADT to be added by development 2,000 vpd 1,000 vpd 500 vpd or more c.If any of the following issues become evident to the city engineer: i.High traffic volumes on the adjacent roadway that may affect movement into or out of the site. ii.Lack of existing left-turn lanes onto the adjacent roadway at the propos ed access drive(s). iii.Inadequate horizontal or vertical sight distance at access points. iv.The proximity of the proposed access to other existing drives or intersections is a potential hazard. v.The proposal requires a conditional use permit or involves a drive-through operation. vi.The proposed development may result in excessive traffic volumes on adjacent local streets. 2.In addition, a traffic study may be required for all new or expanded uses or developments under any of the following circumstances: a.When the site is within 500 feet of an ODOT facility; and/or b.Trip generation from a development adds 300 or more vehicle trips per day to an ODOT facility; and/or c.Trip generation from a development adds 50 or more peak hour trips to an ODOT facility. A Traffic Impact Study prepared by Kittleson & Associates, dated October 20, 2017, was submitted as part of the Land Use Submittal package. The traffic report concluded that the proposed development can be constructed while maintaining acceptable traffic operations an d safety at the adjacent intersections and site accesses. No significant improvement or mitigation in the public right of way is recommended or deemed necessary. This standard is met. 18.810.050 Easements A.Easements. Easements for sewers, drainage, water mains, electric lines or other public utilities shall be either dedicated or provided for in the deed restrictions, and where a development is traversed by a watercourse or drainage way, there shall be provided a stormwater easement or drainage right-of-way conforming substantial with the lines of the watercourse. B.Utility Easements. A property owner proposing a development shall make arrangement with the city, the applicable district, and each utility franchise for the provision and dedication of utility easements necessary to provide full services to the development. The city’s standard width for public main line utility easements shall be 15 feet unless otherwise specified by the utility company, applicable district, or city engineer. The applicant’s site plans indicate that a 16-foot PUE will be provided along the development frontages on SW 92nd Avenue and SW Durham R oad. This standard is not met but can be through a condition of approval. Prior to final building inspection, a 16-foot PUE shall be required and recorded. TIGARD HIGH SCHOOL RENOVATION PAGE 45 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 18.810.070 Sidewalks A.All industrial streets and private streets shall have sidewalks meeting city standards along at least one side of the street. All other streets shall have sidewalks meeting city standards along both sides of the street. A development may be approved if an adjoining street has sidewalks on the side adjoining the development, even if no sidewalk exists on the other side of the street. The applicant’s site plans and narrative indicate that sidewalks along the proposed development will be provided; six-foot sidewalk on SW 92nd Avenue and eight-foot sidewalk on SW Durham Road. This standard is met. C.Planter strip requirements. A planter strip separation of at least five feet between the curb and the sidewalk shall be required in the design of streets, except where the following conditions exist: There is inadequate right-of-way; the curbside sidewalks already exist on predominant portions of the street; it would conflict with utilities; there are significant natural features (large trees, water features, significant habitat areas, etc.) that would be destroyed if the sidewalk were located as required; or where there are existing structures in close proximity to the street (15 feet or less) or where the standards in Table 18.810.1 specify otherwise. Additional consideration of exempting the planter strip requirement may be given on a case-by-case basis if a property abuts more than one street frontage. The applicant’s site plans indicate that the proposed sidewalk along the proposed development on SW 92nd Avenue near the intersection of SW 92nd Avenue and SW Durham Road will be a six-foot curb tight sidewalk and street trees are going to be planted behind the sidewalk. The street trees will be in a PUE. The applicant is requesting an adjustment to the typical street cross section standard. This standard is met. 18.810.090 Sanitary Sewers A.Sewers required. Sanitary sewers shall be installed to serve each new development and to connect developments to existing mains in accordance with the provisions set forth in Design and Construction Standards for Sanitary and Surface Water Management (as adopted by the Unified Sewerage Agency in 1996 and including any future revisions or amendments) and the adopted policies of the comprehensive plan. The applicant’s site plans indicate that there are existing public sanitary sewer mains located in the streets adjacent to the school on SW 92nd Avenue, SW Durham R oad, and SW 85th Avenue. Although the narrative indicates that a new lateral is proposed to connect to the existing sanitary sewer main on SW 85th Avenue, a site plan showing the proposed improvement was not submitted. With the exception of a new service connection, no other sanitary sewer improvement in the public right of way is proposed or deemed necessary. No over-sizing sanitary sewer is proposed or deemed necessary. 18.810.100 Storm Drainage A.General provisions. The director and city engineer shall issue a development permit only where adequate provisions for stormwater and floodwater runoff have been made, and: 1.The storm water drainage system shall be separate and independent of any sanitary sewerage system; 2.Where possible, inlets shall be provided so surface water is not carried across any intersection or allowed to flood any street; and TIGARD HIGH SCHOOL RENOVATION PAGE 46 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION 3.Surface water drainage patterns shall be shown on every development proposal plan. The Applicant’s site plans show that the existing public storm drainage and sanitary sewer systems are separated and independent from one another. Although on-site storm drainage was shown on the site plans, on-site sanitary sewer was not included in the submittal. No public storm drainage system is proposed or deemed necessary. The site plans show that on-site storm improvement is proposed. The improvement includes a conveyance system and water quality treatment for both new and modified impervious areas. Run-off from the new and modified impervious areas is collected by on-site catch basins and trench drains and then conveyed to and treated in storm water facilities prior to discharging to the existing public storm system on SW 92nd Avenue. Run-off from the site must be collected and treated on site before discharging to the public storm system. Surface water will not be carried across any i ntersection and allowed to flood any street. A grading plan and on-site storm plan including rim and invert elevations were submitted showing contours associated with proposed improvement. The site plans also included the proposed storm system and locati on of the catch basins indicating how surface water drainage patterns will be after development. This standard is met. C. Accommodation of upstream drainage. A culvert or other drainage facility shall be large enough to accommodate potential runoff from its entire upstream drainage area, whether inside or outside the development, and the city engineer shall approve the necessary size of the facility, based on the provisions of Design and Construction Standards for Sanitary and Surface Water Management (as adopted by the Unified Sewerage Agency in 1996 and including any future revisions or amendments). There is no upstream basin that flows across the subject site. This standard does not apply. D. Effect on downstream drainage. Where it is anticipated by the city engineer that the additional runoff resulting from the development will overload an existing drainage facility, the director and engineer shall withhold approval of the development until provisions have been made for improvement of the potential condition or until provisions have been made for storage of additional runoff caused by the development in accordance with the Design and Construction Standards for Sanitary and Surface Water Management (as adopted by the Unified Sewerage Agency in 1996 and including any future revisions or amendments). In 1997, Clean Water Services (CWS) completed a basin study of Fanno Creek and adopted the Fanno Creek Watershed Management Plan. Section V of that plan includes a recommendation that local governments institute a stormwater detention/effective impervious area reduction program resulting in no net increase in storm peak flows up to the 25-year event. The City will require that all new developments resulting in an increase of impervious surfaces provide onsi te detention facilities, unless the development is located adjacent to Fanno Creek. For those developments adjacent to Fanno Creek, the storm water runoff will be permitted to discharge without detention. The applicant’s submittal included the preliminary storm water report that indicates the run-off generated from the proposed development will be collected, conveyed, treated, prior to discharging to the existing public storm system on SW 92nd Avenue. Additionally, the run-off from the sidewalk on SW Durham TIGARD HIGH SCHOOL RENOVATION PAGE 47 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION Road is collected and treated in the proposed landscape filter strip prior to the existing public storm system on SW Durham Road. The applicant’s site plans show that onsite storm improvement is proposed. The improvement includes onsite conveyance system and water quality treatment for both new and modified impervious areas. However, run-off from a large portion of the parking and driveway aisles adjacent to SW Durham Road was not shown to be captured and treated prior to discharge to the public sy stem. Run-off from the site must be collected and treated on site before discharging to the public storm system. Prior to commencing site improvements, submit a final storm drainage report and site plans as part of the PFI Permit indicating on how run-off from new and modified impervious areas located on-site and off-site will be collected, and treated to the Engineering Division for review and approval. The storm drainage report shall be prepared and include a maintenance plan in accordance with CWS De sign and Construction Standards and the City of Tigard Design Guidelines. 18.810.110 Bikeways and Pedestrian Pathways A.Bikeway extension. 1.As a standard, bike lanes shall be required along all arterial and collector routes and where identified on the city’s adopted bicycle plan in the transportation system plan (TSP). Bike lane requirements along collectors within the downtown urban renewal district shall be determined by the city engineer unless specified in Table 18.810.1. 2.Developments adjoining proposed bikeways identified on the city’s adopted pedestrian/bikeway plan shall include provisions for the future extension of such bikeways through the dedication of easements or rights-of-way, provided such dedication is directly related to and roughly proportional to the impact of the development. 3.Any new street improvement project shall include bicycle lanes as required in this document and on the adopted bicycle plan. Bike lanes exist and remain on both SW 92nd Avenue and SW Durham Road. This standard is met. 18.810.120 Utilities A.Underground utilities. All utility lines including, but not limited to those required for electric, communication, lighting and cable television services and related facilities shall be placed underground, except for surface mounted transformers, surface mounted connection boxes and meter cabinets which may be placed above ground, temporary utility service facilities during construction, high capacity electric lines operating at 50,000 volts or above, and: 1.The developer shall make all necessary arrangements with the serving utility to provide the underground services; 2.The city reserves the right to approve location of all surface mounted facilities; 3.All underground utilities, including sanitary sewers and storm drains installed in streets by the developer, shall be constructed prior to the surfacing of the streets; and 4.Stubs for service connections shall be long enough to avoid disturbing the street improvements when service connections are made The applicant’s narrative and site plans indicate that the existing power lines are across the street from the development on SW 92nd Avenue. The narrative indicates that the Applicant is going to remove all existing power crossings: two on SW 92nd Avenue and one on SW Durham Road. The narrative also indicates all other utilities will be placed underground. This standard is met. TIGARD HIGH SCHOOL RENOVATION PAGE 48 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION B.Information on development plans. The applicant for a development shall show on the development plan or in the explanatory information, easements for all underground facilities, and: 1.Plans showing the location of all underground facilities as described herein shall be submitted to the city engineer for review and approval; 2.Care shall be taken in all cases to ensure that above ground equipment does not obstruct vision clearance areas for vehicular traffic. The applicant’s site plans show existing overhead utilities and location of both existing and proposed onsite storm drainage and water systems. The site plans however do not provide notes indicating the existing overhead power crossings will be eliminated. A 16-foot PUE is proposed along the development site on both SW 92 nd Avenue and SW Durham Road. C.Exception to undergrounding requirement. 1.The developer shall pay a fee in-lieu of undergrounding costs when the development is proposed to take place on a street where existing utilities which are not underground will serve the development and the approval authority determines that the cost and technical difficulty of under-grounding the utilities outweighs the benefit of undergrounding in conjunction with the development. The determination shall be on a case-by-case basis. The most common, but not the only, such situation is a short frontage development for which undergrounding would result in the placement of additional poles, rather than the removal of above-ground utilities facilities. 2.An applicant for a development which is served by utilities which are not underground and which are located across a public right-of-way from the applicant’s property shall pay the fee in-lieu of undergrounding. 3.Properties within the CBD zoning district shall be exempt from the requirements for undergrounding of utility lines and from the fee in-lieu of undergrounding. 4.The exceptions in paragraphs 1 through 3 of this subsection C shall apply only to existing utility lines. All new utility lines shall be placed underground. D.Fee in-lieu of undergrounding. 1.The city engineer shall establish utility service areas in the city. All development which occurs within a utility service area shall pay a fee in-lieu of undergrounding for utilities if the development does not provide underground utilities, unless exempted by this code. 2.The city engineer shall establish the fee by utility service area which shall be determined based upon the estimated cost to underground utilities within each service area. The total estimated cost for undergrounding in a service area shall be allocated on a front-foot basis to each party within the service area. The fee due from any developer shall be calculated based on a front-foot basis. 3.A developer shall receive a credit against the fee for costs incurred in the undergrounding of existing overhead utilities. The city engineer shall determine the amount of the credit, after review of cost information submitted by the applicant with the request for credit. 4.The funds collected in each service area shall be used for undergrounding utilities within the city at large. The city engineer shall prepare and maintain a list of proposed undergrounding projects which may be funded with the fees collected by the city. The TIGARD HIGH SCHOOL RENOVATION PAGE 49 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION list shall indicate the estimated timing and cost of each project. The list shall be submitted to the city council for their review and approval annually. The applicant’s narrative indicates an existing power line located across the street from the site on SW 92nd Avenue. The applicant is going to eliminate two existing power crossings on SW 92nd Avenue and one on SW Durham R oad. Although the narrative indicates that the applicant is not going to pay a fee in lieu of underground, the language in 18.810.110.C.2 indicates that the fee in lieu of underground is required. Prior to commencing site improvements, the applicant shall submit site plans as part of the PFI Permit indicating that all existing power crossings on SW 92 nd Avenue and SW Durham R oad to be removed to Engineering Division for review and approval. Prior to commencing site improvements, the applicant shall pay a fee in lieu of undergrounding the existing overhead utilities located across the street from the site on SW 92nd Avenue. The fee shall be calculated by the frontage of the site that is parallel to the utility lines and will be calculated based on unit price per lineal foot as indicates on the City Master Fee Schedule. FINDING: Based on the analysis above, the street and utility improvements standards have not been fully met but can be as conditioned. ADDITIONAL CITY AND/OR AGENCY CONCERNS WITH STREET AND UTILITY IMPROVEMENT STANDARDS: Traffic Study: A Transportation Assessment prepared by Kittleson and Associates, dated October 20, 2017, was submitted as part of the Land Use Submittal package. The traffic letter concluded that the proposed development will have adequate traffic circulation and safety at the campus driveways and adjacent intersections. Fire and Life Safety: Emergency vehicle access, location of fire hydrants, fire flow, and building access shall be reviewed and approved by TVF&R prior to commencement of site improvements. Fire hydrant located in the right-of- way shall meet the City of Tigard Standards. Public Water System: The existing public water mains surrounding the proposed redevelopment are under the City of Tigard jurisdiction. The water system located on the east side of the development is currently without property line protection. Prior to commencing site improvements, the Applicant shall submit site plans as part of the PFI Permit showing a property line protection per the City of Tigard Design and Construction Standards. The property line protection shall be constructed, completed, and/or satisfied prior to final building inspection. The existing proper line protection located on the west of the development is currently at a nonconforming location. Prior to commencing site improvement, the applicant shall submit site plans as part of the PFI Permit showing the property line protection to be relocated to the property line per the TIGARD HIGH SCHOOL RENOVATION PAGE 50 OF 51 3/19/2018 PUBLIC HEARING STAFF REPORT TO THE PLANNING COMMISSION City of Tigard Design and Construction Standards. The property line protection shall be relocated accordingly prior to final building inspection. Alternatively, the applicant can request to provide the City with a utility easement. If approved by the City Engineer, the easement shall be recorded prior to final building inspection. Prior to final building inspection, all proposed water improvements including but not limited to domestic and fire systems and associated facilities shall be constructed, completed and/or satisfied. Storm Water Quality: The City has agreed to enforce Surface Water Management regulat ions established by CWS Design and Construction Standards (adopted by Resolution and Order No. 00-7) which require the construction of on-site water quality facilities. The facilities shall be designed to remove 65 percent of the phosphorus contained in 100 percent of the storm water runoff generated from newly created impervious surfaces. In addition, a maintenance plan shall be submitted indicating the frequency and method to be used in keeping the facility maintained through the year. All onsite storm water quality and detention facilities shall properly be maintained annually. The applicant shall enter into a maintenance agreement with the City for the private water quality to be maintained by the applicant as required by the City and as indicated in CWS Design and Construction Standards. The applicant shall provide three years of maintenance on the water quality facilities located in the public right of way. A maintenance bond shall be required and will be released upon the final acceptance of the water quality facilities after the maintenance period. Prior to commencing site improvements, the applicant shall obtain a CWS Stormwater Connection Authorization prior to issuance of the City of Tigard PFI Permit. Plans shall be submitted to the City of Tigard for review. The city will forward plans to CWS after preliminary review. Grading and Erosion Control: Clean Water Services Design and Construction Standards also regulate erosion control to reduce the amount of sediment and other pollutants reaching the public storm and surface water system resulting from development, construction, grading, excavating, clearing, and any other activity that accelerates erosion. In accordance with CWS regulations, the applicant is required to submit an erosion control plan for City review and approval prior to issuance of City permits. The Federal Clean Water Act requires that a National Pollutant Discharge Elimination System (NPDES) erosion control permit be issued for any development that will disturb one or more acre of land. Since this site is over five acres, the developer will be required to obtain an NPDES permit from the City prior to construction. This permit will be issued along with the site and/or building permit. A final grading plan shall be submitte d showing the existing and proposed contours. The plan shall detail the provisions for surface drainage and show that they will be graded to insure that surface drainage is directed to the street or a public storm drainage system approved by the Engineering Department. For situations where the back portion of site drains away from a street and toward adjacent properties, appropriate private storm drainage lines shall be provided to sufficiently contain and convey runoff away from adjacent properties. The applicant shall obtain a 1200 -C General Permit issued by the City of Tigard pursuant to ORS 468.740 and the Federal Clean Water Act. Attachment 2 ENGINEERING COMMENTS PAGE 1 MEMORANDUM CITY OF TIGARD, OREGON DATE: February 28 2018 TO: Agnes Lindor, Associate Planner FROM: Khoi Le, Principal Engineer PROJECT: CUP2017-00006 TIGARD HIGH SCHOOL RENOVATION 18.705.030. General Provision 18.705.30.H Access Management 1. An access report shall be submitted with all new development proposals which verifies design of driveways and streets are safe by meeting adequate stacking needs, sight distance and deceleration standards as set by ODOT, Washington County, the City and AASHTO (depending on jurisdiction of facility) This application is for a Conditional Use for the development and renovation of the Tigard High School located at 9000 SW Durham Rd in Tigard. A traffic impact study prepared by Kittleson & Associates, dated October 20 2017, was submitted as part of the Land Use Submittal package. The traffic report indicated that the School District is not intending for the reconstruction and modernization to serve any planned or anticipated future increase in student enrollment or faculty numbers. The report concluded that the proposed development can be constructed while maintaining acceptable traffic operations and safety at the adjacent intersections and site accesses. There were several recommended improvements in conjunction with the site development included in the report. Prior to commencing site improvement, the Applicant shall provide the City with evidences that the traffic recommended improvements are incorporated accordingly on the site plans of the renovation. More specially, the Applicant shall relocate the northbound bicycle lane on SW 92nd Ave. The landscaping and above ground utilities shall be located and maintained to provide adequate sight distance. A Preliminary Sight Distance Certification prepared Kittelson & Associated dated July 19 2017 on the accesses off of SW 92nd Ave was included in the application submittal. The certification certifies that sufficient intersection sight distance is available at the proposed driveways along 92nd Ave in both north and south directions. However, none was provided for the driveways on Durham Rd. Prior to commencing site improvements, the Applicant shall submit to the Engineering Division the Preliminary Sight Distance Certification for driveways on Durham Rd. Prior to final building inspection, the Applicant shall submit to the Engineering Division a Final Sight Distance Certification for the access driveways located on SW 92nd Ave and SW Durham Rd for review and approval. 2. Driveways shall not be permitted to be placed in the influence area of collector or arterial street intersections. Influence area of intersections is that area where queues of traffic Attachment 4 ENGINEERING COMMENTS PAGE 2 commonly form on approach to an intersection. The minimum driveway setback from a collector or arterial street intersection shall be 150 feet, measured from the right-of-way line of the intersecting street to the throat of the proposed driveway. The setback may be greater depending upon the influence area, as determined from City Engineer review of a traffic impact report submitted by the applicant’s traffic engineer. In a case where a project has less than 150 feet of street frontage, the applicant must explore any option for shared access with the adjacent parcel. If shared access is not possible or practical, the driveway shall be placed as far from the intersection as possible. 3. The minimum spacing of driveways and streets along a collector shall be 200 feet. The minimum spacing of driveways and streets along an arterial shall be 600 feet. 4. The minimum spacing of local streets along a local street shall be 125 feet. SW Durham Rd is an Arterial Street and SW 92nd Ave is a Local Street. The nearest access to the intersection of Durham Rd and 92nd Ave is 184 feet away on 92nd Ave. The other access on Durham Rd is 234 feet from the intersection. The access on Durham Rd is not meeting the minimum driveway spacing of 600 feet requirement on an Arterial Street. The Applicant requests an adjustment to driveway spacing remain nonconforming. The proposed development does not propose any new Local Street. These standards are not applicable. 18.810.030 Streets A. Improvements. 1. No development shall occur unless the development has frontage or approved access to a public street. 2. No development shall occur unless streets within the development meet the standards of this chapter. 3. No development shall occur unless the streets adjacent to the development meet the standards of this chapter, provided, however, that a development may be approved if the adjacent street does not meet the standards but half-street improvements meeting the standards of this title are constructed adjacent to the development. 4. Any new street or additional street width planned as a portion of an existing street shall meet the standards of this chapter. The proposed development has frontage and approved access to 92nd Ave and Durham Rd. These streets are public streets. The proposed development does not propose any new public street within the site. The Applicant’s site plans and narrative indicate that the development frontage along 92nd Ave and Durham Rd will be improved. The improvement on 92nd Ave will include new curb, bike lane, sidewalk, planter and street trees, driveway approaches and intersection ADA ramp. Due to the existing exclusive right turn lane, a 6 - foot right of way dedication is also required in order to accommodate the proposed street improvement on 92nd Ave at this location. Due to the parking screening and parking space’s requirements, the Applicant is requesting an adjustment to the 92nd Ave street cross section standard to place the planter behind the sidewalk and in an easement instead of the right of way where additional right of way dedication will be required. Attachment 4 ENGINEERING COMMENTS PAGE 3 The improvement on Durham Rd will be limited to new sidewalk, driveway approaches, and storm water quality. No additional right of way dedication is required. The Applicant is also requesting an adjustment to the driveway spacing standard to leave the driveway spacing nonconforming. 5. If the city could and would otherwise require the applicant to provide street improvements, the city engineer may accept a future improvements guarantee in lieu of street improvements if one or more of the following condition exist: a.A partial improvement is not feasible due to the inability to achieve proper design standards; b.A partial improvement may create a potential safety hazard to motorist or pedestrians; c.Due to the nature of existing development on adjacent properties it is unlikely that street improvements would be extended in the foreseeable future and the improvement associated with the project under review does not, by itself, provide a significant improvement to street safety or capacity; d.The improvement would be in conflict with an adopted capital improvement plan; e.The improvement is associated with an approved land partition on property zoned residential and proposed land partition does not create any new streets; or f.Additional planning work is required to define the appropriate design standards for the street and the application is for a project which would contribute only a minor portion of the anticipated future traffic on the street. The Applicant’ site plans and narrative indicates that street improvements along the proposed development frontage will be provided. Neither a partial improvement nor a guarantee in lieu of street improvement is proposed. B. Creation of rights-of-way for streets and related purposes. Rights-of-way shall be created through the approval of a final subdivision plat or major partition; however, the council may approve the creation of a street by acceptance of a deed, provided that such street is deemed essential by the council for the purpose of general traffic condition. 1. The council may approve the creation of a street by deed of dedication without full compliance with the regulations applicable to subdivisions or major partitions if any one or more of the following conditions are found by the council to be present: a.Establishment of a street is initiated by the council and is found to be essential for the purpose of general traffic circulation, and partitioning or subdivision of land has an incidental effect rather than being the primary objective in establishing the road or street for public use; or b.The tract in which the road or street is to be dedicated is an isolated ownership of one acre or less and such dedication is recommended by the commission to the council based on a finding that the proposal is not an attempt to evade the provisions of this title governing the control of subdivisions or major partitions. c.The street is located within the downtown mixed use central business district and has been identified on Figure 5-14A through 5-14L of the City of Tigard 2035 Transportation System Plan as a required connectivity improvement. The Applicant’s narrative and site plans indicate that no creation of new right of way is proposed or deemed necessary. However, the Applicant is going to dedicate additional 6 feet along the proposed development frontage on 92nd Ave. The dedication will be recorded via deed of dedication. Dedication of right of way will be recorded on a City form. Applicant can contact the Engineering Division for assistance. Prior to final building inspection, the deed dedication of right of way shall be recorded. Attachment 4 ENGINEERING COMMENTS PAGE 4 2. With each application for approval of a road or street right-of-way not in full compliance with the regulations applicable to the standards, the proposed dedication shall be made a condition of subdivision and major partition approval. a.The applicant shall submit such additional and justification as may be necessary to enable the commission in its review to determine whether or not a recommendation for approval by the council shall be made. b.The recommendation, if any, shall be based upon a finding that the proposal is not in conflict with the purpose of this title. c.The commission in submitting the proposal with a recommendation to the council may attach conditions which area necessary to preserve the standards of this title. The proposed development is not a subdivision or partition. This standard is not applicable. 3. All deeds of dedication shall be in a form prescribed by the city and shall name “the public” as grantee. c C. Creation of access easement. The approval authority may approve an access easement established by deed without full compliance with this title provided such an easement is the only reasonable method by which a lot large enough to develop can be created. 1. Access easements shall be provided and maintained in accordance with the Uniform Fire Code, Section 10.207. 2. Access shall be in accordance with 18.705.030.H and I. No access easement is proposed or deemed necessary. D. Street location, width and grade. Except as noted below, the location, width and grade of all streets shall conform to an approved street plan and shall be considered in their relation to existing and planned streets, to topographic conditions, to public convenience and safety, and in their appropriate relation to the purposed use of the land to be served by such streets: 1. Street grades shall be approved by the city engineer in accordance with subsection N of this section; and The proposed development is adjacent to 92nd Ave and Durham Rd. Those streets are existing streets. The street locations and grades will remain unchanged. 2. Where the location of a street is not shown in an approved street plan, the arrangement of streets in a development shall either: a.Provide for the continuation or appropriate projection of existing streets in the surrounding areas, or b.Conform to a plan adopted by the commission, if it is impractical to conform to existing street pattern because of particular topographical or other existing conditions of the land. Such a plan shall be based on the type of land use to be served, the volume of traffic, the capacity of adjoining streets and the need for public convenience and safety. The Applicant’s site plans show all the streets adjacent to the proposed development. F. Future street plan and extension of streets. Attachment 4 ENGINEERING COMMENTS PAGE 5 1. A future street plan shall: a.Be filed by the applicant in conjunction with an application for a subdivision or partition. The plan shall show the pattern of existing and proposed future streets from the boundaries of the proposed land division and shall include other parcels within 530 feet surrounding and adjacent to the proposed land division. At the applicant’s request, the city may prepare a future streets proposal. Costs of the city preparing a future streets proposal shall be reimbursed for the time involved. A street proposal may be modified when subsequent subdivision proposals are submitted. The proposed development is not a subdivision. The Applicant does not propose any future street or street extension. This standard is not applicable. b.b. Identify existing or proposed bus routes, pullouts or other transit facilities, bicycle routes and pedestrian facilities on or within 530 feet of the site. The proposed development is not on a bus route. This standard is not applicable. 2. Where necessary to give access or permit a satisfactory future division of adjoining land, streets shall be extended to the boundary lines of the tract to be developed, and a.These extended streets or street stubs to adjoining properties are not considered to be cul-de-sac since they are intended to continue as through streets at such time as the adjoining property is developed. b.A barricade shall be constructed at the end of the street by the property owners which shall not be removed until authorized by the city engineer, the cost of which shall be included in the street construction cost. c.Temporary hammerhead turnouts or temporary cul-de-sac bulbs shall be constructed for stub street in excess of 150 feet in length. The development is not a subdivision. The Applicant does not propose any future street or street extension. This standard is not applicable. H. Street alignment and connections. 1. Full street connections with spacing of no more than 530 feet between connections is required except where prevented by barriers such as topography, railroads, freeways, pre- existing developments, lease provisions, easements, covenants or other restrictions existing prior to May 1, 1995 which preclude street connections. A full street connection may also be exempted due to a regulated water feature if regulations would not permit construction. 2. All local, neighborhood routes and collector streets which abut a development site shall be extended within the site to provide through circulation when not precluded by environmental or topographical constraints, existing development patterns or strict adherence to other standards in this code. A street connection or extension is considered precluded when it is not possible to redesign or reconfigure the street pattern to provide required extensions. Land is considered topographically constrained if the slope is greater than 15% for a distance of 250 feet or more. In the case of environmental or topographical constraints, the mere presence of a constraint is not sufficient to show that a street connection is not possible. The applicant must show why the constraint precludes some reasonable street connection. 3. Proposed street or street extensions shall be located to provide direct access to existing or planned transit stops, commercial services, and other neighborhood facilities, such as schools, shopping areas and parks. Attachment 4 ENGINEERING COMMENTS PAGE 6 4. All developments should provide an internal network of connecting streets that provide short, direct travel routes and minimize travel distances within the development. The proposed development is not a subdivision. No new street is proposed or deemed necessary. This standard is not applicable. I. Intersection angles. Street shall be laid out so as to intersect at an angle as near to a right angle as practical, except where topography requires a lesser angle, but in no case shall the angle be less than 75° unless there is special intersection design, and: 1. Streets shall have at least 25 feet of tangent adjacent to the right-of-way intersection unless topography requires a lesser distance; 2. Intersections which are not at right angles shall have a minimum corner radius of 20 feet along the right of way line of the acute angles; No new intersection is proposed or deemed necessary. Angles at the adjacent intersections will remain unchanged. 3. Right-of-way lines intersection with arterial streets shall have a corner radius of not less than 20 feet. The proposed development is adjacent to Durham Rd, an Arterial Street. The intersection corner is proposed to be reconstructed and will be designed with a corner radius of not less than 20 feet. J. Existing rights-of-way. Whenever existing rights-of-way adjacent to or within a tract are less than standard width, additional rights-of-way shall be provided at the time of subdivision or development. The Applicant’s site plans indicate that 6 feet additional right of way dedication will be provided along the proposed development on 92nd Ave. The current right of way of the streets adjacent to the proposed development is at the appropriate width to accommodate travel and bike lanes, curb, sidewalk. Planter will be behind the sidewalk and in an easement. K. Partial street improvements. Partial street improvements resulting in a pavement width of less than 20 feet, while generally not acceptable, may be approved where essential to reasonable development when in conformity with the other requirements of these regulations, and when it will be practical to require the improvement of the other half when adjoining property developed. All streets adjacent to the proposed development have more than 20 feet of pavement width to accommodate two or more travel lanes plus bike lanes. L. Cul-de-sac No cul-de-sac is proposed or deemed necessary. M. Street name. No street name shall be used which will duplicate or be confused with the names of existing streets in Washington County, except for extensions of existing streets. Street names and numbers shall conform to the established pattern in the surrounding area and as approved by the city engineer. No new street is proposed. This standard is not applicable. Attachment 4 ENGINEERING COMMENTS PAGE 7 N. Grades and curves. 1. Grades shall not exceed 10% on arterials, 12% on collector streets, or 12% on any other street (except that local or residential access streets may have segments with grades up to 15% for distances of no greater than 250 feet); and 2. Centerline radii of curves shall be as determined by the city engineer. Grades and centerline radii of the streets adjacent to the proposed development remain unchanged. O. Curbs, curb cuts, ramps, and driveway approaches. Concrete curbs, curb cuts, wheelchair, bicycle ramps and driveway approaches shall be constructed in accordance with standards specified in this chapter and Section 15.04.080, and: 1. Concrete curbs and driveway approaches are required; except: 2. Where no sidewalk is planned, an asphalt approach may be constructed with city engineer approval; and 3. Asphalt and concrete driveway approaches to the property line shall be built to city configuration standards. Curbs, curb cuts, ramps, and driveway approaches are shown on the submitted site plans and shall comply with the City’s Design and Construction Standards. P. Street adjacent to railroad right-of-way. The proposed site is not adjacent to a railroad right-of-way. This standard is not applicable. Q. Access to arterials and collectors. Where a development abuts or is traversed by an existing or proposed arterial or collector street, the development design shall provide adequate protection for residential properties and shall separate residential access and through traffic, or if separation is not feasible, the design shall minimize the traffic conflicts. The design shall include any of the following: 1. A parallel access street along the arterial or collector; 2. Lots of suitable depth abutting the arterial or collector to provide adequate buffering with frontage along another street; 3. Screen planting at the rear or side property line to be contained in a nonaccess reservation along the arterial or collector; or 4. Other treatment suitable to meet the objectives of this subsection; 5. If a lot has access to two streets with different classifications, primary access should be from the lower classification street. The proposed development is adjacent to an Arterial Street. The development has taken accesses from both the Local and Arterial Streets adjacent to the site. R. Alleys, public or private. The proposed development does not propose any alleys, public or private. This standard is not applicable. S. Survey monuments. Upon completion of a street improvement and prior to acceptance by the city, it shall be the responsibility of the developer’s registered professional land surveyor to provide certification to the city that all boundary and interior monuments shall be reestablished and protected. Attachment 4 ENGINEERING COMMENTS PAGE 8 No new street is proposed or deemed necessary. This standard is not applicable. T. Private streets. 1. Design standards for private streets shall be established by the city engineer; and 2. The city shall require legal assurances for the continued maintenance of private streets, such as a recorded maintenance agreement. 3. Private streets serving more than six dwelling units are permitted only within planned developments, mobile home parks, and multi-family residential developments. No private street is proposed. The standard is not applicable. U. Railroad Crossing. The proposed site is not adjacent to any railroad crossing. This standard is not applicable. V. Street Signs. The city shall install all street signs, relative to traffic control and street names, as specified by the city engineer for any development. The cost of signs shall be the responsibility of the developer. No new street is proposed or deemed necessary. This standard is not applicable. W. Mail Boxes. Joint mailbox facilities shall be provided in all residential developments, with each joint mailbox serving at least two dwelling units. 1. Joint mailbox structures shall be placed adjacent to road curbs; 2. Proposed locations of joint mailboxes shall be designed on a copy of the preliminary plat or development plan, and shall be approved by the city engineer/U.S. post office prior to final plan approval; and 3. Plans for the joint mailbox structures to be used shall be submitted for approval by the city engineer/U.S. post office prior to final approval. The proposed redevelopment is not a residential development. This standard is not applicable. X. Traffic Signal. The location of traffic signals shall be noted on approval street plans. Where a proposed street intersection will result in an immediate need for a traffic signal, a signal meeting approval specifications shall be installed. The cost shall be included as a condition of development. The proposed development is located nearby the existing traffic signal at the intersection between 92nd Ave and Durham Rd. No new traffic signal is proposed or deemed necessary. This standard is not applicable. Y. Streetlight standards. Streetlights shall be installed in accordance with regulations adopted by the city’s direction. Prior to commencing of site improvements , the Applicant shall provide Engineering Division a photometric analysis of the proposed development frontage on 92nd Ave and Durham Rd for review and approval. Photometric analysis will follow the recommended values and requirements per ANSI/IESNA. New streetlights are required based on the photometric analysis. If required, the Applicant shall submit plan showing the location of streetlights to Engineering for review and approval. Type and color of pole and light fixture shall also be included on the plan for review and approval. Attachment 4 ENGINEERING COMMENTS PAGE 9 Z. Street name signs. Street name signs shall be installed at all street intersections. Stop signs and other signs may be required. Street signs are already in place. However, the Applicant shall provide additional signs as required by the Manual on Uniform Traffic Control Devices (MUTCD). AA. Street cross-section. The final lift of asphalt concrete pavement shall be placed on all new constructed public roadways prior to final city acceptance of the roadway and within one year of the conditional acceptance of the roadway unless otherwise ap proved by the city engineer. The final lift shall also be placed no later than when 90% of the structures in the new development are completed or three years from the commencement of initial construction of the development, whichever is less. 1. Sub-base and leveling course shall be of select crushed rock; 2. Surface material shall be of Class C or B asphalt concrete; 3. The final lift shall be place on all new construction roadways prior to final city acceptance of the roadway; however, no before 90%of the structures in the new development are completed unless three years have elapsed since initiation of construction in the development.; 4. The final lift shall be Class C asphalt concrete as defined by A.P.W.A. standards specifications; and 5. No lift shall be less than 1-1/2 inches in thickness. No new public roadway is proposed or deemed necessary. This standard is not applicable. BB. Traffic calming. When, in the opinion of the city engineer, the proposed development will create negative traffic condition on existing neighborhood streets, such as excessive speeding, the developer may be required to provide traffic calming measures. These measures may be required within the development and/or offsite as deemed appropriate. As an alternative, the developer may be required to deposit funds with the city to help pay for traffic calming measures that become necessary once the development is occupied and the city engineer will determine the amount of funds required, and will collect said funds from the developer prior to the issuance of a certificate of occupancy, or in the case of subdivision, prior to the approval of the final plat. The funds will be held by the city for a period of five years from the date of issuance of certificate of occupancy, or in the case of a subdivision, the date of final plat approval. Any funds not used by the city within the five -year time period will be refunded to the developer. No traffic calming measures in the public right of way are proposed or deemed necessary. The standard is not applicable. CC. Traffic Study. 1. A traffic study shall be required for all new or expanded uses or developments under any of the following circumstances: a.When they generate a 10% or greater increase in existing traffic to high collision intersections identified by Washington County. b.Trip generation from development onto the city street at the point of access and the existing ADT fall within th following ranges: Existing ADT ADT to be added by development 0-3000 vpd 2,000 vpd Attachment 4 ENGINEERING COMMENTS PAGE 10 3,001-6,000 vpd 1,000 vpd >6,000 vpd 500 vpd or more c.If any of the following issues become evident to the city engineer: i.High traffic volumes on the adjacent roadway that may affect movement into or out of the site. ii.Lack of existing left-turn lanes onto the adjacent roadway at the prosed access drive(s). iii.Inadequate horizontal or vertical sight distance at access points. iv.The proximity of the proposed access to other existing drives or intersections is a potential hazard. v.The proposal requires a conditional use permit or involves a drive through operation. vi.The proposed development may result in excessive traffic volumes on adjacent local streets. 2. In addition, a traffic study may be required for all new or expanded uses or developments under any of the following circumstances: a.When the site is within 500 feet of an ODOT facilities; and/or b.Trip generation from a development adds 300 or more vehicle trips per day to an ODOT facility; and/or c.Trip generation from a development adds 50 or more peak hour trips to an ODOT facility. A Traffic Impact Study prepared by Kittleson & Associates, dated October 20 2017, was submitted as part of the Land Use Submittal package. The traffic report concluded that the proposed development can be constructed while maintaining acceptable traffic operations and safety at the adjacent intersections and site accesses. No significant improvement or mitigation in the public right of way is recommended or deemed necessary. 18.810.050 Easements A. Easements. Easements for sewers, drainage, water mains, electric lines or other public utilities shall be either dedicated or provided for in the deed restrictions, and where a development is traversed by a watercourse or drainage way, there shall be provided a stormwater easement or drainage right-of-way conforming substantial with the lines of the watercourse. B. Utility Easements. A property owner proposing a development shall make arrangement with the city, the applicable district, and each utility franchise for the provision and dedication of utility easements necessary to provide full services to the development. The city’s standard width for public main line utility easements shall be 15 feet unless otherwise specified by the utility company, applicable district, or city engineer. The Applicant’s site plans indicate that a 16-foot Public Utility Easement (PUE) will be provided along the development frontages on 92nd Ave and Durham Rd. A 16-foot PUE shall be required and recorded prior to final building inspection. 18.810.70 Sidewalk. A. All industrial streets and private streets shall have sidewalks meeting city standards along at least one side of the street. All other streets shall have sidewalks meeting the city standards along both sides of the street. A development may be approved if an adjoining Attachment 4 ENGINEERING COMMENTS PAGE 11 street has sidewalks on the side adjoining the development, even if no sidewalk exists on the other side of the street. The Applicant’s site plans and narrative indicate that sidewalks along the proposed development will be provided; 6-foot sidewalk on 92nd Ave and 8-foot sidewalk on Durham Rd. B. Requirement of developers. 1. As part of any development proposal, or change in use resulting in an additional 1,000 vehicle trips or more per day, an applicant shall be required to identify direct, safe (1.25 x the straight line distance) pedestrian route within ½ mile of their site to all transit facilities and neighborhood activity centers (schools, parks, libraries, etc.). In addition, the developer may be required to participate in the removal of any gaps in the pedestrian system off-site if justified by the development. 2. If there is an existing sidewalk on the same side of the street as the development within 300 feet of a development site in either direction, the sidewalk shall be extended from the site to meet the existing sidewalk, subject to rough proportionality (even if the sidewalk does not serve a neighborhood activity center). There is no sidewalk gap within 300 feet of the proposed development on either 92nd Ave or Durham Rd. C. Planter strip requirements. A planter strip separation of at least five feet between the curb and the sidewalk shall be required in the design of streets, except where the following conditions exist: There is inadequate right-of-way; the curbside sidewalks already exist on predominant portions of the street; it would conflict with utilities; there are significant natural features (large trees, water features, significant habitat areas, etc.) that would be destroyed if the sidewalk were located as required; or where there are existing structures in close proximity to the street (15 feet or less) or where the standards in Table 18.810.1 specify otherwise. Additional consideration of exempting the planter strip requirement may be given on a case-by-case basis if a property abuts more than one street frontage. The Applicant’s site plans indicate that the proposed sidewalk along the proposed development on 92nd Ave near the intersection of 92nd and Durham will be a 6-foot curb tight sidewalk and street trees are going to be planted behind the sidewalk. The planter will be in an easement and the Applicant is requesting an adjustment to the typical street cross section standard. Planter on Durham Rd will be 19 feet wide and adjacent to the existing curb. D. Maintenance. Maintenance of sidewalks, curbs, and planter strips is the continuing obligation of the adjacent property owner. The Applicant indicates that they understand it is their obligation to continue maintaining the adjacent sidewalks, curbs and planter strips. E. Application for permit and inspection. If the construction of a sidewalk is not included in the performance bond of an approved subdivision or the performance bond has lapsed, then every person, firm or corporation desiring to construct sidewalks as provided by this chapter, shall be before entering upon the work or improvement, apply for a street opening permit to the Engineering Department to so build or construct: 1. An occupancy permit shall not be issued for a development until the provision of this section is satisfied. 2. The city engineer may issue a permit and certificate allowing temporary noncompliance with the provision of this section to the owner, builder or contractor when, in his or her Attachment 4 ENGINEERING COMMENTS PAGE 12 opinion, the construction of the sidewalk is impractical for one or more of the following reasons: a.Sidewalk grades have not and cannot be established for the property in question within a reasonable length of time. b.Forthcoming installation of public utilities or street paving would be likely to cause severe damage to the new sidewalk. c.Street right-of-way is insufficient to accommodate a sidewalk on one or both sides of the street; or, d.Topography or elevation of the sidewalk base area makes construction of sidewalk impractical or economically infeasible. 3. The city engineer shall inspect the construction of sidewalks for compliance with the provision set forth in the standard specifications manual. Construction of sidewalk in the public right of way or proposed public right of way or public pedestrian easement will be inspected and approved by the City of Tigard Engineering Division. Onsite sidewalk is under Planning and Building Department jurisdiction. 18.810.090 Sanitary Sewers A. Sewers required. Sanitary sewers shall be installed to serve each new development and to connect developments to existing mains in accordance with the provisions set forth in (as adopted by the Unified Sewerage Agency in 1996 and including any future revisions or amendments) and the adopted policies of the comprehensive plan. B. Sewer plan approval. The city engineer shall approve all sanitary sewer plans and proposed systems prior to issuance of development permits involving sewer service. C. Over-sizing. Proposed sewer systems shall include consideration of additional development within the area as projected by the comprehensive plan. D. Permit Denied. Development permits may be restricted by the commission or hearing officer where a deficiency exists in the existing sewer system or portion thereof which cannot be rectified within the development and which if not rectified will result in a threat to public health or safety, surcharging of existing mains, or violations of state or federal standards pertaining to operation of the sewage treatment system. The Applicant’s site plans indicate that there are existing public sanitary sewer mains located in the streets adjacent to the school on 92nd Ave, Durham Rd, and 85th Ave. Although the narrative indicates that a new lateral is proposed to connect to the existing sanitary sewer main on 85 th Ave, a site plan showing the proposed improvement was not submitted. With the exception of a new service connection, no other sanitary sewer improvement in the public right of way is proposed or deemed necessary. No over-sizing sanitary sewer is proposed or deemed necessary. A.810.100 Storm Drainage A. General provisions. The director and city engineer shall issue a development permit only where adequate provisions for stormwater and floodwater runoff have been made, and: 1. The storm water drainage system shall be separate and independent of any sanitary sewerage system; The Applicant’s site plans show that the existing public storm drainage and sanitary sewer systems are separated and independent from one another. Although onsite storm drainage was shown on the site plans, onsite sanitary sewer was not included in the submittal. Attachment 4 ENGINEERING COMMENTS PAGE 13 No public storm drainage system is proposed or deemed necessary. 2. Where possible, inlets shall be provided so surface water is not carried across any intersection or allowed to flood any street; and The Applicant’s site plans show that onsite storm improvement is proposed. The improvement includes conveyance system and water quality treatment for both new and modified impervious areas. Run-off from the new and modified impervious areas is collected by onsite catch basins and trench drains and then conveyed to and treated in storm water facilities prior to discharging to the existing public storm system on 92nd Ave. Run-off from the site must be collected and treated on site before discharging to the public storm system. Surface water will not be carried across any intersection and allowed to flood any street. 3. Surface water drainage patterns shall be shown on every development proposal plan. A grading plan and onsite storm plan including rim and invert elevations were submitted showing contours associated with proposed improvement. The Applicant’s site plans also included the proposed storm system and location of the catch basins indicating how surface water drainage patterns will be after development. B. Easement. Where a development is traversed by a watercourse, drainageway, channel or stream, there shall be provided a stormwater easement or drainage right-of-way conforming substantially with the lines of such watercourse and such further width as will be adequate for conveyance and maintenance. The site is not traversed by a watercourse, drainageway, channel or stream. C. Accommodation of upstream drainage. A culvert or other drainage facility shall be large enough to accommodate potential runoff from its entire upstream drainage area, whether inside or outside the development, and the city engineer shall approve the necessary size of the facility, based on the provisions of Design and Construction Standards for Sanitary and Surface Water Management (as adopted by the Unified Sewerage Agency in 1996 and including any future revisions or amendments). There is no upstream basin that flows across the subject site. D. Effect on downstream drainage. Where it is anticipated by the city engineer that the additional runoff resulting from the development will overload an existing drainage facility, the director and engineer shall withhold approval of the development until provisions have been made for improvement of the potential condition or until provisions have been made for storage of additional runoff caused by the development in accordance with the Design and Construction Standards for Sanitary and Surface Water Management (as adopted by the Unified Sewerage Agency in 1996 and including any future revisions or amendments). The Applicant’s submittal included the preliminary storm water report that indicates the run-off generated from the proposed development will be collected, conveyed, treated, prior to discharging to the existing public storm system on 92nd Ave. Additionally, the run-off from the sidewalk on Durham Rd is collected and treated in the proposed landscape filter strip prior to the existing public storm system on Durham Rd. The Applicant’s site plans show that onsite storm improvement is proposed. The improvement includes onsite conveyance system and water quality treatment for both new and modified impervious areas. However, run-off from a large portion of the parking and driveway aisles adjacent to Durham Rd was not shown to be captured and treated prior to discharge to the public system. Attachment 4 ENGINEERING COMMENTS PAGE 14 Run-off from the site must be collected and treated on site before discharging to the public storm system. Prior to commencing site improvements, submit a final storm drainage report and site plans as part of the PFI permit indicating on how run-off from new and modified impervious areas located onsite and offsite will be collected, and treated to Engineering Division for review and approval. The storm drainage report shall be prepared and include a maintenance plan in accordance with CWS Design and Construction Standards and the City of Tigard Design Guidelines. 18.810.110 Bikeways and Pedestrian Pathways A. Bikeway extension. 1. As a standard, bike lanes shall be required along all arterial and collector routes and where identified on the city’s adopted bicycle plan in the transportation system plan (TSP). Bike lane requirements along collectors within the downtown urban renewal district shall be determined by the city engineer unless specified in Table 18.810.1. 2. Developments adjoining proposed bikeways identified on the city’s adopted pedestrian/bikeway plan shall include provisions for the future extension of such bikeways through the dedication of easements or rights-of-way, provided such dedication is directly related to and roughly proportional to the impact of the development. 3. Any new street improvement project shall include bicycle lanes as required in this document and on the adopted bicycle plan. Bike lanes exist and remain on both 92nd Ave and Durham Rd. 18.810.120 Utilities A. Underground utilities. All utility lines including, but not limited to those required for electric, communication, lighting and cable television services and related facilities shall be placed underground, except for surface mounted transformers, surface mounted connection boxes and meter cabinets which may be placed above ground, temporary utility service facilities during construction, high capacity electric lines operating at 50,000 volts or above, and: 1. The developer shall make all necessary arrangements with the serving utility to provide the underground services; 2. The city reserves the right to approve location of all surface mounted facilities; 3. All underground utilities, including sanitary sewers and storm drains installed in streets by the developer, shall be constructed prior to the surfacing of the streets; and 4. Stubs for service connections shall be long enough to avoid disturbing the street improvements when service connections are made The Applicant’s narrative and site plans indicate that the existing power lines are across the street from the development on 92nd Ave. The narrative indicates that the Applicant is going to remove all existing power crossings: two on 92nd Ave and one on Durham Rd. The narrative also indicates all other utilities will be placed underground. B. Information on development plans. The applicant for a development shall show on the development plan or in the explanatory information, easements for all underground facilities, and: 1. Plans showing the location of all underground facilities as described herein shall be submitted to the city engineer for review and approval; 2. Care shall be taken in all cases to ensure that above ground equipment does not obstruct vision clearance areas for vehicular traffic. Attachment 4 ENGINEERING COMMENTS PAGE 15 The Applicant’s site plans show existing overhead utilities and location of both existing and proposed onsite storm drainage and water systems. The site plans however do not provide notes indicating the existing overhead power crossings will be eliminated. A 16-foot PUE is proposed along the development site on both 92nd Ave and Durham Rd. C. Exception to undergrounding requirement. 1. The developer shall pay a fee in-lieu of undergrounding costs when the development is proposed to take place on a street where existing utilities which are not underground will serve the development and the approval authority determines that the cost and technical difficulty of under-grounding the utilities outweighs the benefit of undergrounding in conjunction with the development. The determination shall be on a case-by-case basis. The most common, but not the only, such situation is a short frontage development for which undergrounding would result in the placement of additional poles, rather than the removal of above-ground utilities facilities. 2. An applicant for a development which is served by utilities which are not underground and which are located across a public right-of-way from the applicant’s property shall pay the fee in-lieu of undergrounding. 3. Properties within the CBD zoning district shall be exempt from the requirements for undergrounding of utility lines and from the fee in-lieu of undergrounding. 4. The exceptions in paragraphs 1 through 3 of this subsection C shall apply only to existin g utility lines. All new utility lines shall be placed underground. D. Fee in-lieu of undergrounding. 1. The city engineer shall establish utility service areas in the city. All development which occurs within a utility service area shall pay a fee in-lieu of undergrounding for utilities if the development does not provide underground utilities, unless exempted by this code. 2. The city engineer shall establish the fee by utility service area which shall be determined based upon the estimated cost to underground utilities within each service area. The total estimated cost for undergrounding in a service area shall be allocated on a front-foot basis to each party within the service area. The fee due from any developer shall be calculated based on a front-foot basis. 3. A developer shall receive a credit against the fee for costs incurred in the undergrounding of existing overhead utilities. The city engineer shall determine the amount of the credit, after review of cost information submitted by the applicant with the request for credit. 4. The funds collected in each service area shall be used for undergrounding utilities within the city at large. The city engineer shall prepare and maintain a list of proposed undergrounding projects which may be funded with the fees collected by the city. The list shall indicate the estimated timing and cost of each project. The list shall be submitted to the city council for their review and approval annually. The Applicant’s narrative indicates that the existing power line is located across the street from the site on SW 92nd Ave. The Applicant is going to eliminate two existing power crossings on 92nd Ave and one on Durham Rd. Although the narrative indicates that the Applicant is not going to pay a fee in lieu of undergrounding, the language in 18.810.110.C.2 indicates that the fee in lieu of underground is required. Prior to commencing site improvements, the Applicant shall submit site plans as part of the PFI Permit indicating that all existing power crossings on SW 92nd Ave and SW Durham Rd will be removed to Engineering Division for review and approval. Attachment 4 ENGINEERING COMMENTS PAGE 16 Prior to commencing site improvements, the Applicant shall pay a fee in lieu of underground the existing overhead utilities located across the street from the site on SW 92nd Ave. The fee shall be calculated by the frontage of the site that is parallel to the utility lines and will be calculated based on unit price per lineal foot as indicated on the City Master Fee Schedule. ADDITIONAL CITY AND/OR AGENCY CONCERNS WITH STREET AND UTILITY IMPROVEMENT STANDARDS: Fire and Life Safety: Emergency vehicle turn around, location of fire hydrants, and fire flow must be reviewed and approved by TVF&R prior to commencement of site improvements. Fire hydrants located in the right of way shall meet the City of Tigard Standards. Public Water System: The existing public water mains surrounding the proposed redevelopment are under the City of Tigard jurisdiction. The water system located on the east side of the development is currently without property line protection. Prior to commencing site improvements, the Applicant shall submit site plans as part of the PFI permit showing a property line protection per the City of Tigard Design and Construction Standards. The property line protection shall be constructed, completed, and/or satisfied prior to final building inspection. The existing proper line protection located on the west of the development is currently at a nonconforming location. Prior to commencing site improvement, the Applicant shall submit site plans as part of the PFI permit showing the property line protection to be relocated to the property line per the City of Tigard Design and Construction Standards. The property line protection shall be relocated accordingly prior to final building inspection. Alternatively, the Applicant can request to provide the City with a utility easement. If approved by the City Engineer, the easement shall be recorded prior to final building inspection. Prior to final building inspection, all proposed water improvements including but not limited to domestic and fire systems and associated facilities shall be constructed, completed and/or satisfied. Storm Water Quality: The City has agreed to enforce Surface Water Management (SWM) regulations established by Clean Water Services (CWS) Design and Construction Standards (adopted by Resolution and Order No. 00-7) which require the construction of on-site water quality facilities. The facilities shall be designed to remove 65 percent of the phosphorus contained in 100 percent of the storm water runoff generated from newly created impervious surfaces. In addition, a maintenance plan shall be submitted indicating the frequency and method to be used in keeping the facility maintained through the year. All onsite storm water quality facilities shall properly be maintained annually. The Tigard School District (TTSD) shall enter into a maintenance agreement with the City for the private water quality to be maintained by the TTSD as per required by the City and as indicated in CWS Design and Construction Standards. Attachment 4 ENGINEERING COMMENTS PAGE 17 The Applicant shall provide 3 years of maintenance on the water quality facilities located in the public right of way. A maintenance bond shall be required and will be released upon the final acceptance of the water quality facilities after the maintenance period. Prior to commencing site improvements, the Applicant shall obtain a CWS Stormwater Connection Authorization prior to issuance of the City of Tigard PFI permit. Plans shall be submitted to the City of Tigard for review. The city will forward plans to CWS after preliminary review. Grading and Erosion Control: CWS Design and Construction Standards also regulate erosion control to reduce the amount of sediment and other pollutants reaching the public storm and surface water system resulting from development, construction, grading, excavating, clearing, and any other activity which accelerates erosion. Per CWS regulations, the applicant is required to submit an erosion control plan for City review and approval prior to issuance of City permits. The Federal Clean Water Act requires that a National Pollutant Discharge Elimination System (NPDES) erosion control permit be issued for any development that will disturb one or more acre of land. Since this site is over five acres, the developer will be required to obtain an NPDES permit from the City prior to construction. This permit will be issued along with the site and/or building permit. A final grading plan shall be submitted showing the existing and proposed contours. The plan shall detail the provisions for surface drainage and show that they will be graded to insure that surface drainage is directed to the street or a public storm drainage system approved by the Engineering Department. For situations where the back portion of site drain away from a street and toward adjacent properties, appropriate private storm drainage lines shall be provided to sufficiently contain and convey runoff away from adjacent properties. The design engineer shall also indicate, on the grading plan, which lots will have natural slopes between 10% and 20%, as well as lots that will have natural slopes in excess of 20%. This information will be necessary in determining if special grading inspections and/or permits will be necessary when the lots develop. The applicant shall obtain a 1200-C General Permit issued by the City of Tigard pursuant to ORS 468.740 and the Federal Clean Water Act. A Draft Geotechnical Report prepared by GRI, dated July 13 2017 was submitted. The Applicant shall submit the Final Geotechnical Report and incorporate the recommendations of the report into their design. THE FOLLOWING CONDITIONS SHALL BE SATISFIED PRIOR TO COMMENCING ANY ONSITE IMPROVEMENTS INCLUDING GRADING, EXCAVATION AND/OR FILL ACTIVITIES: The applicant shall prepare a cover letter and submit it, along with any supporting documents and/or plans that address the following requirements, to the ENGINEERING DEPARTMENT, ATTN: KHOI LE at 503-718-2440. The cover letter shall clearly identify where in the submittal the required information is found: 1.Improvements associated with public infrastructures including street and right of way dedication, utilities, grading, water quality and quantity facilities, streetlights, easements, Attachment 4 ENGINEERING COMMENTS PAGE 18 easement locations, and utility connection for future utility extensions shall be designed in accordance with the following codes and standards: City of Tigard Public Improvement Design Standards CleanWater Services (CWS) Design and Construction Standards Tigard Community Development Codes, Municipal Codes Fire Codes Other applicable Utility District, County, State, and Federal Codes and Standard Guidelines 2.Improvements associated with public infrastructure, including street and right of way dedication, utilities, grading, water quality and quantity facilities, streetlights, easements, easement locations, and utility connection for future utility extensions, are subject to the City Engineer’s review, modification, and approval. 3.Prior to commencing site improvements, a Public Facility Improvement (PFI) Permit is required for this project to cover all public infrastructure work including storm water quality and detention facilities and any other work in the public right -of-way. Six (6) sets of detailed public improvement plans shall be submitted for review to the Engineering Department. An Engineering cost estimate of improvements associated with public infrastructures including but not limited to street, street grading, utilities, stormwater quality and water quantity facilities, sanitary sewer, streetlights, and franchise utilities shall be required at the time of PFI Permit submittal. Engineering cost estimate of water improvement shall be listed as a separate line item from the total cost estimate. NOTE: these plans are in addition to any drawings required by the Building Division and should only include sheets relevant to public improvements. Public Facility Improvement permit plans shall conform to City of Tigard Public Improvement Design Standards, which are available at City Hall and the City’s web page (www.tigard-or.gov). 4.Prior to commencing site improvements, submittal of the exact legal name, address and telephone number of the individual or corporate entity who will be designated as the “Permittee”, and who will provide the financial assurance for the public improvements. For example, specify if the entity is a corporation, limited partnership, LLC, etc. Also specify the state within which the entity is incorporated and provide the name of the corporate contact person. Failure to provide accurate information to the Engineering Department will delay processing of project documents. 5.Prior to commencing site improvements, the Applicant shall submit plans showing the following items to Engineering for review and approval: SW 92nd Ave along the proposed development frontage between the north driveway and SW Durham Rd shall be shown to have: 36-foot right of way from centerline 12-foot travel lane 6-foot bike lane Concrete curb and gutter 6-foot concrete sidewalk Storm drainage 16-foot PUE 5-foot planter behind sidewalk Street trees in the planter strip spaced per TDC requirements Streetlights as recommended from the approved photometric analysis Attachment 4 ENGINEERING COMMENTS PAGE 19 Pavement, curb, and sidewalk taper per the City of Tigard Standards and applicable codes Street striping and traffic signs meeting the City of Tigard Standards, the Manual of Uniform Traffic Control Devices (MUTCD) and applicable codes Intersection radii meeting the City of Tigard Standards Intersection ADA ramps meeting the Public Right of Way Accessibility Guidelines (PROWAG) Crosswalk and street striping meeting the Manual of Uniform Traffic Control Devices (MUTCD) and the City of Tigard Standards SW 92nd Ave along the proposed development frontage between the north driveway and the end of proposed improvement to the south shall be shown to have: 30-foot right of way from centerline 12-foot travel lane 6-foot bike lane Concrete curb and gutter 5-foot planter 5-foot concrete sidewalk Storm drainage 16-foot PUE Driveway approaches meeting the City of Tigard Standards Street trees in the planter strip spaced per TDC requirements Streetlights as recommended from the approved photometric analysis Pavement, curb, and sidewalk taper per the City of Tigard Standards and applicable codes Sidewalk transition and/or barricade Street striping and traffic signs meeting the City of Tigard Standards, the Manual of Uniform Traffic Control Devices (MUTCD) and applicable codes ADA ramps meeting the Public Right of Way Accessibility Guidelines (PROWAG) Crosswalk and street striping meeting the Manual of Uniform Traffic Control Devices (MUTCD) and the City of Tigard Standards Traffic signs meeting the MUTCD and the City of Tigard Standards SW Durham Rd along the proposed development frontage shall be shown to have: 50-foot right of way from centerline 19-foot planter 8-foot concrete sidewalk Storm drainage 16-foot PUE Driveway approaches meeting the City of Tigard Standards Street trees in the planter strip spaced per TDC requirements Streetlights as recommended from the approved photometric analysis Street striping and traffic signs meeting the City of Tigard Standards, the Manual of Uniform Traffic Control Devices (MUTCD) and applicable codes ADA ramps meeting the Public Right of Way Accessibility Guidelines (PROWAG) Crosswalk and street striping meeting the Manual of Uniform Traffic Control Devices (MUTCD) and the City of Tigard Standards Traffic signs meeting the MUTCD and the City of Tigard Standards 6.Prior to commencing site improvements, the Applicant shall provide a construction vehicle access and parking plan for approval by the City Engineer. The purpose of this plan is for parking and traffic control during the public improvement construction phase. All Attachment 4 ENGINEERING COMMENTS PAGE 20 construction vehicle parking shall be provided onsite. No construction vehicles or equipment will be permitted to park on the adjoining residential public streets. Construction vehicles include the vehicles of any contractor or subcontractor involved in the construction of site improvements or buildings proposed by this application, and shall include the vehicles of all suppliers and employees associated with the project. 7.Prior to commencing site improvements, the Applicant shall provide Engineering Division a photometric analysis along SW 92nd Ave for the review and approval. Photometric analysis will follow the recommended values and requirements per ANSI/IESNA. New streetlights are required based on the photometric analysis; the Applicant shall submit plans showing the location of streetlights to Engineering Division for review and approval. Type and color of pole and light fixture shall also be included on the plan for review and approval. 8.Prior to commencing site improvements, the Applicant shall submit site plans as part of the PFI Permit indicating that all existing overhead power crossings on SW 92nd Ave and SW Durham Rd will be placed underground or eliminated to Engineering Division for review and approval. 9.Prior to commencing site improvements, submit a final storm drainage report and site plans as part of the PFI permit indicating on how run-off from new and modified impervious areas located onsite and offsite will be collected, and treated to Engineering Division for review and approval. The storm drainage report shall be prepared and include a maintenance plan in accordance with CWS Design and Construction Standards and the City of Tigard Design Guidelines. 10.Prior to commencing site improvements, the Applicant shall obtain a CWS Stormwater Connection Authorization prior to issuance of the City of Tigard PFI Permit. Plans shall be submitted to the City of Tigard for review. The city will forward plans to CWS after preliminary review. 11.Prior to commencing site improvements, the Applicant shall submit site plans as part of the PFI Permit showing the location of the proposed sanitary sewer laterals and connections to Engineering for review and approval. Plans also shall include any existing and proposed public sanitary sewer easements. All public sanitary sewer facilities and easements shall be designed and constructed in accordance with the City of Tigard and CWS Design and Construction Standards. 12.Prior to commencing site improvements, the Applicant shall submit as part of the PFI Permit site plans showing the location of proposed water improvements including but not limited to the location of the tap, water meter, double check and fire vaults and any associated facilities to Engineering Division for review and approval. The site plans shall include property line protections in accordance with the City of Tigard Standards. 13.Prior to commencing site improvements, an erosion control plan shall be provided as part of the Public Facility Improvement permit drawings. The plan shall conform to the "CWS Erosion Prevention and Sediment Control Design and Planning Manual” (current edition) and submitted to City of Tigard with the PFI plans. 14.Prior to commencing site improvements, a final grading plan shall be submitted showing the existing and proposed contours. The plan shall detail the provisions for surface drainage, and show that they will be graded to ensure that surface drainage is directed to the street or a public storm drainage system approved by the Engineering Division. Attachment 4 ENGINEERING COMMENTS PAGE 21 15.The design engineer shall indicate, on the grading plan, which area will have natural slopes between 10 percent and 20 percent, as well as area that will have natural slopes in excess of 20 percent. This information will be necessary in determining if special grading inspections and/or permits will be necessary when the lots develop. 16.The Applicant shall submit the final Geotechnical Report and incorporate the recommendations of the report into their design. 17.The final construction plans shall be signed by the geotechnical engineer to ensure that they have reviewed and approved the plans. The geotechnical engineer shall also sign the as-built grading plan at the end of the project. Alternatives must be approved by the City of Tigard. 18.The applicant shall obtain a 1200-C General Permit issued by the City of Tigard pursuant to ORS 468.740 and the Federal Clean Water Act. 19.Prior to commencing site improvements, the Applicant will be required to provide written approval from Tualatin Valley Fire & Rescue for fire flow, hydrant placement, and emergency vehicular access and turn around. THE FOLLOWING CONDITIONS SHALL BE SATISFIED PRIOR TO FINAL BUILDING INSPECTION 20.Prior to final building inspection, the deed dedication of the 6-foot right of way dedication along SW 92nd Ave shall be recorded. The 16-foot PUE along the development frontage on both SW 92nd Ave and SW Durham Rd shall also be recorded. Both documents shall be on City forms. 21.Prior to final building inspection, the Applicant shall complete any work in the public right- of-way (or public easement) as well as storm water quality facilities and obtain approval from the Engineering Division. 22.The Applicant shall pay a fee in lieu of undergrounding the existing overhead utilities located across the street from the site on SW 92nd Ave. The fee shall be calculated by the frontage of the site that is parallel to the utility lines and will be calculated based on unit price per lineal foot as indicated on the City Master Fee Schedule. The fee in lieu of undergrounding shall be paid or satisfied prior to final building inspection. 23.Prior to final building inspection, the Applicant shall demonstrate that they have entered into an agreement on City forms for the maintenance of the private on-site water quality facilities. 24.Prior to final building inspection, the Applicant shall submit to the Engineering Division a Final Sight Distance Certification for the access driveways at SW 92nd Ave and SW Durham Rd for review and approval. 25.Prior to final building inspection, the Applicant shall provide the City with as-built drawings of the public improvements as follows: 1) 3 mil mylar, 2) a diskette of the as-builts in “DWG” format, if available; otherwise “DXF” will be acceptable, and 3) the as-built drawings shall be tied to the City’s GPS network. The applicant’s engineer shall provide the City with an electronic file with points for each structure (manholes, catch basins, water valves, hydrants and other water system features) in the development, and their respective X and Y State Plane Coordinates, referenced to NAD 83 (91). Attachment 4 ENGINEERING COMMENTS PAGE 22 IN ADDITION, THE APPLICANT SHOULD BE AWARE OF THE FOLLOWING SECTIONS OF THE COMMUNITY DEVELOPMENT CODE; THIS IS NOT AN EXCLUSIVE LIST: 18.430.080 Improvement Agreement: Before approved construction plans are issued by the City, the Developer shall: Execute and file an agreement with the City Engineer specifying the period within which all required improvements and repairs shall be completed; and Include in the agreement provisions that if such work is not completed within the period specified, the City may complete the work and recover the full cost and expenses from the subdivider. The agreement shall stipulate improvement fees and deposits as may be required to be paid and may also provide for the construction of the improvements in stages and for the extension of time under specific conditions therein stated in the contract. 18.430.090 Bond: As required by Section 18.430.080, the Developer shall file with the agreement an assurance of performance supported by one of the following: An irrevocable letter of credit executed by a financial institution authorized to transact business in the State of Oregon; A surety bond executed by a surety company authorized to transact business in the State of Oregon which remains in force until the surety company is notified by the City in writing that it may be terminated; or Cash. The Developer shall furnish to the City Engineer an itemized improvement estimate, certified by a registered civil engineer, to assist the City Engineer in calculating the amount of the performance assurance. The Developer shall not cause termination of nor allow expiration of said guarantee without having first secured written authorization from the City. 18.810.120 Utilities All utility lines including, but not limited to those required for electric, communication, lighting and cable television services and related facilities shall be placed underground, except for surface- mounted transformers, surface-mounted connection boxes, and meter cabinets which may be placed above ground, temporary utility service facilities during construction, high capacity electric lines operating at 50,000 volts or above. 18.810.130 Cash or Bond Required All improvements installed by the Developer shall be guaranteed as to workmanship and material for a period of one year following acceptance by the City. Such guarantee shall be secured by cash deposit or bond in the amount of the value of the improvements as set by the City Engineer. The cash or bond shall comply with the terms and conditions of Section 18.810.180. 18.810.150 Installation Prerequisite No public facility improvements, including sanitary sewers, storm sewers, streets, sidewalks, curbs, lighting or other requirements shall be undertaken except after the plans therefore have been approved by the City, permit fee paid and permit issued. 18.810.180 Notice to City Required Attachment 4 ENGINEERING COMMENTS PAGE 23 Work shall not begin until the City has been notified in advance. If work is discontinued for any reason, it shall not be resumed until the City is notified. 18.810.200 Engineer's Certification The Developer's design engineer shall provide written certification of a form provided by the City that all improvements, workmanship and materials are in accord with current and standard engineering and construction practices, and are of high grade, prior to the City acceptance of the public facilities improvements or any portion thereof for operation and maintenance. Attachment 4 121 SW Morrison Street, Suite 300 Portland, OR 97204 Phn - (503)222-3651 (800)929-3651 Fax - (877)242-3513 MULTNOMAH COUNTY TITLE UNIT FAX (877)242-3513 Title Officer: Jenny White (503)222-3651 jwhite@firstam.com LOT BOOK SERVICE Tigard-Tualatin School District 23J Order No.: 7019-2931751 6960 SW Sandburg Street September 01, 2017 Tigard, OR 97223 Attn: Sarah Mehrabzadeh Phone No.: (503)431-4093 - Fax No.: (503)431-4037 Email: smehrabsadeh@ttsd.k12.or.us Re: Fee: $500.00 We have searched our Tract Indices as to the following described property: The land referred to in this report is described in Exhibit A attached hereto. and as of August 24, 2017 at 8:00 a.m. We find that the last deed of record runs to School District 23J, Washington County, Oregon, as Successor to Union High School District No. 2J, Washington County, Oregon (Tigard) We find the following apparent encumbrances prior to the effective date hereof: 1. City liens, if any, of the City of Tigard. 2. Statutory powers and assessments of Clean Water Services. 3. Easement, including terms and provisions contained therein: Recording Information: January 29, 1906 as Book 71, Page 304 In Favor of: Adjacent property owners For: Wagon road Affects: The East portion of Parcel III Lot Book Service Guarantee No.: 7019-2931751 Page 2 of 5 4. Covenants, conditions, restrictions and/or easements; but deleting any covenant, condition or restriction indicating a preference, limitation or discrimination based on race, color, religion, sex, handicap, family status, or national origin to the extent such covenants, conditions or restrictions violate Title 42, Section 3604(c), of the United States Codes: Recording Information: February 18, 1953 as Book 341, Page 413 5. Easement, including terms and provisions contained therein: Recording Information: September 08, 1975 as Book 1042, Page 817 In Favor of: Tigard Water District, a municipal corporation of Washington County, Oregon For: Underground pipeline and/or mains Affects: The Northerly portion of Parcel III 6. Maintenance Provisions Agreement and the terms and conditions thereof: Between: W. H. Shipman, Limited, a Hawaii corporation And: Tigard-Tualatin School District 23J Recording Information: November 02, 2000 as Fee No. 2000 089319 7. Restrictive Covenant, including terms and provisions thereof. Recorded: November 03, 2005 as Fee No. 2005 138317 8. Easement, including terms and provisions contained therein: Recording Information: May 10, 2007 as Fee No. 2007 051934 In Favor of: City of Tigard For: public utility - permanent Affects: A portion of Parcel III An unrecorded lease and the terms and conditions thereof, disclosed by instrument recorded August 23, 2010 as Fee No. 2010 064703. Lessor:Tigard-Tualatin School District No. 23J Lessee:Tigard-Tualatin Aquatic District Dated:July 01, 2010 Term:shall terminate on June 30, 2030 (Affects Parcel III) 10. Unrecorded leases, if any We have also searched our General Index for Judgments and State and Federal Liens against the Grantee(s) named above and find: NONE We find the following unpaid taxes and city liens: 1. Taxes for the fiscal year 2017-2018 a lien due, but not yet payable. Lot Book Service Guarantee No.: 7019-2931751 Page 3 of 5 2. Taxes, including the current fiscal year, not assessed because of Schools Exemption. If the exempt status is terminated an additional tax may be levied. Account No. R517220. THIS IS NOT a title report since no examination has been made of the title to the above described property. Our search for apparent encumbrances was limited to our Tract Indices, and therefore above listings do not include additional matters which might have been disclosed by an examination of the record title. We assume no liability in connection with this Lot Book Service and will not be responsible for errors or omissions therein. The charge for this service will not include supplemental reports, rechecks or other services. Lot Book Service Guarantee No.: 7019-2931751 Page 4 of 5 Exhibit "A" Real property in the County of Washington, State of Oregon, described as follows: PARCEL I: A parcel of land located in Section 14, Township 2 South, Range 1 West of the Willamette Meridian, in the City of Tigard, County of Washington and State of Oregon and being described as follows: Beginning at the Northwest corner of that tract of land described in Deed Book 341, page 413, said point being West 1760.0 feet and South 0°01' West 940.5 feet from a stone at the Northeast corner of said Section 14; thence East, along the North line of said tract, 880.00 feet to the Northeast corner thereof, said point also being on the West line of that tract described in Deed Book 585, page 210; thence Northerly, along the West line of said Deed Book 585, page 210 and the Northerly extension thereof, 940.50 feet to the North line of said Section 14; thence Westerly, along the North line of said Section 14, 880.00 feet to the intersection of the centerlines of SW Durham Road and SW 92nd Avenue; thence Southerly, along the centerline of SW 92 Avenue 940.50 feet to the point of beginning. EXCEPTING THEREFROM those portions lying within the boundaries of SW Durham Road and SW 92nd Avenue. ALSO, EXCEPTING THEREFROM that portion described on the Dedication Deed for road or street purposes recorded January 17, 2008 as Fee No. 2008 004472. PARCEL II: A parcel of land located in Section 14, Township 2 South, Range 1 West of the Willamette Meridian, in the City of Tigard, County of Washington and State of Oregon and being described as follows: Beginning at the Northwest corner of that tract of land described in Deed Book 341, page 413, said point being West 1760.0 feet and South 0°01' West 940.5 feet from a stone at the Northeast corner of said Section 14; thence East, along the North line of said tract, 880.00 feet to the Northeast corner thereof, said point also being on the West line of that tract described in Deed Book 585, page 210; thence Southerly, along the West line of said Deed Book 585, page 210 and the Southerly extension thereof, 544.50 feet to the North line of WAVERLY ESTATES, a recorded subdivision; thence Westerly, along the North line of said WAVERLY ESTATES subdivision, 880.00 feet to a point in the centerline of SW 92nd Avenue; thence Northerly, along the centerline of SW 92nd Avenue, 544.50 feet to the point of beginning. EXCEPTING THEREFROM that portion lying within the boundaries of SW 92nd Avenue. ALSO, EXCEPTING THEREFROM that portion described on the Dedication Deed for road or street purposes recorded January 17, 2008 as Fee No. 2008 004472. PARCEL III: Beginning at the Northeast corner of Section 14, Township 2 South, Range 1 West, of the Willamette Meridian, in the City of Tigard, County of Washington and State of Oregon; running thence West along section line 53 1/3 rods; thence South 30 rods; thence East 53 1/3 rods to section line; thence North along section line 30 rods to place of beginning. EXCEPTING THEREFROM those portions lying within the boundaries of SW Durham Road or SW 85th Avenue. Lot Book Service Guarantee No.: 7019-2931751 Page 5 of 5 ALSO, EXCEPTING THEREFROM that portion described on the Dedication Deed for road or street purposes recorded June 07, 2007 as Fee No. 2007 063003. AND ALSO, EXCEPTING THEREFROM that portion described on the Dedication Deed for road or street purposes recorded January 17, 2008 as Fee No. 2008 004472. PARCEL IV: The West 260 feet of the following described tract of land situated in Section 14, Township 2 South, Range 1 West, of the Willamette Meridian, in the City of Tigard, County of Washington and State of Oregon: Beginning at a point 30 rods South of the Northeast corner of said Section 14; thence West 53 1/3 rods; thence South 36 rods; thence East 53 1/3 rods; thence North 36 rods to point of beginning. PARCEL V: The West 260 feet of the following described tract of land situated in Section 14, Township 2 South, Range 1 West, of the Willamette Meridian, in the City of Tigard, County of Washington and State of Oregon: Beginning at a point 66 rods South of the Northeast corner of said Section 14; thence West 53 1/3 rods; thence South 24 rods; thence East 53 1/3 rods; thence North 24 rods to point of beginning. NOTE: This legal description was created prior to January 1, 2008. Printed On: 1/26/2016,10:44 AM Requester: JKW Page: 1 First American Title Company of Oregon 121 SW Morrison Street, Suite 300 Portland, OR 97204 Phone: (503)222-3651 / Fax: (877)242-3513 PR:NWEST Ofc:7019 (1011) Final Invoice To:Tigard-Tualatin School District 23J 6960 SW Sandburg Street Tigard, OR 97223 Invoice No.:1011 -7019141799 Date:09/01/2017 Our File No.:7019-2931751 Title Officer:Jenny White Escrow Officer: Customer ID:6959356 Attention:Sarah Mehrabzadeh Liability Amounts Owners: Your Ref.:Lenders: RE:Property: 16300 SW 92nd Avenue, Tigard, OR 97224 Buyers:School District 23J, Washington County, Oregon Sellers: Description of Charge Invoice Amount Report: Lot Book $500.00 INVOICE TOTAL $500.00 Comments: Thank you for your business! To assure proper credit, please send a copy of this Invoice and Payment to: Attention: Accounts Receivable Department PO Box 31001-2266 Pasadena, CA 91110-2266 Reference Parcel Number 2S114AA 00100 Tigard High School Tigard, Oregon Resubmittal: February 1, 2018 An Application for: Conditional Use Permit Planned Development Discretionary Urban Forestry Plan Review Option Adjustments Applicant: Tigard Tualatin School District Agent: Day CPM 12745 SW Beaverdam Road, #120 Beaverton, OR 97005 Phone: 559 907-1012 Contact: Sue Rice srice@daycpm.com Prepared by: Cardno 6720 SW Macadam Avenue, Suite 200 Portland, Oregon 97219 Phone: 503-419-2500 Contact: Kevin Brady kevin.brady@cardno.com PAGE INTENTIONALLY LEFT BLANK Tigard High School CUP, Planned Development, Urban Forestry Plan Review, Adjustments Cardno Re-submitted February 1, 2018 TABLE OF CONTENTS TABLE OF CONTENTS..................................................................................................4 I. INTRODUCTION ........................................................................................................1 GENERAL INFORMATION ....................................................................................................1 SUMMARY OF PROPOSAL ..................................................................................................2 SURROUNDING USES ..........................................................................................................3 II. CITY OF TIGARD –TITLE 18 COMMUNITY DEVELOPMENT CODE .....................4 18.300 LAND USE DECISIONS.............................................................................................4 Chapter 18.330 Conditional Use .....................................................................................................4 Chapter 18.350 Planned Developments .........................................................................................8 18.350.020 Process ...................................................................................................................................................... 8 18.350.020 Administrative Provisions ........................................................................................................................... 9 18.350.040 Concept Plan Submission Requirements ................................................................................................. 11 18.350.050 Concept Plan Approval Criteria ................................................................................................................ 13 18.350.060 Detailed Development Plan Submission Requirements ........................................................................... 14 18.350.070 Detailed Development Plan Approval Criteria .......................................................................................... 16 18.360.030 Approval Process ..................................................................................................................................... 22 Chapter 18.370 Variances and Adjustments ................................................................................23 Chapter 18.390 Decision-Making Procedures .............................................................................25 18.390.020 Description of Decision-Making Procedures ............................................................................................ 25 18.390.040 Type III Procedure .................................................................................................................................... 26 Chapter 18.510 Residential Zoning Districts ...............................................................................27 18.520.020 List of Zoning Districts .............................................................................................................................. 27 18.700 SPECIFIC DEVELOPMENT STANDARDS ...................................................................28 Chapter 18.705 Access, Egress, and Circulation........................................................................28 18.705.020 Applicability of Provisions .............................................................................................................................. 28 18.705.030 General Provisions ................................................................................................................................... 29 Chapter 18.725 Environmental Performance Standards ............................................................32 18.725.020 General Provisions ................................................................................................................................... 32 18.725.030 Performance Standards ........................................................................................................................... 33 Chapter 18.745 Landscaping and Screening ..............................................................................34 18.745.030 General Provisions ................................................................................................................................... 34 18.745.040 Street Tree Standards .............................................................................................................................. 35 18.745.050 Buffering and Screening ........................................................................................................................... 36 18.745.020 Applicability ................................................................................................................................................... 36 Chapter 18.755 Mixed Solid Waste and Recyclable Storage .....................................................42 18.755.040 Methods of Demonstrating Compliance ................................................................................................... 42 18.755.050 Location, Design and Access Standards for Storage Areas .................................................................... 43 Tigard High School CUP, Planned Development, Urban Forestry Plan Review, Adjustments Cardno Re-submitted February 1, 2018 Chapter 18.765 Off-Street Parking and Loading Requirements ................................................45 18.765.030 General Provisions ................................................................................................................................... 45 18.765.040 General Design Standards ....................................................................................................................... 46 18.765.050 Bicycle Parking Design Standards ........................................................................................................... 49 18.765.070 Minimum and Maximum Off-Street Parking Requirements ...................................................................... 51 18.780 Signs...................................................................................................................................52 18.780.020 Permits Required ...................................................................................................................................... 52 18.780.030 Permit Approval Process .......................................................................................................................... 52 18.780.085 Sign Measurement ................................................................................................................................... 52 18.780.130 Zoning District Regulations ...................................................................................................................... 52 Chapter 18.790 Urban Forestry Plan ............................................................................................52 18.790.030 Urban Forestry Plan Requirements .......................................................................................................... 52 18.790.040 Discretionary Urban Forestry Plan Review Option ................................................................................... 53 18.790.050 Flexible Standards for Tree Planting and Preservation ............................................................................ 56 18.790.060 Urban Forestry Plan Implementation ........................................................................................................ 56 Chapter 18.795 Visual Clearance Areas.......................................................................................56 18.795.030 Visual Clearance Requirements ............................................................................................................... 56 18.795.040 Computations ........................................................................................................................................... 56 18.800 STREET AND UTILITY IMPROVEMENT STANDARDS ...................................................57 Chapter 18.810 Street and Utility Improvement Standards .......................................................57 18.810.020 General Provisions ................................................................................................................................... 57 18.810.050 Easements ............................................................................................................................................... 58 18.810.070 Sidewalks ................................................................................................................................................. 59 18.810.090 Sanitary Sewers ....................................................................................................................................... 60 18.810.100 Storm Drainage ........................................................................................................................................ 61 18.810.110 Bikeways and Pedestrian Pathways ........................................................................................................ 61 18.810.120 Utilities ...................................................................................................................................................... 61 III. Conclusion ..............................................................................................................63 Tigard High School CUP, Planned Development, Urban Forestry Plan Review, Adjustments Cardno Re-submitted February 1, 2018 EXHIBITS Exhibit A Master Land Use Application Exhibit B Title Documents Exhibit C County Assessor’s Map Exhibit D Pre-application Conference Notes Exhibit E Neighborhood Meeting Documents Exhibit F Written Summary and Narrative Exhibit G Impact Study Exhibit H Service Provider Letter (CWS) Exhibit I Geotechnical Report Exhibit J Preliminary Storm Water Report Exhibit K Urban Forestry Plan Supplemental Report Exhibit L Traffic Report Exhibit M Preliminary Sight Distance Certification Exhibit N Plan Set (reduced size) Exhibit O Architectural Elevations Exhibit P Franchise Hauler Letter Exhibit Q Concept Plan Exhibit R Photometric Materials Exhibit S Energy Report Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 1 Cardno Re-submitted: February 1, 2018 I.INTRODUCTION GENERAL INFORMATION Applicant:Tigard Tualatin School District Agent: Day CPM 12745 SW Beaverdam Road, #120 Beaverton, OR 97005 Phone: 559 907-1012 Contact: Susan Rice srice@daycpm.com Applicant’s Representative: Cardno 6270 SW Macadam Avenue,Suite 200 Portland, Oregon 97219 (503) 419-2500 phone Contact:Kevin Brady Email: kevin.brady@cardno.com Tax Lot Information:Tax Map 25114AA, Tax Lot 100 Site Address:9000 SW Durham Road, Tigard, OR 97224 Lot Area: Current Zoning District: 43.2 acres R-4.5 (Low Density Residential) Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 2 Cardno Re-submitted: February 1, 2018 SUMMARY OF PROPOSAL Project Description –The applicant,Tigard-Tualatin School District,proposes both new construction and renovation at Tigard High School. Tigard High School was originally built on the site in 1952 and has been a longstanding community landmark ever since. Over the years, the high school has been remodeled and expanded.As the student population increased over the years, these facility improvements occurred in an irregular manner. Building additions and demolition projects were built in all available spaces. Outdated mechanical, lighting, and electrical systems were replaced as needed, resulting in a patched system of utility upgrades that proved inadequate and undependable as demand increased.It is time once again for the high school to be updated to meet the needs of a 21st century learning environment, and to improve some of the amenities on the site, but this redevelopment will be more comprehensive than many of the past improvements. There will be no student capacity increase with the proposed redevelopment. The current enrollment is 1955 students, and after the proposed redevelopment the student capacity is projected to stay at 2000 students. The current high school encompasses 229,129 square feet of building.After the redevelopment proposed by this application, the high school will be approximately 257,116 square feet. Specifically, the proposed redevelopment includes additional building square footage of approximately 27,987 square feet that is primarily associated with the north wing addition. The existing 229,129 square-foot education building complex that constitutes the high school campus is used for classrooms, administration offices, PE/Athletic areas (including gym space) and other common areas. Other areas associated with the buildings include on-site parking, connective walkways and landscaping. The renovation and new construction includes remodeling portions of the existing high school building, reconfiguration of parking and circulation areas, additional landscaping and redevelopment of outdoor plaza areas and new construction of approximately 40% of the existing building. Although there will be significant reconstruction and remodeling of the buildings and associated commons areas, it is important to note that all of the redevelopment will take place within the existing building and associated develop footprints. Primary considerations for the new replacement building to Tigard High School is consolidation of facilities and programs, improved wayfinding and to bring more natural light through a courtyard. Centered directly north of the courtyard is a new Commons, enlarged to better accommodate the student body.Surrounding the Commons are the existing Gymnasium, new building support, and a kitchen facility on the west. The replacement space for Counseling, restrooms, and the Career Placement Center occurs on the east. North of the Commons is a two- story classroom and administration wing forming a new academic entrance to the school, parallel to Durham Street. Adjacent to a new administration and classroom wing is the new building entrance. The second story of this wing is comprised of classrooms linked to the Commons below by a learning stair and seating area.South of the Commons area will be a new CTE (Career Training Education) wing, replacing existing classrooms scattered amongst the oldest portions of the existing building (1953) and additions to the Auto Shop building. The property is zoned R-4.5, which permits a school as a Conditional Use. The applicant is also submitting a Concept Plan as part of a Planned Development application. The Land Use Approval Requests are for a Type III Conditional Use Permit (CUP), Type III Planned Development, Discretionary Urban Forestry Plan Review Option and Adjustments for bicycle parking, driveway spacing and street standards. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 3 Cardno Re-submitted: February 1, 2018 SURROUNDING USES Table A:SURROUNDING LAND USE Location Zoning Designation Land Use North R-4.5, R-12 Household living East I-P Industrial South R-12 Household living West R-4.5 Household living Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 4 Cardno Re-submitted: February 1, 2018 II.CITY OF TIGARD –TITLE 18 COMMUNITY DEVELOPMENT CODE 18.300 LAND USE DECISIONS CHAPTER 18.330 CONDITIONAL USE 18.330.020 Approval Process A. Initial applications. A request for approval for a new conditional use shall be processed as a Type III-HO procedure,as regulated by Chapter 18.390.050, using approval criteria contained in 18.330.030.A and subject to other requirements in this chapter. B. Major modification of approved or existing conditional use. 1. An applicant may request approval of modification to an approved plan by: 2. The director shall determine that a major modification(s) has resulted if one or more of the changes listed below have been proposed: c. A change in the type and/or location of access ways and parking areas where off-site traffic would be affected; 3. Upon the director determining that the proposed modification to the conditional use plan is a major modification, the applicant shall submit a new application in accordance with Section 18.390.050. Response:Previous land use cases have established the current use and development as an existing conditional use. The existing floor area of the high school campus building is approximately 229,129 square feet.The proposed total development includes a final floor area of approximately 257,116 square feet.This increase of 27,987 square feet is approximately 12%of the existing building square footage,therefore the 10% threshold for a Major Modification is exceeded under 18.330.020.B.2.d. In addition, changes are being made to access,site circulation, and parking areas where off-site traffic may be affected, so this application is likely also a major modification under 18.330.020.B.2.C. The applicant would note that any impacts from these changes to off-site traffic will be an improvement over existing conditions, but it will likely effect a change, nevertheless. In addition, the applicant is also applying for a Planned Development, which is reviewed under the Type III application procedures. Therefore, the applicant is submitting a Type III application for this development proposal. E. Approval period. Conditional use approval by the hearings officer shall be effective for a period of 1-1/2 years from the date of approval. The conditional use approval by the hearings officer shall lapse if: 1. Substantial construction of the approved plan has not begun within a 1-1/2 year period; or 2. Construction on the site is a departure from the approved plan. Response:The applicant intends to apply for public facility and/or building permits either during or after land use approval, with construction of the project to begin after receiving land use approval. The proposed construction start date is June 2018. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 5 Cardno Re-submitted: February 1, 2018 18.330.030 Approval Standards and Conditions of Approval A. Approval standards. The hearings officer shall approve, approve with conditions, or deny an application for a conditional use or to enlarge or alter a conditional use based on findings of fact with respect to each of the following criteria: 1. The site size and dimensions provide adequate area for the needs of the proposed use; Response:The use on the site has been a high school for over 65 years and the use is not changing. The site has always been able to accommodate the high school use and will continue to do so after the proposed redevelopment. The overall proposed project development area is 257,116 square feet (approximately 5.9 acres) and the overall site size is 1,881,792 square feet (approximately 43.2 acres). This equates to approximately 13.7% of the overall site needed for the proposed development area and associated school use. The proposed use requires 423 parking spaces and 495 spaces are provided.The parking includes all required landscaping and screening, as well as pedestrian connections and vehicle accessways.Therefore, the size of the site is more than adequate to accommodate the needs of the proposed use. 2. The impacts of the proposed use of the site can be accommodated considering size, shape, location, topography, and natural features; Response:The overall proposed project development area is 257,116 square feet (approximately 5.9 acres) and the overall site size is 1,881,792 square feet (approximately 43.2 acres). This equates to approximately 13.7% of the overall site needed for the proposed development area and associated school use. The proposed increase in floor area is approximately 12% beyond the existing floor area.The proposed development is located on an existing developed site that is relatively uniform in shape as a square or rectangle and is served by adjacent streets and utilities. The site has been used as a high school in a residential neighborhood since 1952. Therefore, the size, shape and location of the site is more than adequate to accommodate the relatively minor impacts of the proposed use.The site slopes from the northwest to the southeast, with some grading or cut/fill required.There are no significant natural features on or adjacent to the overall site.No significant amount of additional traffic will be generated from the campus redevelopment,with no additional trips anticipated. All required parking for the school use is provided on the existing site through the proposed parking lot areas. 3. All required public facilities have adequate capacity to serve the proposal; Response:All required public facilities currently serve the high school use on the site, including water, sanitary sewer and transportation facilities. The applicant proposes to dedicate to the City an additional 6 feet of land along the frontage with SW 92nd Avenue to increase the total right-of-way width from 60 to a tapered dimension of 62 to 66 feet. SW 92nd Avenue is classified as a Neighborhood Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 6 Cardno Re-submitted: February 1, 2018 Route with bike lanes and no parking, which requires 58 feet of right-of-way from center line.Sidewalks exist along the east side of SW 92nd Avenue and the applicant proposes to construct a 6-foot wide curb-tight sidewalk along the back of existing curb. There is an existing, on-site 8-inch public sanitary sewer line flowing northeast along the south side of the campus building that will continue to serve the existing and newly renovated buildings. Fire flow analysis indicates adequacy of flow, with 4 public hydrants along Durham Road and 2 private hydrants on-site proposed to serve the site. A new storm water management system is also proposed to collect and convey runoff from the existing and new development in compliance with the City of Tigard and Clean Water Services (CW S) Design & Construction Standards.There are three (3)existing discharge locations for runoff from the site. One location and connection is to the 12-inch public storm line in SW 92nd Avenue, west of the site. The second location and connection leaves the school site at the southern property line, connecting to a 15-inch public storm line flowing west and then south through an easement in the SW Waverly Drive subdivision, discharging into Cook Park. The third discharge location is on the east side of the property, connecting to a 12-inch public storm line in SW 85th Avenue. The proposed stormwater facilities will include stormwater planters to treat roof runoff, and storm filter vaults and catch basins to treat west and east parking lots, respectively. 4. The applicable requirements of the zoning district are met except as modified by this chapter; Response:All applicable requirements of the underlying R-4.5 zoning district are met, through both the Conditional Use approval criteria and the associated Site Development Review standards, which are addressed below.However, Adjustments for bicycle parking, driveway spacing and street standards are requested in this application and are addressed below. 5. The applicable requirements of Section 18.330.050; and Response:The applicable requirements of Section 18.330.050 are the Additional Development Standards for Conditional Use Types, with specific requirements listed in Subsection 7. Schools. These standards are addressed below. 6. The supplementary requirements set forth in other chapters of this code, including, but not limited to, Chapter 18.780, Signs; Chapter 18.745, Landscaping and Screening; Chapter 18.790, Urban Forestry Plan; and Chapter 18.360, Site Development Review, if applicable, are met. Response:The supplementary requirements set forth in the other chapters of this code, including, but not limited to, Chapter 18.780, Signs; Chapter 18.745, Landscaping and Screening; Chapter 18.790, Urban Forestry Plan; and Chapter 18.360, Site Development Review (as applicable) are addressed below. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 7 Cardno Re-submitted: February 1, 2018 18.330.040 Additional Submission Requirements A. In addition to the submission requirements required in Chapter 18.390, Decision- Making Procedures, an application for conditional use approval must include the following additional information in graphic, tabular and/or narrative form. The director shall provide a list of the specific information to be included in each of the following: 1. Existing site conditions; 2. A site plan; 3. A grading plan; 4. A landscape plan; 5. An urban forestry plan consistent with Chapter 18.790; 6. Architectural elevations of all structures; and 7. A copy of all existing and proposed restrictions or covenants. Response:As part of the application package for this Conditional Use application, the following items have been submitted: an existing site conditions plan; a site plan; a grading plan; a landscape plan; an urban forestry plan consistent with Chapter 18.790; architectural elevations of all structures; and a copy of all existing and proposed restrictions or covenants as part of the title report. 18.330.050 Additional Development Standards for Conditional Use Types A. Concurrent variance application(s). A conditional use permit shall not grant variances to the regulations otherwise prescribed by this title. A variance application(s) may be filed in conjunction with the conditional use application and both applications may be heard at the same hearing. B. Additional development standards. The additional dimensional requirements and approval standards for conditional use are as follows: 7. Schools: a. There shall be no minimum lot size requirements for schools other than what is required for the applicable zoning district; b. Setbacks: i. The front yard setback shall be a minimum of 30 feet; ii. On corner lots and through lots, the setback shall be a minimum of 20 feet on any side facing a street, plus meet visual clearance areas, Chapter 18.795; iii. The side yard setback shall be a minimum of 20 feet; and iv. The rear yard setback shall be a minimum of 30 feet. Response:The proposed development was designed to insure that all applicable front, side and rear setbacks are substantially met. The proposed renovations to Tigard High School include a minimum 20-foot front setback along SW Durham Road and a minimum 20-foot side setback along SW 92nd Avenue. All of the school buildings that are part of this renovation and addition project are also over 30 feet from any applicable side and rear setbacks to the east and to the south. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 8 Cardno Re-submitted: February 1, 2018 CHAPTER 18.350 PLANNED DEVELOPMENTS 18.350.020 Process A.Applicable in all zones. The planned development designation is an overlay zone applicable to all zones. An applicant may elect to develop the project as a planned development, in compliance with the requirements of this chapter, or in the case of a commercial or industrial project an approval authority may apply the provisions of this chapter as a condition of approving any application for the development. Response:The applicant is electing to develop the project as a planned development in the R4.5 zone in compliance with the requirements of this Chapter, as addressed below. B.Elements of approval process. There are three elements to the planned development approval process, as follows: 1. The approval of the planned development concept plan; 2. The approval of the detailed development plan; and 3. The approval of the planned development overlay zone. Response:The applicant is applying for approval of all three elements of the approval process: the concept plan; the detailed development plan; and overlay zone. The overall application is a combined application, including the conditional use and adjustment applications. C.Decision-making process. 1. The concept plan shall be processed by means of a Type III-PC procedure, as governed by Section 18.390.050, using approval criteria contained in Section 18.350.050. 2. The detailed development plan shall be reviewed by a means of a Type III-PC procedure, as governed by Section 18.390.050, to ensure that it is substantially in compliance with the approved concept plan. 3. The planned development overlay zone will be applied concurrently with the approval of the detailed plan. 4. Applicants may choose to submit the concept plan and detailed plan for concurrent review subject to meeting all of the approval criteria for each approval. All applicants are advised that the purpose of separating these applications is to provide them clear direction in developing the detailed plans. Rejection of the concept plan will result in a corresponding rejection of the detailed development plan and overlay zone. 5. In the case of an existing planned development overlay zone, once construction of the detailed plan has been completed, subsequent applications conforming to the detailed plan shall be reviewed under the provisions required in the chapter which apply to the particular land use application. Response:The applicant is proposing that both the concept plan and detailed development plan both be reviewed under the Type III-PC procedure under the applicable criteria of each, with acknowledgment that the overlay zone will be applied concurrently with the detailed development plan.No subdivision is involved with this application. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 9 Cardno Re-submitted: February 1, 2018 D.Concurrent applications for concept plan and detailed plan. In the case of concurrent applications for concept plan and detailed development plan, including subdivision applications, the applicant shall clearly distinguish the concept from the detailed plan. The Planning Commission shall take separate actions on each element of the planned development application (i.e., the concept approval must precede the detailed development approval); however each required action may be made at the same hearing. (Ord. 06-16) Response:The applicant is proposing a combined application that includes both the concept plan and detailed development plan, and is proposing that both be reviewed under the Type III-PC procedure under the applicable criteria of each. The applicant has provided a separate Concept Plan in Exhibit Q. The detailed development plan is part of the overall detailed plan set that covers the Conditional Use and Planned Development applications. The plan set includes a site plan, existing conditions plan, grading plan, and utility plan. See Plan Set, Exhibit N for details. 18.350.020 Administrative Provisions A.Time limit on filing of detailed development plan. The concept plan approval expires after 1-1/2 years unless an application for detailed development plan and, if applicable, a preliminary plat approval or request for extension is filed. Action on the detailed development plan shall be taken by the Planning Commission by means of a Type III- PC procedure, as governed by Section 18.390.050, using approval criteria in Section 18.350.070. Response:The concept plan and detailed development plan are being reviewed concurrently, therefore, this standard is not applicable. B. Zoning map designation. The planned development overlay zone application shall be concurrently approved if the detailed development plan is approved by the Planning Commission. The zoning map shall be amended to indicate the approved planned development designation for the subject development site. The approval of the planned development overlay zone shall not expire. Response:The applicant acknowledges the concurrent approval of the planned development overlay as part of detailed development plan approval. C.Extension. The director shall, upon written request by the applicant and payment of the required fee, grant an extension of the approval period not to exceed one year provided that: Response:The applicant is not proposing nor requesting a grant for an extension of the approval period. D. Phased development. 1. The commission shall approve a time schedule for developing a site in phases, but in no case shall the total time period for all phases be greater than seven years without reapplying for conceptual development plan review. 2. The criteria for approving a phased detail development plan proposal are that: a. The public facilities shall be constructed in conjunction with or prior to each phase; and Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 10 Cardno Re-submitted: February 1, 2018 b. The development and occupancy of any phase shall not be dependent on the use of temporary public facilities. A temporary public facility is any facility not constructed to the applicable city or district standard. Response:The applicant is proposing an overall construction phasing of the project. The overall scope of the project identified in this application will primarily be constructed in three phases.The scope of the project includes the addition/renovation of Tigard High School. The project also includes overall infrastructure site improvements within the site and Public Facility Improvements (PFI), as well as minor off-site improvements such as utility extensions, new bike lanes, striping, curbing and sidewalk. The current Phasing Plan is as follows: Phase 1:Construction of new bus driveway along Durham Road;selective abatement and demolition of a portion of the existing building near the Auto Shop building and the new Admin/Classroom wing; construction of new Administration /Classroom /Entry Wing (on the North side of the building); remodel of Auto Shop Building; and construction of a new CTE (career training education) wing adjacent to Auto Shop Building. Estimated dates: June 2018 through May 2019. Phase 2:Selective abatement and demolition of the remaining portions of the existing oldest parts of the school (west side) including the existing Commons area and construction of new Commons, PE/Athletic facilities and new Auxiliary Gym. Estimated dates: June 2019 through May 2020. Phase 3:Demolition of existing stand alone “Small Gym” building, tennis courts and west parking lot; redevelopment of parking lot including new driveways, circulation, storm water treatment and pedestrian pathways. Estimated dates: June 2020 through August 2020. Note: Phasing will be modified as needed to address additional information about infrastructure, utilities, school classroom needs, safety and access. E.Substantial modifications to concept plan. If the Planning Commission finds that the detailed development plan or preliminary plat does not substantially conform to the concept plan, a new concept plan shall be required. Response:The applicant is proposing that both the concept plan and detailed development plan both be reviewed under the Type III-PC procedure under the applicable criteria of each, with acknowledgment that the overlay zone will be applied concurrently with the detailed development plan. The detailed development plan is in substantial conformance with the Concept Plan. See Plan Set, Exhibit N, and Concept Plan, Exhibit Q to compare and contrast the detailed development plan with the concept plan and associated conformance. F.Noncompliance.Noncompliance with an approved detailed development plan shall be a violation of this chapter. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 11 Cardno Re-submitted: February 1, 2018 Response:The detailed development plan is in substantial conformance with the Concept Plan. See Plan Set, Exhibit N, and Concept Plan, Exhibit Q to compare and contrast the detailed development plan with the concept plan and associated conformance. G.Issuance of occupancy permits.The development shall be completed in accordance with the approved detailed development plan including landscaping and recreation areas before any occupancy permits are issued. However, when the director determines that immediate execution of any feature of an approved detailed development plan is impractical due to climatic conditions, unavailability of materials, or other temporary conditions, the director shall, as a precondition of the issuance of a required permit, require the posting of a performance bond or other surety to secure execution of the feature at a time certain not to exceed one year. (Ord. 06-16) Response:The applicant acknowledges the requirement to complete all development in accordance with the approved detail development plan, with the potential of a performance bond being required if execution is impractical due to the reasons indicated in this standard. 18.350.040 Concept Plan Submission Requirements A.General submission requirements.The applicant shall submit an application containing all of the general information required for a Type III-PC procedure, as governed by Section 18.390.050 and the additional information required by subsection B of this section. In addition, the applicant shall submit the following: 1. A statement of planning objectives to be achieved by the planned development through the particular approach proposed by the applicant. This statement should include: a. A description of the character of the proposed development and the rationale behind the assumptions and choices made by the applicant; Response:The proposed development is a major re-development of an existing school campus, with some additions. The campus character of the development will be retained, with an intention of providing a more robust pedestrian network that provides greater access to/from the school campus in relation to the adjacent neighborhood and vehicle areas. The applicant team has incorporated elements of the Safe Routes to School Program to insure this pedestrian network provides the type of facility envisioned within the program. The buildings proposed will be modern and reflective of the needs of a modern school campus, including renovation and expansion of both indoor and outdoor common areas.The proposed vehicle access and circulation system proposed will provide for an enhanced level of efficiency and safety for vehicles, buses, bicycles and pedestrians. b. An explanation of the architectural style, and what innovative site planning principles are utilized including any innovations in building techniques that will be employed; Response:The property that the Tigard High School occupies slopes slightly from the northwest portion of the property, generally sloping south and east towards the south and southeast portions of the site.The design for the redeveloped campus nestles the buildings into the natural slope of the site within the same building envelope as currently exists. The courtyard in the center of the new project will be enhanced for use by students and allow for drainage and erosion control. The Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 12 Cardno Re-submitted: February 1, 2018 courtyard will follow the slope of the land terracing down the 7’ of grade change with paved areas approximately 600 SF each at top and bottom of slope.Using the upper area of the courtyard near the Commons as an outdoor eating area expand the patio to 1200 SF with fixed furnishings. Additionally, the new Auxiliary Gym, which will replace the existing “Small Gym” building on the West side of the main school building, is sited so that the floor level of the gym along with adjacent locker rooms are at grade with the lower level of the site (7’-0” from the front entry/main floor). Access to this gym is from a new Athletics Lobby and the Commons on the main level of the building. Bleachers will step down to the lower level. Overall, the new and redeveloped portions of Tigard High School campus have been designed to feel like a campus and to employ similar materials, textures and colors. Windows, sun shades and roof overhangs are used to break down scale. There is a strong emphasis on student experience and scale through the site and into the buildings.See Exhibit O, Architectural Elevations, for more detail and reference. c. An explanation of how the proposal relates to the purposes of the planned development chapter as expressed in Section 18.350.010; and Response:The purposes of Section 18.350.010 are primarily intended for residential planned developments, with an overall purpose of providing flexibility to development standards so that density goals can be achieved along with innovative design and appropriate levels of open space or natural area.The proposed development does not include any residential component,however, some of the purposes are applicable to the proposed school campus. The school is a conditional use and is presumed to be consistent with most applicable aspects of the Comprehensive Plan through implementation and compliance with the applicable use and development regulations in the Tigard Development Code.In addition, the campus will continue to provide significant open space and outdoor recreation opportunities as a benefit to the local community. The proposal also includes a modern architectural building and additional buffering and landscaping that will add to the overall character of the neighborhood. d. An explanation of how the proposal utilized the “Planning Commissioner’s Toolbox.” Response:The applicant and staff were unable to locate this document, therefore, this document was not considered in the applicant’s statement of planning objectives. 2. A general development schedule indicating the approximate dates when construction of the planned development and its various phases are expected to be initiated and completed. Response:A general phasing plan and development schedule has been provided. See Phasing Schedule, above, in Section 18.350.20.D. 3. A statement of the applicant’s intentions with regard to the future selling or leasing of all or portions of the planned development. In the case where a residential subdivision is proposed, the statement shall include the applicant’s intentions whether the applicant will build the homes, or sell the lots to other builders. Response:The applicant has indicated there is no intention of leasing or selling any portion of the planned development at this time, or in the future. C.Allowable uses. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 13 Cardno Re-submitted: February 1, 2018 1. In residential zones. In all residential zones, an applicant with a planned development approval may develop the site to contain a mixture of uses subject to the density provisions of underlying zone and the density bonus provisions of 18.350.070.A.3.c. Response:The site is in a residential zone. However, no residential development is proposed, therefore, regulations related to housing density are not applicable to the proposal. 18.350.050 Concept Plan Approval Criteria A.The concept plan may be approved by the commission only if all of the following criteria are met: 1. The concept plan includes specific designations on the concept map for areas of open space, and describes their intended level of use, how they relate to other proposed uses on the site, and how they protect natural features of the site. Response:The Concept Plan in Exhibit Q indicates the existing, substantial areas of open space that will be continue to be used primarily for outdoor recreation and “active use facilities”, such as sports fields, playground equipment, hard and soft surface pathways and restrooms.These types of facilities are specifically designated for the school campus and the associated student activities. There are no substantial natural features on the site, therefore, no protection is required nor applicable. 2. The concept plan identifies areas of trees and other natural resources, if any, and identifies methods for their maximized protection, preservation, and/or management. Response:The applicant has submitted a Tree Preservation and Protection Plan, Arborist Supplemental Report and Landscape Plans as part of the application package. In addition, the Concept Plan identifies those areas where landscape and buffer areas are proposed for preservation or as new landscape buffer areas. 3. The concept plan identifies how the future development will integrate into the existing neighborhood, either through compatible street layout, architectural style, housing type, or by providing a transition between the existing neighborhood and the project with compatible development or open space buffers. Response:The proposal is for redevelopment of an existing use and associated development. The high school has been on the site since 1952, and most of the surrounding development came after the high school. The appearance of the new construction will be compatible with the remaining portions of the existing high school, which has always been the dominant feature of the area. There is an existing residential area to the north, across Durham Road, and those houses are behind a fence along Durham Road. There is also residential to the west, across 92nd Ave., with driveways and front doors facing 92nd Avenue.No new streets are required and none are proposed. Some off-site right-of-way improvements are proposed that will provide greater efficiency, connectivity and safety for pedestrians, bicyclists, vehicles and buses, including on-site multi-modal design of vehicle access and circulation. In addition, the applicant proposes robust landscape buffers along much of the perimeter of the school campus. See Concept Plan, Exhibit Q. 4. The concept plan identifies methods for promoting walkability or transit ridership, such methods may include separated parking bays, off street walking paths, shorter pedestrian routes than vehicular routes, linkages to or other provisions for bus stops, etc. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 14 Cardno Re-submitted: February 1, 2018 Response:The Concept Plan identifies a substantial network of pedestrian pathways, including access and connection points with the adjacent neighborhood. This pedestrian network includes safe and efficient hard and soft pathways. Transit is not available to serve the site at this time, with the nearest transit stop over a mile away. 5. The concept plan identifies the proposed uses, and their general arrangement on site. In the case of projects that include a residential component, housing type, unit density, or generalized lot sizes shall be shown in relation to their proposed location on site. Response:This component primarily addresses residential development, which is not part of this proposal. However, the Concept Plan does identify clearly the proposed building locations, proposed uses and general arrangement on the site. 6. The concept plan must demonstrate that development of the property pursuant to the plan results in development that has significant advantages over a standard development. A concept plan has a significant advantage if it provides development consistent with the general purpose of the zone in which it is located at overall densities consistent with the zone, while protecting natural features or providing additional amenities or features not otherwise available that enhance the development project or the neighborhood. Response:The proposed concept plan and planned development will allow for a slight increase in height at certain portions of the site. The maximum height proposed is 40’feet. This flexibility in site design will allow the buildings to slightly increase their bulk and mass so that the open space portions of the site can be substantially preserved. The increase in bulk and mass are less than 15%of the overall existing building bulk and mass. 18.350.060 Detailed Development Plan Submission Requirements A. General submission requirements. The applicant shall submit an application containing all of the general information required for a Type III-PC procedure, as governed by Section 18.390.050, the additional information required by 18.350.040.B and the approval criteria under Section 18.350.070. Response:The applicant has submitted an application package containing all of the general information required for a Type III-PC procedure, as governed by Section 18.390.050, the additional information required by 18.350.040.B and the approval criteria under Section 18.350.070. B. Additional information. In addition to the general information described in subsection A of this section, the detailed development plan, data, and narrative shall include the following information: 1. Contour intervals of one foot, unless otherwise approved by the director, and spot elevations at breaks in grade, along drainage channels or swales, and at selected points, as needed. Response:A topographic map and Existing Conditions Plan have been submitted as part of this application package. See Plan Set, Exhibit N. 2. A specific development schedule indicating the approximate dates of construction activity, including demolition, tree protection installation, tree removal, ground breaking, grading, public improvements, building construction, and landscaping for each phase. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 15 Cardno Re-submitted: February 1, 2018 Response:A general phasing plan and development schedule has been provided. See Phasing Schedule, above, in Section 18.350.20.D. 3. A copy of all existing and/or proposed restrictions or covenants. Response:A copy of all existing and/or proposed restrictions or covenants has been provided with the Title Report. See Exhibit B. C. Compliance with specific development standards. The detailed development plan shall show compliance with base zone provisions, with the following modifications: 1. Lot dimensional standards. The minimum lot depth and lot width standards shall not apply. There shall be no minimum lot size except that lots on the perimeter of the project shall not be less than 80% of the minimum size required in the base zone. Response:The proposal does not involve any changes to lot width or depth, though those standards do not apply. 2. Site coverage. The maximum site coverage is 80%, except in the IP zone where the maximum site coverage shall be 75%. Site coverage includes all buildings and impervious surfaces such as streets and sidewalks. Response:The overall site coverage for the campus is approximately 13%, therefore, this standard is met. 3. Building height. In residential zones, any increase in the building height above the maximum in the base zone will require that the structure be set back from the perimeter of the site a distance of at least 1-1/2 times the height of the building. Response:The proposal includes slight increases in building height above the 30-foot maximum identified in the base zone. The highest point of the Tigard High School structure that is part of this proposal is 40’as shown on the north, south and west elevations. Measurements are from ground level up to top of parapet, and mechanical screens are not included in the measurement.The proposed maximum building heights are identified in the Site Plan and Grading Plan in Exhibit N, as well as the Elevations in Exhibit O. 4. Structure setback provisions: a. Setbacks for structures on the perimeter of the project shall be the same as that required by the base zone unless otherwise provided by Chapter 18.360; b. The setback provisions for all setbacks on the interior of the project shall not apply except that: i. All structures shall meet the Uniform Building and Fire Code requirements; ii. A minimum front yard setback of 20 feet is required for any garage structure which opens facing a street. This setback may be reduced for rear or side loaded garages, if specified on the detailed plan and proper clearances for backing movements are accounted for; iii. A minimum front yard setback of eight feet is required for any garage opening for an attached single-family dwelling facing a private street as long as the required off-street parking spaces are provided. This setback may be reduced for rear or side loaded garages, if specified on the detailed plan and proper clearances for backing movements are accounted for. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 16 Cardno Re-submitted: February 1, 2018 c. If seeking to modify the base zone setbacks, the applicant shall specify the proposed setbacks, either on a lot by lot, or project wide basis. The commission may require site specific building envelopes. Response:Again, the proposal includes slight increases in building height above the 30-foot maximum identified in the base zone. The building heights and associated setback distances are specifically identified in the Site Plan and Grading Plan in Exhibit N, as well as the Elevations in Exhibit O. No garages or residential development is proposed, therefore, the standards for garage setbacks are not applicable. Site specific building envelopes are indicated in the Concept Plan, Exhibit Q. 5. Other provisions of the base zone. All other provisions of the base zone shall apply except as modified by this chapter. (Ord. 12-09 §1; Ord. 06-16) Response:Besides the base zone height standard, all other provisions of the base zone are met. 18.350.070 Detailed Development Plan Approval Criteria A detailed development plan may be approved only if all the following criteria are met: A. The detailed plan is generally consistent with the concept plan. Minor changes from the concept plan do not make the detailed plan inconsistent with the concept plan unless: 1.The change increases the residential densities, increases the lot coverage by buildings or reduces the amount of parking; 2. The change reduces the amount of open space and landscaping; 3. The change involves a change in use; 4. The change commits land to development which is environmentally sensitive or subject to a potential hazard; and 5. The change involves a major shift in the location of buildings, proposed streets, parking lots, landscaping or other site improvements. Response:The Detailed Development Plan and Concept Plan are being submitted for review and approval as one application. The Detailed Development Plan is consistent with the Concept Plan, and no minor changes are proposed for the Detailed Development Plan.The Detailed Development Plan is essentially the Plan Set in Exhibit N. The Concept Plan is Exhibit Q. B. All the provisions of the land division provisions, Chapters 18.420, Partitions, and 18.430, Subdivisions, shall be met if applicable; Response:No partitions or subdivisions are proposed as part of this application. C. Except as noted, the provisions of the following chapters shall be utilized as guidelines. A planned development need not meet these requirements where a development plan provides alternative designs and methods, if acceptable to the commission that promotes the purpose of this chapter. In each case, the applicant must provide findings to justify the modification of the standards in the chapters listed below. The applicant shall respond to all the applicable criteria of each chapter as part of these findings and clearly identify where their proposal is seeking a modification to the strict application of the standards. For those chapters not specifically exempted, the applicant bears the burden of fully complying with those standards, unless a variance or adjustment has been requested. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 17 Cardno Re-submitted: February 1, 2018 Response:The applicant is proposing slight modifications to the height standard. The proposed height is 40 feet and the height maximum in the base zone of R-4.5 is 30 feet. This modification is allowed specifically through this Section of the Code and are addressed herein. 1. Chapter 18.360, Site Development Review. The provisions of Chapter 18.360, Site Development Review, are not applicable to planned development reviews. The detailed development plan review is intended to address the same type of issues as the site development review. Response:The provisions of Chapter 18.360, Site Development Review, are not applicable to planned development reviews. The applicant is not including Site Development Review as part of this application request, as the planned development review is intended to address the same site development standards and issues. 2. Chapter 18.705, Access, Egress and Circulation. The commission may grant an exception to the access standards, upon a demonstration by a professional engineer that the resulting access will not be detrimental to the public safety considering emergency vehicle needs, and provisions are provided for all modes of transportation using the site (vehicles, bicycles, pedestrians, and transit). Response:The applicant is not requesting an exception to the access standards, and based on the proposed design of site access and circulation for the campus, no exception is required. 3. Chapter 18.715, Density Computation and Limitations. Unless authorized below, density shall be governed by the density established in the underlying zoning district, using the minimum lot size established for that district. Where a project site encompasses more than one underlying zoning district, density shall be aggregated for each district, and may be allocated anywhere within the project site, as deemed appropriate by the commission. Response:The applicant is not proposing residential development, therefore, this Section regarding density calculations is not applicable. 4. Chapter 18.745, Landscaping and Screening. The commission may grant an exception to the landscape requirements of this title upon a finding that the overall landscape plan was prepared by a licensed landscape architect, provides for 20% of the net site area to be professionally landscaped, and meets the intent of the specific standard being modified. Response:The applicant is not proposing any exceptions to the landscape and screening requirements. 5. Chapter 18.765, Off-Street Parking and Loading Requirements. The commission may grant an exception to the off-street parking dimensional and minimum number of space requirements in the applicable zone if: a. The minimum number of parking spaces is not reduced by more than 10% of the required parking; and b. The application is for a use designed for a specific purpose which is intended to be permanent in nature, e.g., a nursing home, and which has a low demand for off-street parking; or c. There is an opportunity for sharing parking and there is wri tten evidence that the property owners are willing to enter into a legal agreement; or Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 18 Cardno Re-submitted: February 1, 2018 d. Public transportation is available to the site, and reducing the standards will not adversely affect adjoining uses; or e. There is a community interest in the preservation of particul ar natural features of the site which make it in the public interest to grant an exception to parking standards. Response:The applicant is not requesting an exception to any of the proposed parking standards. 6. Chapter 18.780, Signs. The commission may grant an exception to the sign dimensional requirements in the applicable zone if: a. The sign is not increased by more than 10% of the required applicable dimensional standard for signs; and b. The exception is necessary for adequate visibility of the sign on the property; and c. The sign will be compatible with the overall site plan, the structural improvements and with the structures and uses on adjoining properties. Response:The applicant is not requesting exceptions to the sign dimensional requirements. 7. Chapter 18.795, Visual Clearance Areas. The commission may grant an exception to the visual clearance requirements, when adequate sight distance is or can be met; Response:The applicant is not requesting an exception to the visual clearance standards. See Exhibit M, Preliminary Sight Distance Certification. 8. Chapter 18.810, Street and Utility Improvements, Sections 18.810.040, Blocks, and 18.810.060, Lots. Deviations from street standards shall be made on a limited basis, and nothing in this section shall obligate the city engineer to grant an exception. The commission has the authority to reject an exception request. The commission can only grant an exception to street sanctions if it is sanctioned by the city engineer. The city engineer may determine that certain exceptions to the street and utility standards are permissible when it can be shown that: a. Public safety will not be compromised; and b. In the case of public streets, maintenance costs will not be greater than with a conforming design; and c. The design will improve stormwater conveyance either by reducing the rate or amount of runoff from present standards or increasing the amount of pollutant treatment. Response:The applicant is requesting exceptions to street standards.The exceptions to street standards are based on the proposed design of 92nd Avenue.The design is intended to provide greater traffic efficiency through the addition of a right turn lane from SW 92nd Avenue onto SW Durham Road.However, the City has indicated that the exception to street standards shall be reviewed as an Adjustment and is addressed below. D. In addition, the following criteria shall be met: 1. Relationship to the natural and physical environment: Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 19 Cardno Re-submitted: February 1, 2018 a. The streets, buildings and other site elements shall be designed and located to preserve the existing trees, topography and natural drainage to the greatest degree possible. The commission may require the applicant to provide an alternate site plan to demonstrate compliance with this criterion; Response:The property that the Tigard High School campus occupies slopes slightly from the northwest corner of the property to portions of the site at the southeast corner and southern edge. As noted earlier, the proposal is for redevelopment of a portion of the existing high school site and the construction will be confined to chiefly existing building envelopes/footprints.That said, the District has designed the new and remodeled high school improvements to nestle into the natural slope of the site, thereby also providing efficient drainage and overall storm water management. In addition, the redevelopment of the site intentionally preserves and protects as many existing trees as possible in order to provide both adequate building square footage and outdoor open space.See Tree Preservation and Removal Plan and Landscape Planting Plan, Exhibit N. b. Structures located on the site shall not be in areas subject to ground slumping and sliding as demonstrated by the inclusion of a specific geotechnical evaluation; and Response:The redevelopment proposal includes building envelopes that are essentially within the same building footprint(s) as the existing building. All design of the site, including grading, storm water management and drainage, are predicated on the Geotechnical Report in Exhibit I and the Storm Water Report in Exhibit J. c. Using the basic site analysis information from the concept plan submittal, the structures shall be oriented with consideration for the sun and wind directions, where possible. Response:Again, the Concept Plan is based primarily on existing building footprints and envelopes, including orientation of those buildings. Where possible, new building areas take into consideration advantageous orientation towards sun and away from wind. 2. Buffering, screening and compatibility between adjoining uses: a. Buffering shall be provided between different types of land uses; e.g., between single-family and multifamily residential, and residential and commercial uses; b. In addition to the requirements of the buffer matrix (Table 18.745.1), the requirements of the buffer may be reduced if a landscape plan prepared by a registered landscape architect is submitted that attains the same level of buffering and screening with alternate materials or methods. The following factors shall be considered in determining the adequacy and extent of the buffer required under Chapter 18.745: i. The purpose of the buffer, for example to decrease noise levels, absorb air pollution, filter dust, or to provide a visual barrier; ii. The size of the buffer needs in terms of width and height to achieve the purpose; iii. The direction(s) from which buffering is needed; iv. The required density of the buffering; and Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 20 Cardno Re-submitted: February 1, 2018 v. Whether the viewer is stationary or mobile. Response:Buffering and screening for the campus has been designed by a professional landscape architect, with consideration of the associated Urban Forestry Plan Supplemental Report, as well as Section 18.745 of the Code and the Urban Forestry Manual. An overall indication of buffering and screening is provided in the Concept Plan (Exhibit Q), with specific screening and buffering landscape details found in the Plan Set, Exhibit N. c. On-site screening from view from adjoining properties of such activities as service areas,storage areas, parking lots and mechanical devices on roof tops shall be provided and the following factors shall be considered in determining the adequacy of the type and extent of the screening: Response:All service areas, storage areas, parking lots and rooftop mechanical equipment will be screened. Details of screening for these development types and activities are indicated in detail in the Plan Set, Exhibit N and the Elevations, Exhibit O. 3. Privacy and noise. Nonresidential structures which abut existing residential dwellings shall be located on the site or be designed in a manner, to the maximum degree possible, to protect the private areas on the adjoining properties from view and noise; Response:The applicant has designed the mass and height of the building that are part of this redevelopment project, as well as the location of the buildings,to balance the requirements of the anticipated school programs with the desire to minimize impacts associated with noise and views to the degree possible. The only abutting properties are those properties to the south of the subject site;all other properties are separated from the site by right-of-way. Abutting properties to the south are not impacted by the redevelopment project, as there will be only a slight increase in height from the existing height of some portions of the campus buildings. Most of those abutting properties to the south will see no impact related to the project, as most of the renovation and additions proposed are essentially within the existing building envelope, and additions are all to the north of the existing building area. Besides temporary construction noise impacts, the future enrollment for the campus is expected to stay relatively the same, so noise impacts will not increase as part of this final redevelopment of the campus. However, the applicant is proposing significant buffering and effective screening along the perimeter of the parking areas to further protect private areas of adjoining properties from noise impacts. 4.Exterior elevations—Single-family attached and multiple-family structures. Along the vertical face of single-family attached and multiple-family structures, offsets shall occur at a minimum of every 30 feet by providing any two of the following: 5. Private outdoor area—Residential use 6. Shared outdoor recreation and open space facility areas—Residential use: Response:The applicant is not proposing any residential development, therefore, these standards are not applicable to the proposed development and application. 7. Access and circulation: a. The number of required access points for a development shall be provided in Chapter 18.705; Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 21 Cardno Re-submitted: February 1, 2018 b. All circulation patterns within a development must be designed to accommodate emergency and service vehicles; and c. Provisions shall be made for pedestrian and bicycle ways abutting and through a site if such facilities are shown on an adopted plan or terminate at the boundaries of the project site. Response:All access and circulation design for the project and overall campus meets the requirements listed herein. The minimum number of access points is provided for the overall campus, and the site circulation for the school and the overall campus is designed to accommodate emergency and service vehicles.Access and circulation are indicated in the Concept Plan, Exhibit Q, as well as in detailed design in the Plan Set, Exhibit N. 8.Landscaping and open space—Residential development. In addition to the buffering and screening requirements of paragraph 2 of this subsection D, and any minimal use open space facilities, a minimum of 20% of the site shall be landscaped. This may be accomplished in improved open space tracts, or with landscaping on individual lots provided the developer includes a landscape plan, prepared or approved by a licensed landscape architect, and surety for such landscape installation. Response:The proposed application does not include residential use or development, therefore, this standard does not apply. 9. Public transit: a. Provisions for public transit may be required where the site abuts or is within a quarter mile of a public transit route. The required facilities shall be based on: b. The required facilities may include but are not necessarily limited to such facilities as: c. If provision of such public transit facilities on or near the site is not feasible, the developer may contribute to a fund for public transit improvements provided the Commission establishes a direct relationship and rough proportionality between the impact of the development and the requirement. Response:Local transit service is provided by TriMet within the general site vicinity. Information regarding local transit service within the study area was obtained from the current TriMet system map and bus schedule. TriMet Line 76 provides frequent service along SW Durham Road to the east of Tigard High School and to the north along SW Hall Boulevard. Service is provided Monday through Friday from 6:00 AM to 11:00 PM on 30 minute headways. The closest transit stop is located along SW Hall Boulevard at the SW Hall Boulevard/SW Avon Street intersection approximately 1/4 mile from the high school’s main entrance on SW Durham Road. 10. Parking: a. All parking and loading areas shall be generally laid out in accordance with the requirements set forth in Chapter 18.765; b. Up to 50% of required off-street parking spaces for single-family attached dwellings may be provided on one or more common parking lots within the planned development as long as each single-family lot contains one off-street parking space. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 22 Cardno Re-submitted: February 1, 2018 Response:All parking and loading areas have been designed through the standards identified in Chapter 18.765. See Site Plan, Exhibit N.No single-family attached dwellings are proposed for this project, therefore, this standard does not apply. 11. Drainage. All drainage provisions shall be generally laid out in accordance with the requirements set forth in Chapter 18.810. An applicant may propose an alternate means for stormwater conveyance on the basis that a reduction of stormwater runoff or an increase in the level of treatment will result from the use of such means as green streets, porous concrete, or eco roofs. Response:All drainage patterns have been generally designed in accordance with the requirements of Chapter 18.810. See Grading and Drainage Plan and Storm Water Plan, Exhibit N, as well as the Storm Water Report in Exhibit J. 12. Floodplain dedication. Where landfill and/or development are allowed within or adjacent to the 100-year floodplain, the city shall require consideration of the dedication of sufficient open land area for a greenway adjoining and within the floodplain. This area shall include portions of a suitable elevation for the construction of a pedestrian/bicycle pathway with the floodplain in accordance with the adopted pedestrian bicycle pathway plan. Response:There is no floodplain associated with this site, therefore, this standard does not apply. 13. Shared open space facilities. These requirements are applicable to residential planned developments only. The detailed development plan shall designate a minimum of 20% of the gross site area as a shared open space facility. The open space facility may be comprised of any combination of the following: Response:The applicant is not proposing any residential development, therefore, this standard does not apply. 14. Open space conveyance: Where a proposed park, playground or other public use shown in a plan adopted by the city is located in whole or in part in a subdivision, the commission may require the dedication or reservation of such area within the subdivision, provided that the reservation or dedication is roughly proportional to the impact of the subdivision on the park system. Response:The applicant is not proposing a subdivision, therefore, this standard does not apply. 18.360 SITE DEVELOPMENT REVIEW 18.360.030 Approval Process A.New developments and major modifications. Site development review for a new development or major modification of an approved plan or existing development, as defined in 18.360.020.A, shall be processed by means of a Type II procedure, as governed by Section 18.390.040, using approval criteria contained in Section 18.360.090. Response:This proposal is for a major modification to an existing development. The application for Site Development Review would be reviewed concurrently with a Type III Conditional Use, therefore, the application would follow the Type III procedure as defined in Tigard CDC Section 18.390.050. As indicated above in 18.330.030.A.6, the requirements for Site Development Review would need to be met. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 23 Cardno Re-submitted: February 1, 2018 However, the Planned Development standards indicated in Section 18.350.070.C.1 state that Site Development Review is not required and that the standards in Site Development Review are covered under the Planned Development standards, addressed above. CHAPTER 18.370 VARIANCES AND ADJUSTMENTS 18.370.020 Adjustments A. Purpose. The purpose of this section is to establish two classes of special variances: 2. “Special adjustments” which are variances from development standards which have their own approval criteria as opposed to the standard approval criteria for variances contained in subsection C of this section. C. Special adjustments. 5. Adjustment to access and egress standards (Chapter 18.705). a. In all zoning districts where access and egress drives cannot be readily designed to conform to code standards within a particular parcel, access with an adjoining property shall be considered. If access in conjunction with another parcel cannot reasonably be achieved, the director may grant an adjustment to the access requirements of Chapter 18.705 through a Type II procedure, as governed in Section 18.390.030, using approval criteria contained in subparagraph b of this paragraph 5. b. The Director may approve, approve with conditions, or deny a request for an adjustment from the access requirements contained in Chapter 18.705, based on the following criteria: i. It is not possible to share access; ii. There are no other alternative access points on the street in question or from another street; iii. The access separation requirements cannot be met; iv. The request is the minimum adjustment required to provide adequate access; v. The approved access or access approved with conditions will result in a safe access; and vi. The visual clearance requirements of Chapter 18.795 will be met. Response:This proposal cannot be readily designed to conform with the driveway spacing standards of Chapter 18.705. This adjustment is for driveway spacing standards applicable to SW Durham Road. The large parcel is not adjacent to another parcel that could provide opportunities for shared access. The existing access design accommodates the existing loading zone for busses, including the main entry of the building. Any other alternative for access points would need to also include a complete re-design and re-location of the building entrance. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 24 Cardno Re-submitted: February 1, 2018 Due to the need to retain the proposed access locations, minimum access (driveway) separation cannot be met. This proposed design is the minimum adjustment required to insure that safe and efficient access is retained. All visual clearance requirements are met, based on Chapter 18.795. Therefore, the applicant requests an adjustment to the driveway spacing standards for SW Durham Road. 6. Adjustments to parking standards (Chapter 18.765). e. Reduction in required bicycle parking. The director may approve a reduction of required bicycle parking per 18.765.050.E by means of Type II procedure, as governed by Section 18.390.040, if the applicant can demonstrate that the proposed use by its nature would be reasonably anticipated to generate a lesser need for bicycle parking. Response:The existing and proposed transportation demand for students and staff at Tigard High School is indicated in detail in the traffic study that was conducted and prepared by Kittelson and Associates and is included with this application (Exhibit L).The total number of students enrolled at Tigard High School for the 2017/2018 school year is approximately 2,015 students. Based on current program commuting patterns, it is anticipated that approximately 10%percent of the students at the school will continue to utilize the school bus for transportation, with 81%percent to be picked-up/dropped off by a guardian and 8%walking. The anticipated modal split for bicycles is approximately 1%,which equates to approximately 20 students. Since most of the transportation demand is met through either the school bus or through private vehicle, the demand for bicycle parking is significantly diminished. There are 52 existing bicycle parking spaces at Tigard High School, with a total number of 110 bike parking spaces proposed. Based on Table 765.2., there are 6 bicycle spaces required per classroom for the proposed School use. With a total of 64 classrooms at Tigard High School, the total minimum number of spaces required for the proposal would be 384 bicycle spaces. This exceeds the amount needed, based on existing modal demand and mode split analysis provided by Kittelson. The proposed amount of bicycle parking is 110 spaces at Tigard High School, which will provide much more than the necessary amount of bicycle parking based on a modal demand of approximately 1% of modal split (20 students). 9. Adjustments for street improvement requirements (Chapter 18.810). By means of a Type II procedure, as governed by Section 18.390.040, the director shall approve, approve with conditions, or deny a request for an adjustment to the street improvement requirements, based on findings that the following criterion is satisfied: Strict application of the standards will result in an unacceptably adverse impact on existing development, on the proposed development, or on natural features such as wetlands, bodies of water, significant habitat areas, steep slopes or existing mature trees. In approving an adjustment to the standards, the director shall determine that the potential adverse impacts exceed the public benefits of strict application of the standards. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 25 Cardno Re-submitted: February 1, 2018 Response:The applicant is proposing minor adjustments to the street standards in Chapter 18.810. Specifically, the applicant proposes the following modifications and associated Adjustment requests: 1)Driveway spacing for SW Durham Road; 2)Street standards for SW 92nd Avenue. Under Section 18.810.020, General Provisions, adjustments to the standards in 18.810 may be granted: D. Adjustments. Adjustments to the provisions in this chapter related to street improvements may be granted by means of a Type II procedure, as governed by Section 18.390.040, using approval criteria in 18.370.020.C.11.These criteria are addressed below. The specific criteria for the adjustment(s) is indicated in Section A.2.C.9., Adjustments for street improvement requirements (Chapter 18.810), as indicated above. The first adjustment is for driveway spacing standards in 18.705.030.H.3.: 3. The minimum spacing of driveways and streets along a collector shall be 200 feet. The minimum spacing of driveways and streets along an arterial shall be 600 feet. Re-locating the access driveways would include a complete re-design of the access for both the parking lot and the school bus drop-off areas. This re-design would then in turn require a re-design of the building to accommodate new building entries. Therefore, a re-location of the driveway locations as part of a strict application of the standards would result in an unacceptably adverse impact on existing development. The second adjustment is for street standards applicable to SW 92nd Avenue, which is addressed above. CHAPTER 18.390 DECISION-MAKING PROCEDURES 18.390.020 Description of Decision-Making Procedures B.Types defined. There are four types of decision-making procedures, as follows: 3.Type III Procedure. Type III procedures apply to quasi-judicial permits and actions that predominantly contain discretionary criteria. Type III actions are decided by the Hearings Office with appeals to or review by City Council. Table 18.390.1 Summary of Permits by Type of Decision Making Procedure Type Permit/Land Cross-Reference IIIA (18.390.050)Conditional Use -Major Modification Planned Development 18.330.030 18.350 Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 26 Cardno Re-submitted: February 1, 2018 Response:The project proposal is for new construction at an existing school. The associated and required Conditional Use application will be reviewed through the Type III procedure.The Planned Development is also a Type III procedure and will be reviewed concurrently with the Type III Conditional Use. 18.390.040 Type III Procedure A.Preapplication conference. A preapplication conference is required for Type III actions. Preapplication conference requirements and procedures are set forth in 18.390.080.C. Response:The applicant attended the required pre-application conference meeting on August 17, 2017 and subsequently received Pre-Application Conference Notes (PRE2017-00044). See Exhibit D. B.Application requirements. 1.Application forms. Type III applications shall be made on forms provided by the director as provided by 18.390.080.E.1. 2.Submittal information. The application shall: a.Include the information requested on the application form; b.Address the relevant criteria in sufficient detail for review and action; c.Be accompanied by the required fee; d.Include two sets of pre-stamped and pre-addressed envelopes for all property owners of record as specified in subsection C of this section. The records of the Washington County Department of Assessment and Taxation are the official records for determining ownership. The applicant shall demonstrate that the most current assessment records have been used to produce the notice list; e.Include an impact study. The impact study shall quantify the effect of the development on public facilities and services. The study shall address, at a minimum, the transportation system, including bikeways, the drainage system, the parks system, the water system, the sewer system, and the noise impacts of the development. For each public facility system and type of impact, the study shall propose improvements necessary to meet city standards and to minimize the impact of the development on the public at large, public facilities systems, and affected private property users. In situations where the community development code requires the dedication of real property interests, the applicant shall either specifically concur with the dedication requirements, or provide evidence which supports the conclusion that the real property dedication requirement is not roughly proportional to the projected impacts of the development. Response:The applicant has submitted a Master Land Use Application Form (Exhibit A) and has included the required application fee. All relevant approval criteria have been addressed in various portions of this narrative. City staff has provided the mailing list as part of the neighborhood meeting. However, pre-stamped and pre- addressed envelopes are no longer required as part of the application. Finally, a separate Impact Study has been included that addresses and quantifies the effect of the development on public facilities and services (see Impact Study, Exhibit G). Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 27 Cardno Re-submitted: February 1, 2018 CHAPTER 18.510 RESIDENTIAL ZONING DISTRICTS 18.520.020 List of Zoning Districts G.R-4.5: medium high-density residential district. The R-4.5 zoning district is designed to accommodate a full range of housing types at a minimum lot size of 3,050 square feet. A wide range of civic and institutional uses are also permitted conditionally. Table 18.510.1 Use Table Use Category R-4.5 Civic (Institutional) Schools C (Note 12) 12 School bus parking is permitted on public high school sites as an accessory use if located a minimum of 200 feet from the nearest property line of any tax lot used for residential purposes. Maximum time limitation is three years. An extension to the time limit is possible through a major modification to the conditional use. Response:The applicant’s proposed use is considered ‘School’. The use is proposed on a site in the R-4.5 zoning district, therefore, the proposed use is a Conditional Use. The applicant is applying for a Conditional Use Permit. The proposed school is a high school, therefore, Note 12 regarding school bus parking does apply to this proposal and application.However, the applicant is not proposing school bus parking as an accessory use. 18.510.040 Minimum and Maximum Densities Response:No residential use or development is proposed, nor is there existing residential use or development. Therefore, this standard does not apply to the proposal. 18.510.050 Development Standards A.Compliance required. All development must comply with: 1.All of the applicable development standards contained in the underlying zoning district, except where the applicant has obtained variances or adjustments in accordance with Chapters 18.370; 2.All other applicable standards and requirements contained in this title. Response:All applicable standards in the R-4.5 zoning district are addressed in this narrative, including Table 18.510.2, below. The associated Exhibits, including the Plan Set, also are used as reference to demonstrate compliance with all applicable standards. B.Development standards. Development standards in residential zoning districts are contained in Table 18.510.2. Response:Compliance with the standards of Table 18.510.2 are indicated in the table below.Compliance with the development standards is based on the proposed development area of the site and that area of the site intended for Tigard High School. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 28 Cardno Re-submitted: February 1, 2018 Table 18.510.2 Development Standards in Residential Zones R-4.5 Proposed Standard MF DU Minimums Minimum Lot Size Attached Unit 3,050 SF N/A Average Lot Width None N/A Minimum Setbacks -Front Yard 20 ft.20 ft. -Side Yard 10 ft.10 ft. -Rear Yard 20 ft.20 ft. -Side or Rear Yard abutting more restrictive zoning district N/A N/A -Distance between property line and garage entrance N/A N/A -Front setback for Schools (18.330.050.B.7.b)30 ft.83 ft. -Perimeter setback (18.350.060.C.3., In residential zones, any increase in the building height above the maximum in the base zone will require that the structure be set back from the perimeter of the site a distance of at least 1-1/2 times the height of the building.) 57 ft.83 ft. Maximum Height 30 ft.38 ft. Maximum Lot Coverage [2]N/A N/A Minimum Landscape Requirements N/A N/A [2] Lot coverage includes all buildings and impervious surfaces. 18.700 SPECIFIC DEVELOPMENT STANDARDS CHAPTER 18.705 ACCESS, EGRESS, AND CIRCULATION 18.705.020 Applicability of Provisions A. When provisions apply. The provisions of this chapter shall apply to all development including the construction of new structures, the remodeling of existing structures (see Section 18.360.050), and to a change of use which increases the on-site parking or loading requirements or which changes the access requirements. Response:The proposal includes a new structure, therefore, the provisions of this Chapter apply to the proposed development and application. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 29 Cardno Re-submitted: February 1, 2018 18.705.030 General Provisions A.Continuing obligation of property owner. The provisions and maintenance of access and egress stipulated in this title are continuing requirements for the use of any structure or parcel of real property in the city. Response:The access drives will be maintained by the property owners, as defined in the above standard. B.Access plan requirements. No building or other permit shall be issued until scaled plans are presented and approved as provided by this chapter that show how access, egress and circulation requirements are to be fulfilled. The applicant shall submit a site plan. The director shall provide the applicant with detailed information about this submission requirement. Response:All necessary plans, including a detailed Site Plan for land use approval and construction plans for future building permit applications will be submitted to the City.All plans will be scale and will demonstrate compliance with access, egress and circulation requirements for the proposed development. D.Public street access. All vehicular access and egress as required in 18.705.030.H and I shall connect directly with a public or a private street approved by the City for public use and shall be maintained at the required standards on a continuous basis. Response:As shown on the Site Plan, Exhibit N,all vehicular access points connect directly to either SW 92nd Avenue or SW Durham Road through existing and proposed private access drives. The design and plan for vehicular access and egress to a public street meet the access management standards defined in Section 18.705.030.H.The proposed use is considered a ‘Civic’ use in Table 18.765.2, Minimum and Maximum Parking Requirements. Therefore, Section 18.705.030.I, Residential Use, and Section 18.705.030.J, Commercial or Industrial Use, are not applicable. E.Curb cuts. Curb cuts shall be in accordance with 18.810.030.N. Response:Curb cuts are in accordance with Section 18.810.030.N.F.Required walkway location. On-site pedestrian walkways shall comply with the following standards: 1.Walkways shall extend from the ground floor entrances or from the ground floor landing of stairs, ramps, or elevators of all commercial, institutional, and industrial uses, to the streets which provide the required access and egress. Walkways shall provide convenient connections between buildings in multi- building commercial, institutional, and industrial complexes. Unless impractical, walkways shall be constructed between new and existing developments and neighboring developments. Response:The pedestrian walkway circulation system first consists of walkways providing direct connections between the main building entrances of the school to the adjacent streets. The overall transportation system and network provides multi- modal access to/from the site at both SW 92nd Avenue and SW Durham Road. See Site Plan, Exhibit N.The proposed sidewalk and pedestrian walkway along SW 92nd Avenue and SW Durham Road will provide a continuous connection along the street. The proposed on-site sidewalks, both new and reconstructed, will Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 30 Cardno Re-submitted: February 1, 2018 connect existing and proposed entrances and common areas to public paths of travel, including connections with the adjacent neighborhood. There will also be newly paved sidewalks connecting the school site with SW 92nd Avenue through the renovated parking lot. Overall, this robust pedestrian network will continue to provide both on-site connections for pedestrians, including connections among classrooms, administration, PE/Athletic sports facilities, parking and vehicle areas, outdoor areas and the new proposed building, as well as connections to the adjacent neighborhood at key locations. 2.Within all attached housing (except two-family dwellings) and multifamily developments, each residential dwelling shall be connected by walkway to the vehicular parking area, and common open space and recreation facilities. Response:No residential development exists and none is proposed, therefore, this standard does not apply. 3.Wherever required walkways cross vehicle access driveways or parking lots, such crossings shall be designed and located for pedestrian safety. Required walkways shall be physically separated from motor vehicle traffic and parking by either a minimum six-inch vertical separation (curbed) or a minimum three-foot horizontal separation, except that pedestrian crossings of traffic aisles are permitted for distances no greater than 36 feet if appropriate landscaping, pavement markings, or contrasting pavement materials are used. Walkways shall be a minimum of four feet in width, exclusive of vehicle overhangs and obstructions such as mailboxes, benches, bicycle racks, and sign posts, and shall be in compliance with ADA standards. Response:As shown on the Site Plan, Exhibit N,pedestrian connections are proposed to provide connections among the existing and proposed buildings, vehicle areas, public sidewalks and outdoor areas through a concrete walkway system. The standard width for pedestrian walkways for the project is 6 feet.The pedestrian walkways connecting the main entrances and the parking lots will be ADA compliant. 4.Required walkways shall be paved with hard surfaced materials such as concrete, asphalt, stone, brick, other pervious paving surfaces, etc. Any pervious paving surface must be designed and maintained to remain well-drained. Walkways may be required to be lighted and/or signed as needed for safety purposes. Soft- surfaced public use pathways may be provided only if such pathways are provided in addition to required pathways. Response:As shown on the Site Plan, Exhibit N, existing and proposed pedestrian walkways are paved with concrete and designed for proper drainage.Some of the pedestrian walkway network is lighted, with occasional signs for wayfinding. G.Inadequate or hazardous access. 1.Applications for building permits shall be referred to the commission for review when, in the opinion of the director, the access proposed: a.Would cause or increase existing hazardous traffic conditions; or b.Would provide inadequate access for emergency vehicles; or Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 31 Cardno Re-submitted: February 1, 2018 c.Would in any other way cause hazardous conditions to exist which would constitute a clear and present danger to the public health, safety, and general welfare. Response:The proposed design does not cause any hazardous or unsafe condition. The proposed vehicle and pedestrian circulation access routes were designed considering the overall site layout for buildings and provide the most safe and convenient route for visitors, emergency vehicles, trash collection and deliveries in and out of the site. The access and circulation plan also includes secondary turn around for emergency vehicles in those access and vehicle areas that are connected to the on-site access ways. Emergency vehicle access looping is included in the site design, including turnarounds.Also, TVF&R will be engaged to review site circulation and building access as the design progresses during application review to insure adequate access for emergency vehicles. See Site Plan in Exhibit N and Concept Plan in Exhibit Q for detailed information about pedestrian and vehicle circulation and access. 3.In no case shall the design of the service drive or drives require or facilitate the backward movement or other maneuvering of a vehicle within a street, other than an alley. Single-family and duplex dwellings are exempt from this requirement. Response:As shown on the Site Plan, Exhibit N,all drive aisles are proposed at a minimum width of 24 feet,and on-site circulation areas have been designed with sufficient area for vehicle maneuvering without requiring backing movements into adjacent public roads. H.Access management. 1.An access report shall be submitted with all new development proposals which verifies design of driveways and streets are safe by meeting adequate stacking needs, sight distance and deceleration standards as set by ODOT, Washington County, the city and AASHTO (depending on jurisdiction of facility). Response:A Traffic Impact Study was conducted by Kittelson and Associates for this proposal and application (See Exhibit L). This report provides the substantial findings for access management. Additionally, details of the driveway designs and street cross sections can be found in the Site Plan, Exhibit N. The findings in the Traffic Impact Study provide supplemental information to the Sight Distance Certification Letter that is also included in this application. See Exhibit M, Preliminary Sight Distance Certification Letter. 2.Driveways shall not be permitted to be placed in the influence area of collector or arterial street intersections. Influence area of intersections is that area where queues of traffic commonly form on approach to an intersection. The minimum driveway setback from a collector or arterial street intersection shall be 150 feet, measured from the right-of-way line of the intersecting street to the throat of the proposed driveway. The setback may be greater depending upon the influence area, as determined from city engineer review of a traffic impact report submitted by the applicant’s traffic engineer. In a case where a project has less than 150 feet of street frontage, the applicant must explore any option for shared access with the adjacent parcel. If shared access is not possible or practical, the driveway shall be placed as far from the intersection as possible. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 32 Cardno Re-submitted: February 1, 2018 Response:SW Durham Road is classified as an Arterial, therefore, this standard does apply. Specifically, the standard applies to the intersection of SW Durham Road and SW 92nd Avenue. There is one access driveway on SW 92nd Avenue and one access driveway on SW Durham Road. The access driveway on SW 92nd Avenue is 184 feet from the intersection of SW Durham Road and SW 92nd Avenue. The access driveway on SW Durham Road is 234 feet from the intersection of SW Durham Road and SW 92nd Avenue. Both access driveways associated with the intersection of SW Durham Road and SW 92nd Avenue are more than 150 feet from the subject intersection, therefore, this standard is met. 3.The minimum spacing of driveways and streets along an arterial shall be 600 feet. Response:SW Durham Road is classified as an Arterial, therefore, this standard would apply for the proposal of new driveways. The applicant is proposing to retain the location of existing access driveway along SW Durham Road, therefore, this would be considered nonconforming development.However, the applicant is applying for an adjustment to this standard, which addressed above in a separate section of this narrative. K.One-way vehicular access points. Where a proposed parking facility indicates only one-way traffic flow on the site flow on the site, it shall be accommodated by a specific driveway serving the facility; the entrance drive shall be situated closest to oncoming traffic and the exit drive shall be situated farthest from oncoming traffic. Response:The project retains two vehicular access points on Durham Road. The west driveway remains full access in both directions. Internal circulation in front of the school is one way, west to east. The east driveway is egress only, right-out, left-out. CHAPTER 18.725 ENVIRONMENTAL PERFORMANCE STANDARDS 18.725.020 General Provisions A.Compliance with applicable state and federal regulations.In addition to the regulations adopted in this chapter, each use, activity or operation within the City of Tigard shall comply with the applicable state and federal standards pertaining to noise, odor and discharge of matter into the atmosphere, ground, sewer system or stream. Regulations adopted by the State Environmental Quality Commission pertaining to non-point source pollution control and contained in the Oregon Administrative Rules shall by this reference be made a part of this chapter. Response:It is not anticipated that the project will require an Air Contaminant Discharge Permit (ACDP) for operation. Site disturbance activities will comply with the requirements for a National Pollution Discharge Elimination System (NPDES) Construction Stormwater permit. Additional state and federal regulations as they relate to the construction and operation of the proposed project will be met, as applicable. B.Evidence of compliance.Prior to issuance of a building permit, the director may require submission of evidence demonstrating compliance with state, federal and local environmental regulations and receipt of necessary permits; these include Air Contaminant Discharge Permits (ACDP) or Indirect Source Construction Permits (ISCP). Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 33 Cardno Re-submitted: February 1, 2018 Response:Evidence of required permits, as applicable, will be provided as requested. C.Continuing obligation.Compliance with state, federal and local environmental regulations is the continuing obligation of the property owner and operator. Response:The property owner and operator of the subject property will responsible for ensuring compliance with state, federal and local environmental regulations. 18.725.030 Performance Standards A.Noise.For the purposes of noise regulation, the provisions of Sections 6.02.410 through 6.02.470 of the Tigard Municipal Code shall apply. Response:As detailed in the Impact Study (Exhibit G),conducted by Cardno and dated October 13,2017, there are no significant noise impacts anticipated with the proposed development. Additionally, construction activities will be performed during normal daytime hours, as permitted by Tigard Municipal Code 6.02.450.E. B.Visible emissions.Within the commercial zoning districts and the industrial park (IP) zoning district, there shall be no use, operation or activity which results in a stack or other point-source emission, other than an emission from space heating, or the emission of pure uncombined water (steam) which is visible from a property line. Department of Environmental Quality (DEQ) rules for visible emissions (340-21-015 and 340-28-070) apply. Response:The proposed civic use is not anticipated to generate visible emissions that will result in a stack or other point-source emission not in compliance with DEQ rules for visible emissions. C.Vibration.No vibration other than that caused by highway vehicles, trains and aircraft is permitted in any given zoning district which is discernible without instruments at the property line of the use concerned. Response:The proposed civic use is not anticipated to generate vibration outside other than those emitted by passenger vehicles and occasional trucks. D.Odors.The emission of odorous gases or other matter in such quantities as to be readily detectable at any point beyond the property line of the use creating the odors is prohibited. DEQ rules for odors (340-028-090) apply. Response:The proposed civic use is not anticipated to generate emissions of odorous gases. E.Glare and heat.No direct or sky-reflected glare, whether from floodlights or from high temperature processes such as combustion or welding, which is visible at the lot line shall be permitted; and… Response:There are no materials or operations proposed with the civic use that would cause excessive glare and heat. F.Insects and rodents. All materials including wastes shall be stored and all grounds shall be maintained in a manner which will not attract or aid the propagation of insects or rodents or create a health hazard. Response:All waste generated as part of the civic use will be stored in containers within the trash enclosure areas to detract insects or rodents. 18.740.050 Application Submission Requirements A. All applications shall be made on forms provided by the director. In addition to the submission requirements required by Chapter 18.390, Decision-Making Procedures, an Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 34 Cardno Re-submitted: February 1, 2018 application for any action governed by this chapter, as defined by Section 18.740.020, must include the following information. Specific information to be contained in each of the following is available from the director. 1. Site plan; 2. Architectural drawings; 3. Landscape plan; 4. Sign drawings Response:A site plan, architectural drawings,landscape plan and signage drawings have all been submitted as part of this application package. Therefore, the submittal requirements herein have been met. CHAPTER 18.745 LANDSCAPING AND SCREENING 18.745.030 General Provisions A.Maintenance responsibility. Unless otherwise provided by the lease agreement, the owner, tenant and his or her agent, if any, shall be jointly and severally responsible for the ongoing maintenance of all landscaping and screening used to meet the requirements of this chapter according to applicable industry standards. Response:Ongoing maintenance of all landscaping and screening proposed in this development project will be maintained by the property owner and tenant of the building. B.Installation requirements. The installation of all landscaping and screening required by this chapter shall be as follows: 1.All landscaping and screening shall be installed according to applicable industry standards; Response:All planting materials will be installed according to applicable industry standards and will be detailed in construction plans with the building permit application submittal. 2.All plants shall be of high grade, and shall meet the size and grading standards of the American Standards for Nursery Stock (ANSI Z60, 1-2004, and any future revisions); and Response:As noted in the General Notes on the Landscape Plan, Exhibit N, and as specified in the Urban Forestry Supplemental report, all new plant material will meet the American Standards for Nursery Stock (ANSI Z60, latest edition). 3.All landscaping and screening shall be installed in accordance with the provisions of this title. Response:As evident in the Landscape Plan, and the Urban Forestry Supplemental Report along with responses in this narrative, all landscaping will be installed in compliance with the applicable standards of Chapter 18.745 C.Certificate of occupancy.Certificates of occupancy shall not be issued unless the requirements of this chapter have been met or other arrangements have been made and approved by the city such as the posting of a bond. Response:All landscaping and screening will be installed prior to the application for a certificate of occupancy. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 35 Cardno Re-submitted: February 1, 2018 D.Protection of existing plants. Existing plants on a site shall be protected as follows: 1.The developer shall provide methods for the protection of existing plants to remain during the construction process; Response:As shown on the Tree Preservation and Removal Site Plan in Exhibit N and in the Existing Tree Inventory in the Urban Forestry Plan Supplemental Report in Exhibit K, 270 existing trees have been identified on the site.It is anticipated that 228 trees are to be protected and 42 trees are proposed to be removed. The trees will be protected with a 5’ chain link fence. Further protection measures are detailed in Specification Section 01 56 39,Tree Protection contained in the Urban Forestry Plan Supplemental Report. 2.The plants to remain shall be noted on the landscape plans (i.e., plants to remain can be shown as protected with fencing); and Response:The trees to remain are shown on the Tree Preservation and Removal Site Plan and the Landscape Plan in Exhibit N, Plan Set.As shown on the Tree Preservation and Removal Site Plan and the Urban Forestry Plan Supplemental Report,all of the existing trees are proposed to remain in the proposed development area, except for the 42 trees proposed to be removed. 3.The tree protection provisions outlined in Chapter 18.790 and the Urban Forestry Manual shall apply to the land use review types identified in Section 18.790.020.A. Response:As shown on the Tree Preservation and Removal Site Plan, Sheet 2.01-L2.01 and the Urban Forestry Supplemental Report the tree protection measures are compliant with the standards defined in Chapter 18.790 and the Urban Forestry Manual.As shown on the Tree Removal and Preservation Plan in the Plan Set, all of the existing trees are proposed to remain in the proposed development area, except for the 42 trees proposed to be removed. 18.745.040 Street Tree Standards A.Street trees shall be required as part of the approval process for conditional use (Type III), downtown design review (Type II and III), minor land partition (Type II), planned development (Type III), site development review (Type II) and subdivision (Type II and III) permits. Response:This proposal includes a Type III Conditional Use and Planned Development. As shown on the Landscape Plan (Exhibit N, Plan Set), the proposal includes replacement of existing street trees along the SW Durham Road and 92nd Avenue public right-of-way in order to construct a new sidewalk.Existing street trees will be retained on SW Durham Road.Some of the new street trees will be located on private property, which was determined to be allowed by City staff. These street trees will also serve as part of the screening. B.The minimum number of required street trees shall be determined by dividing the linear amount of street frontage within or adjacent to the site (in feet) by 40 feet. When the result is a fraction, the minimum number of required street trees shall be determined by rounding to the nearest whole number. Response:The street frontage at SW 92nd Avenue proposed for improvements is 550 lineal feet. Therefore, 14 trees would be required. However, the City Engineer has Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 36 Cardno Re-submitted: February 1, 2018 indicated that an exception to the street tree standard would be allowed, considering the need for a curb-tight sidewalk that precludes a standard planter strip along SW 92nd Avenue. The frontage along SW Durham Road is 785 lineal feet. Therefore 20 trees would be required. There are 11 existing street trees along the SW Durham Road frontage which will be retained.Some of the new street trees will be located on private property, which was determined to be allowed by City staff. These street trees will also serve as part of the screening. All existing and proposed street trees are shown on the Landscape Plan in the Plan Set (Exhibit N). C.Street trees required by this section shall be planted according to the street tree planting standards in the Urban Forestry Manual. Response:As shown on the Landscape Planting Plan in the Plan Set (Exhibit N), and as specified in the Urban Forestry Supplemental Report, street trees proposed to be planted will meet the street tree planting standards of the Urban Forestry Manual. D.Street trees required by this section shall be provided adequate soil volumes according to the street tree soil volume standards in the Urban Forestry Manual. Response:As shown on the Landscape Planting Plan in the Plan Set (Exhibit N)and as specified in the Urban Forestry Supplemental Report (Exhibit K), street trees proposed to be planted will meet the street soil volume standards of the Urban Forestry Manual. E.Street trees required by this section shall be planted within the right-of-way whenever practicable according to the street tree planting standards in the Urban Forestry Manual. Street trees may be planted no more than six feet from the right-of-way according to the street tree planting standards in the Urban Forestry Manual when planting within the right-of-way is not practicable. Response:As shown on the Landscape Planting Plan in the Plan Set (Exhibit N)proposed street trees will be planted no more than six feet from the right-of-way. F.An existing tree may be used to meet the street tree standards provided that… Response:As shown on the Landscape Plan and Planting Plan in the Plan Set (Exhibit N), the proposal includes retention of existing street trees along the public right-of-way along SW Durham Road. 18.745.050 Buffering and Screening 18.745.020 Applicability A. Applicability. The provisions of this chapter shall apply to all development that requires a Type I conditional use minor modification, a Type I site development review minor modification, any Type II land use review or any Type III land use review unless otherwise specified in any of the sections below. Response:The proposed development will be reviewed as a Type III Conditional Use, therefore, the provisions of this Chapter apply. A.General provisions. 1.It is the intent that these requirements shall provide for privacy and protection and reduce or eliminate the adverse impacts of visual or noise pollution at a development site, without unduly interfering with the view Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 37 Cardno Re-submitted: February 1, 2018 from neighboring properties or jeopardizing the safety of pedestrians and vehicles. Response:As shown on the Planting Plan in the Plan Set (Exhibit N), landscaping is proposed along the edges of parking lots, including those areas at the northwestern, western and northern areas of the site between the parking lot and property lines.The intent of the proposed landscape screening is to provide for privacy and protection and reduce or eliminate the adverse impacts of visual or noise impacts, without unduly interfering with the view from neighboring properties or jeopardizing the safety of pedestrians and vehicles. 2.Buffering and screening is required to reduce the impacts on adjacent uses which are of a different type in accordance with the matrices in this chapter (Tables 18.745.1 and 18.745.2). The owner of each proposed development is responsible for the installation and effective maintenance of buffering and screening. When different uses would be abutting one another except for separation by a right-of-way, buffering, but not screening, shall be required as specified in the matrix. Response:The project area of the site abuts public right-of-way to the north and west. Screening under these standards is not required for the areas between the proposed parking lot and the abutting rights-of-way to the north and west, as the separation of uses by right-of-way precludes the screening requirement. The buffering requirements and standards are defined within Table 18.745.1 and Table 18.745.2.Per Table 18.745.1 –Buffer Matrix and Table 18.745.2 –Buffer Combinations for Landscaping and Screening, the proposed use (i.e. school or civic) is not included in the matrix of proposed uses. However, as part of the proposed development of the school site, improved parking lot areas are proposed. Parking lots are listed as proposed uses in Table 18.745.1 –Buffer Matrix. The existing and abutting use to the west and north of the northwest parking area is residential, but the school and residential uses are separated by right-of-way, i.e., SW 92nd Avenue, therefore, pursuant to this specific code provision, no screening would be required. In addition, Note 1 in Table 18.745.2 indicates that buffers are not required between abutting uses that are of a different type when the uses are separated by a street as specified in 18.745.050.A.2. The use proposed is school and the abutting use would be residential, except for the SW 92nd Avenue and SW Durham Road rights-of-way separating the uses. Therefore, the buffer standard also does not apply to the northwest parking area. B.Buffering and screening requirements. 1.A buffer consists of an area within a required setback adjacent to a property line and having a depth equal to the amount specified in the buffering and screening matrix and containing a length equal to the length of the property line of the abutting use or uses. Response:The project site would abut residential to the north and west, except for the right- of-way that separates the uses. Therefore, pursuant to 18.745.050.A.2 and footnote 1 to Table 18.745.2, neither buffering nor screening is required. That said, the applicant will provide effective screening for the areas between the proposed parking lot and the abutting right-of-way to the north and west at the northwest portion of the site.This required and proposed screening is addressed specifically below in Section 745.050.E. This redeveloped parking area is effectively screened. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 38 Cardno Re-submitted: February 1, 2018 The screening area is the length of the property line of that area proposed for the parking lot, adjacent to the right-of-way to the north and west of the parking area. 2.A buffer area may only be occupied by utilities, screening, sidewalks and bikeways, and landscaping. No buildings, accessways or parking areas shall be allowed in a buffer area except where an accessway has been approved by the city. Response:A buffer area is not required, therefore, this standard is not applicable. 3.A fence, hedge or wall, or any combination of such elements, which are located in any yard is subject to the conditions and requirements of paragraph B.8 and subsection D of this section. Response:No new fences or walls exceeding height allowances are proposed in setback areas. 4.The minimum improvements within a buffer area shall consist of combinations for landscaping and screening as specified in Table 18.745.1. In addition, improvements shall meet the following specifications: a.At least one row of trees shall be planted. Trees shall be chosen from any of the tree lists in the Urban Forestry Manual (except the nuisance tree list) unless otherwise approved by the director and have a minimum caliper of 1-1/2 inches for deciduous trees and a minimum height of six feet for evergreen trees at the time of planting. Spacing for trees shall be as follows… Response:A buffer area is not required, therefore, this standard is not applicable. b.In addition, at least 10 five-gallon shrubs or 20 one-gallon shrubs shall be planted for each 1,000 square feet of required buffer area. c.The remaining area shall be planted in lawn or other living ground cover. Response:A buffer area is not required, therefore, this standard is not applicable. 5.Where screening is required the following standards shall apply in addition to those required for buffering: a.A hedge of narrow or broad leaf evergreen shrubs shall be planted which will form a four-foot continuous screen of the height specified in Table 18.745.2 within two years of planting; or Response:Screening is required for all parking lots visible from adjacent properties, as set forth above. Per Section 18.745.050.E shrubs and ground cover are proposed, per the Planting Plan, Sheets L1.01-L1.08. The applicant will provide effective screening for the areas between the proposed parking lot and the abutting right- of-way to the north and west at the northwest portion of the site, i.e. SW 92nd Avenue and SW Durham Road.This required and proposed screening is addressed specifically below in Section 745.050.E. 6.Buffering and screening provisions shall be superseded by the vision clearance requirements as set forth in Chapter 18.795. Response:As shown on the Site Plan, Exhibit N,and the Preliminary Sight Distance Certification, Exhibit M,vision clearance areas requirements of Chapter 18.795 are met for all access points. Site Distance lines are also shown on the Landscape Plan, Sheets L1.01-L1.08. Trees and high shrubs are not proposed within these triangles. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 39 Cardno Re-submitted: February 1, 2018 7.When the use to be screened is downhill from the adjoining zone or use, the prescribed heights of required fences, walls, or landscape screening shall be measured from the actual grade of the adjoining property. In this case, fences and walls may exceed the permitted six-foot height at the discretion of the director as a condition of approval. When the grades are so steep so as to make the installation of walls, fences or landscaping to the required height impractical, a detailed landscape/screening plan shall be submitted for approval. Response:The project site and the surrounding area are relatively flat. Therefore, this provision does not apply. 8.Fences and walls… Response:Any proposed new fencing meets the height limitation of 6 feet. 9.Hedges. a.An evergreen hedge or other dense evergreen landscaping may satisfy a requirement for a sight-obscuring fence where required subject to the height requirement in subparagraphs C.2.a and C.2.b of this section; b.Such hedge or other dense landscaping shall be properly maintained and shall be replaced with another hedge, other dense evergreen landscaping, or a fence when it ceases to serve the purpose of obscuring view; and c.No hedge shall be grown or maintained at a height greater than that permitted by these regulations for a fence or wall in a vision clearance area as set forth in Chapter 18.795. Response:No hedges are proposed in vision clearance triangles. C.Setbacks for fences or walls. 1.No fence or wall shall be constructed which exceeds the standards in paragraph 2 of this subsection C except when the approval authority, as a condition of approval, allows that a fence or wall be constructed to a height greater than otherwise permitted to mitigate against potential adverse effects. 2.Fences or walls. a.May not exceed three feet in height in a required front yard along local streets or eight feet in all other locations and, in all other cases, shall meet vision clearance area requirements in Chapter 18.795; b.Are permitted up to six feet in height in front yards adjacent to any designated arterial or collector street. For any fence over three feet in height in the required front yard area, permission shall be subject to administrative review of the location of the fence or wall. 3.All fences or walls shall meet vision clearance area requirements in Chapter 18.795. 4.All fences or walls greater than six feet in height shall be subject to building permit approval. Response:Any proposed and existing fencing meets the 6 foot height limitation. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 40 Cardno Re-submitted: February 1, 2018 D.Height restrictions. 1.The prescribed heights of required fences, walls or landscaping shall be measured from the actual adjoining level of finished grade, except that where parking, loading, storage or similar areas are located above finished grade, the height of fences, walls or landscaping required to screen such areas or space shall be measured from the level of such improvements. 2.An earthen berm and fence or wall combination shall not exceed the six-foot height limitation for screening. Response:Any proposed and existing fencing meets the 6 foot height limitation. E.Screening: special provisions. 1.Screening and landscaping of parking and loading areas: a.Screening of parking and loading areas is required. In no cases shall nonconforming screening of parking and loading areas (i.e., nonconforming situation) be permitted to become any less conforming. Nonconforming screening of parking and loading areas shall be brought into conformance with the provisions of this chapter as part of the approval process for conditional use (Type III) …only. The specifications for this screening are as follows: i. Landscaped parking areas shall include special design features which effectively screen the parking lot areas from view. These design features may include the use of landscaped berms, decorative walls and raised planters; ii. Landscape planters may be used to define or screen the appearance of off-street parking areas from the public right-of-way; iii. Materials to be installed should achieve a balance between low lying and vertical shrubbery and trees; iv. All parking areas, including parking spaces and aisles, shall be required to achieve at least 30% tree canopy cover at maturity directly above the parking area in accordance with the parking lot tree canopy standards in the Urban Forestry Manual. Response:The project site would abut residential to the west, except for the SW 92nd Avenue and SW Durham Road rights-of-way that separates the two uses. Therefore, pursuant to 18.745.050.A.2 and footnote 1 to Table 18.745.2, neither buffering nor screening is required. However, the applicant will be providing effective screening for all landscaped parking areas based on 18.745.020.E.1.a. The effective screening for landscaped parking areas includes screening for the areas between the proposed parking lots and the abutting rights-of-way as well as adjacent properties towards the west and northern portions of the site.The effective screening areas are the length of the property line of those areas that are within view of proposed parking areas adjacent to the rights-of-way to the west (SW 92nd Avenue) and to the north (SW Durham Road). There will be no nonconforming screening of parking and loading areas as part of this proposal and application. As indicated above, the project site would abut residential to the north, except for the Durham Road right-of-way that separates Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 41 Cardno Re-submitted: February 1, 2018 the uses. Durham Road is classified as an arterial right-of-way. Therefore, based on Chapter 18.745.020.A.2, screening is not required for the areas between the proposed parking lot and the abutting right-of-way to the north. However, the applicant is providing a 4-foot high landscape screen along the north perimeter of the proposed parking lot in order to provide an effective screen between Durham Road and the proposed parking lot. The applicant is proposing the same screening along SW 92nd Avenue. The applicant does propose a landscape buffer along the north or west perimeter of the proposed parking lot, per the Site Plan. The screening proposed is based on the screening standards in Section 18.745.050 of the Code. This proposed north and west perimeter landscape screening area substantially provides for the intent of this Chapter, including the intent to “ … provide for privacy and protection and reduce or eliminate the adverse impacts of visual or noise pollution at a development site, without unduly interfering with the view from neighboring properties or jeopardizing the safety of pedestrians and vehicles”. Again, this northern western portion of the perimeter of the parking area will include a landscape area that provides an effective screen between the parking lot and the adjacent right-of-way. The east and south perimeter of the parking area is already effectively screened from adjacent property by existing landscaping and vegetation, as well as by on- site buildings. In addition, the owner (TTSD)is very concerned about security and safety issues related to screening of the northern and western portion of the parking area, especially that area adjacent to the accessways and streets. The applicant believes that the definition of ‘effective screening’ for the parking lot should also include the type of effective screening that is appropriate for the circumstances of the site, understanding that the campus is a mix of educational facilities that entails a mix of age ranges, demographics, etc. The concern relates to a screened area becoming an area shielded from public view that provides potential refuge for criminal activity. With a proposed landscape perimeter that still provides an ‘edge’ to the parking lot, while still allowing some level of visibility into the parking area by concerned observers, the effective screen then becomes one in which both aesthetic concerns and safety/security concerns are both met. Other portions of the parking lot will already be substantially screened from adjacent or abutting properties to the south and east due to distance and the existing screening/development on-site. Based on the significant safety and security concerns, as well as the fact that the other portions of the parking lot are already substantially screened from adjacent/abutting properties, we propose a landscape design that provides a level of screening that fits with the circumstances of that portion of the site, with a balance of both aesthetics and safety/security inherent with a school site. 2.Screening of service facilities. Except for one-family and two-family dwellings, any refuse container or disposal area and service facilities such as gas meters and air conditioners which would otherwise be visible from a public street, customer or resident parking area, any public facility or any residential area shall be screened from view by placement of a solid wood fence or masonry wall between five and eight feet in height. All refuse materials shall be contained within t he screened area. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 42 Cardno Re-submitted: February 1, 2018 Response:As shown on the Site Plan, Sheet C1.0,the trash enclosure areas located on the site is screened using a 7-foot high opaque fence or wall and associated access gates. 4.Screening of refuse containers. Except for one-and two-family dwellings, any refuse container or refuse collection area which would be visible from a public street, parking lot, residential or commercial area, or any public facility such as a school or park shall be screened or enclosed from view by placement of a solid wood fence, masonry wall or evergreen hedge. All refuse shall be contained within the screened area. Response:As shown on the Site Plan, Sheet C1.0, the trash enclosure area located on the site is screened using a 7-foot high opaque fence or wall and associated access gates. CHAPTER 18.755 MIXED SOLID WASTE AND RECYCLABLE STORAGE 18.755.040 Methods of Demonstrating Compliance A.Alternative methods of compliance. An applicant shall choose one of the following four methods to demonstrate compliance: 1.Minimum standards; 2.Waste assessment; 3.Comprehensive recycling plan; or 4.Franchised hauler review and sign-off. Response:Compliance to Chapter 18.755 –Mixed Solid Waste and Recyclable Storage is met using Method 4 method of compliance, Franchised hauler review and sign-off. The franchise hauler is Pride Disposal. The enclosure requirements for Pride Disposal has been reviewed by the applicant and incorporated in the design of the facilities.A letter from Pride has also been provided as part of this application package.See Exhibit P, Franchise Hauler Letter. B.Provisions. The following provisions apply to all four methods of demonstrating compliance: 1.Section 18.755.050, Location, Design and Access Standards, except as provided in 18.755.040.G; Response:The proposal is in substantial compliance with the standards defined in Section 18.755.050 –Location, Design and Access Standards for Storage Areas, as evident in the responses provided. 2.The floor area of an interior or exterior storage area required by this chapter shall be excluded from the calculation of lot coverage and from the calculation of building floor area for purposes of determining minimum storage requirements. Response:With the deduction of the trash enclosure floor areas, the lot coverage of the proposed development is approximately the same lot coverage and within the 80% maximum site coverage required per Table 18.510.2. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 43 Cardno Re-submitted: February 1, 2018 18.755.050 Location, Design and Access Standards for Storage Areas A.Applicable standards. The following location, design and access standards for storage areas are applicable to all four methods of compliance, described in Section 18.755.040. B.Location standards. 1.To encourage its use, the storage area for source-separated recyclable shall be co-located with the storage area for residual mixed solid waste. Response:Both solid waste and recyclables are co-located in the same storage areas for the school, as shown on the Site Plan, Exhibit N. 2.Indoor and outdoor storage areas shall comply with uniform building and fire code requirements. Response:Any proposed storage area will comply with the uniform building and fire codes requirements. Details will be provided with construction plans at building permit submittal. 3.Storage area space requirements can be satisfied with a single location or multiple locations, and can combine both interior and exterior locations. Response:The minimum storage area requirement of 1200 square feet is met with one location, as shown on the Site Plan, Exhibit N. 4.Exterior storage areas can be located within interior side yard or rear yard areas. Exterior storage areas shall not be located within a required front yard setback or in a yard adjacent to a public or private street. Response:As shown on the Site Plan, Exhibit N,the storage area is located near proposed building footprints at the western portion of the proposed development area of the project site, far from any required setback areas. 5.Exterior storage areas shall be located in central and visible locations on a site to enhance security for users. Response:The proposed storage areas are located adjacent to proposed buildings at the center of the project site, far from any setback areas, and adjacent to primary access drives on the site, making it convenient and secure for users. 6.Exterior storage areas can be located in a parking area, if the proposed use provides at least the minimum number of parking spaces required for the use after deducting the area used for storage. Storage areas shall be appropriately screened according to the provisions in subsection C, design standards. Response:As shown on the Site Plan, Exhibit N,the storage areas are located adjacent to the parking and vehicle access areas. The proposal is in compliance with the requirements for minimum parking requirements. The storage area is screened from public view with a minimum 6-foot high screen wall. 7.The storage area shall be accessible for collection vehicles and located so that the storage area will not obstruct pedestrian or vehicle traffic movement on the site or on public streets adjacent to the site. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 44 Cardno Re-submitted: February 1, 2018 Response:Collection vehicles are able to access to and from the storage area through the private access drive. Additionally, it is anticipated that collection will occur at non- peak employment commuter hours, therefore, not obstructing daily pedestrian or vehicle movement. C.Design standards. 1.The dimensions of the storage area shall accommodate containers consistent with current methods of local collection. Response:As shown on the Site Plan, Exhibit N, the storage (trash/recycle)enclosure is consistent with typical collection storage areas that can accommodate trash and recycling containers.The layout and design of the trash and recycling area will be coordinated with the trash and recycling provider as the design progresses. The area will be sized to accommodate the recommended quantity of bins and provide the required clearances and access. 2.Storage containers shall meet uniform fire code standards and be made and covered with waterproof materials or situated in a covered area. Response:Details of the storage containers will be provided with the constructions plans submitted with building permits. 3.Exterior storage areas shall be enclosed by a sight-obscuring fence wall, or hedge at least six feet in height. Gate openings which allow access to users and haulers shall be provided. Gate openings for haulers shall be a minimum of 10 feet wide and shall be capable of being secured in a closed and open position. Response:As shown on the Site Plan, Exhibit N, the storage area is enclosed by a 6-foot high opaque fence or wall. The gate opening for the enclosure is 20-feet wide and can be secured in place. 4.Storage area(s) and containers shall be clearly labeled to indicate the type of materials accepted. Response:Details of the storage containers will be submitted with the construction plans submitted with building permits. D.Access standards. 1.Access to storage areas can be limited for security reasons; however, the storage area shall be accessible to users at convenient times of the day, and to collection service personnel on the day and approximate time they are scheduled to provide collection service. Response:Access to the area will be granted during normal collection and daylight hours. 2.Storage areas shall be designed to be easily accessible to collection trucks and equipment, considering paving, grade and vehicle access. A minimum of 10 feet horizontal clearance and eight feet of vertical clearance is required if the storage area is covered. Response:As shown on the Site Plan, Exhibit N,the trash enclosure and storage areas are located near the interior of the site adjacent to parking and vehicle access areas. 3.Storage areas shall be accessible to collection vehicles without requiring backing out of a driveway onto a public street. If only a single access point is available to the storage area, adequate turning radius shall be provided to allow collection vehicles to safety exit the site in a forward motion. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 45 Cardno Re-submitted: February 1, 2018 Response:As shown on the Site Plan, Exhibit N, the drive aisles are 26-feet wide and there is an access driveway as part of the proposed development. A collection truck will be able to most conveniently access the site driveway from SW 92nd Avenue through the proposed private access drives within the proposed parking lot. CHAPTER 18.765 OFF-STREET PARKING AND LOADING REQUIREMENTS 18.765.030 General Provisions A.Vehicle parking plan requirements. No building or other permit shall be issued until scaled plans are presented and approved as provided by this chapter that show how access, egress and circulation requirements are to be fulfilled. The applicant shall submit a site plan. The director shall provide the applicant with detailed information about this submission requirement. Response:The Site Plan indicates details of the proposed parking and is provided as part of this application package for review and approval by the director. Detailed plans will be submitted as part of the construction plans at the time of building permit submittal. B.Location of vehicle parking.The location of off-street parking will be as follows: 2.Off-street parking lots for uses not listed above shall be located not further than 500 feet from the property line that they are required to serve, measured along the most direct, publicly accessible pedestrian route from the property line with the following exceptions… Response:As determined by Table 18.765.2, the proposed school use proposal requires a minimum of 423 parking spaces for the high school. The proposed number of parking spaces is 495, which meets the minimum required. These are provided on-site as shown on the Site Plan, Sheet C1.0, and indicates that all parking is intended to serve the school use of the property and no other uses. F.Preferential long-term carpool/vanpool parking. Parking lots providing in excess of 20 long-term parking spaces shall provide preferential long-term carpool and vanpool parking for employees, students and other regular visitors to the site. At least five percent of total long-term parking spaces shall be reserved for carpool/vanpool use. Preferential parking for carpools/vanpools shall be closer to the main entrances of the building than any other employee or student parking except parking spaces designated for use by the disabled. Preferential carpool/vanpool spaces shall be full- sized per requirements in 18.765.040.N and shall be clearly designated for use only by carpools and vanpools between 7 a.m. and 5:30 p.m. Monday through Friday. Response:No long-term carpool/vanpool parking are proposed due to the proposed school use,which is expected to serve staff, students and visitors. G.Disabled-accessible parking.All parking areas shall be provided with the required number of parking spaces for disabled persons as specified by the state building code and federal standards. Such parking spaces shall be sized, signed and marked as required by these regulations. Response:There are a total number of 495 spaces proposed as part of the development proposal for the school campus. Based on the proposed number of spaces and on the requirements of ADA and the Oregon Transportation Commission, 9 ADA spaces are required for a parking. As shown on the Site Plan, Exhibit N,there are 16 ADA Accessible stalls provided as part of this proposal. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 46 Cardno Re-submitted: February 1, 2018 18.765.040 General Design Standards A.Maintenance of parking areas.All parking lots shall be kept clean and in good repair at all times. Breaks in paved surfaces shall be repaired promptly and broken or splintered wheel stops shall be replaced so that their function will not be impaired. Response:It is anticipated the parking lots will be maintained by the property owner. B.Access drives.With regard to access to public streets from off-street parking: 1.Access drives from the street to off-street parking or loading areas shall be designed and constructed to facilitate the flow of traffic and provide maximum safety for pedestrian and vehicular traffic on the site; Response:As shown on the Site Plan, Exhibit N, the access drive to the parking areas from the adjoining street (access drive) is between 24 and 40 feet wide to maintain two- way vehicle circulation onto or off the proposed development areas. Various crosswalks are also provided along the access drives. 2.The number and size of access drives shall be in accordance with the requirements of Chapter 18.705, Access, Egress and Circulation; Response:As shown on the Site Plan, Exhibit N,the site has two relocated access driveways along SW 92nd Avenue at a width of 30 feet, with curbs at the street. The main drive aisles neck down to 26 feet. Improved driveways along SW Durham Road are proposed at 40 feet. Therefore the proposed driveway and access drive is in compliance with the defined standards per Table 18.705.1. 3.Access drives shall be clearly and permanently marked and defined through use of rails, fences, walls or other barriers or markers on frontage not occupied by service drives; Response:As shown on the Site Plan, Exhibit N,the access drive is clearly defined with the use of concrete curbing. Drive aisles are paved with an asphalt surface. 4.Access drives shall have a minimum vision clearance in accordance with Chapter 18.795, Visual Clearance; Response:As shown on the Site Plan, Exhibit N, and the responses provided for Chapter 18.795, the access drives are cleared of visual obstructions within the visual clearance areas in order to facilitate safe vehicle entry and exit. 5.Access drives shall be improved with an asphalt, concrete, or pervious paving surface. Any pervious paving surface must be designed and maintained to remain well-drained; and Response:As shown on the Site Plan, Exhibit N,the proposed access drive is paved with asphalt, with the driveway apron constructed of reinforced concrete surfacing. 6.Excluding single-family and duplex residences, except as provided by 18.810.030.P, groups of two or more parking spaces shall be served by a service drive so that no backing movements or other maneuvering within a street or other public right-of-way will be required. Response:As shown on the Site Plan, Exhibit N,main drive aisles for the parking lot are 26 feet wide, allowing for two-way vehicle circulation and provide sufficient space for backing and maneuvering. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 47 Cardno Re-submitted: February 1, 2018 C.Loading/unloading driveways. A driveway designed for continuous forward flow of passenger vehicles for the purpose of loading and unloading passengers shall be located on the site of any school or other meeting place which is designed to accommodate more than 25 people at one time. Response:The proposed use is a school or meeting place, therefore this standard is applicable. Loading and unloading areas are proposed at the access drives near both of the school entrances. E.Curb cuts.Curb cuts shall be in accordance with 18.810.030.N. Response:Curb cuts on all existing and proposed access drives are on grades less than 1 foot below the threshold for maximum grades of 10% on arterial streets and 12% on other streets. F.Pedestrian access. Pedestrian access through parking lots shall be provided in accordance with 18.705.030.F. Where a parking area or other vehicle area has a drop- off grade separation, the property owner shall install a wall, railing, or other barrier which will prevent a slow-moving vehicle or driverless vehicle from escaping such area and which will prevent pedestrians from walking over drop-off edges. Response:As shown in the Site Plan, Exhibit N,pedestrian access between the parking lot and the school building are provided through a proposed sidewalk network. G.Parking lot landscaping.Parking lots shall be landscaped in accordance with the requirements of Chapter 18.745. Response:This proposal is in compliance with the applicable standards in Section 18.745.050, as evident in the responses provided. H.Parking space surfacing. 1.Except for single-family and duplex residences, and for temporary uses or fleet storage areas as authorized in paragraphs 3 and 4 of this subsection H, all areas used for the parking or storage or maneuvering of any vehicle, boat or trailer shall be improved with asphalt, concrete, or pervious paving surfaces. Any pervious paving surface must be designed and maintained to remain well-drained. Response:As shown on the Site Plan, Exhibit N, the parking lots are proposed to be surfaced with heavy asphalt and, therefore, in compliance with this standard. I.Parking lot striping. 1.Except for single-family and duplex residences, any area intended to be used to meet the off-street parking requirements as contained in this chapter shall have all parking spaces clearly marked; and Response:As shown on the Site Plan, Exhibit N,the parking spaces for all parking lots are proposed to be striped and clearly marked. Details will be submitted as part of the construction plans with the building permit application. 2.All interior drives and access aisles shall be clearly marked and signed to show direction of flow and maintain vehicular and pedestrian safety. Response:There will be signage throughout the site for the purposes of directing vehicles and for provision of enhanced pedestrian safety. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 48 Cardno Re-submitted: February 1, 2018 J.Wheel stops. Parking spaces along the boundaries of a parking lot or adjacent to interior landscaped areas or sidewalks shall be provided with a wheel stop at least four inches high located three feet back from the front of the parking stall. The front three feet of the parking stall may be concrete, asphalt or low lying landscape material that does not exceed the height of the wheel stop. This area cannot be calculated to meet landscaping or sidewalk requirements. Response:As shown on the Site Plan, Exhibit N, a concrete curb is proposed along the perimeter parking stalls. This allows for a 3-foot overhang. However, proposed shrubs and trees will be set back to ensure clearance is provided. K.Drainage. Off-street parking and loading areas shall be drained in accordance with specifications approved by the city engineer to ensure that ponds do not occur except for single-family and duplex residences, off-street parking and loading facilities shall be drained to avoid flow of water across public sidewalks. Response:As shown on the Utility Plan and the Storm Plan in the Plan Set (Exhibit N),catch basins and curb cuts are proposed throughout the parking lot at the lowest grade and generally following the directional flow of storm water run-off in order to ensure adequate drainage. L.Lighting.A lights providing to illuminate any public or private parking area or vehicle sales area shall be arranged to direct the light away from any adjacent residential district. Response:Exterior lighting is proposed at various locations throughout the site in order to provide adequate lighting during night-time hours. A full lighting plan will be submitted as part of building permit application(s). M.Signs.Signs which are placed on parking lots shall be designed and installed in accordance with Chapter 18.780, Signs. Response:Fire lane signage will be provided in accordance with this chapter and TVF&R. No other signs are proposed as part of this application. N.Space and aisle dimensions.(Figure 18.765.1) Figure 18.765.1 Off-Street Surface Parking Matrix COMPACT STANDARD A B C D E F G B C D E F G 90 7.50 16.5 28.0 7.50 61.0 3.0 8.5 18.5 28.0 8.50 65.0 3.0 45 ------8.5 17.5 13.0 12.0 n/a 2.0 1.Except as modified for angled parking in Figures 18.765.1 and 18.765.2, the minimum dimensions for parking spaces are: a.8.5′ x 18.5′ for a standard space; Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 49 Cardno Re-submitted: February 1, 2018 Response:As shown on the Site Plan, parking spaces are 45 and 90 degree stalls. Specific dimensions are tabulated in figure above, exceeding the minimum standard and in compliance with Figure 18.765.1. c.As required by applicable State of Oregon and federal standards for designated disabled person parking spaces; Response:As shown on the Site Plan, Exhibit N,there are 7 ADA accessible parking stalls located at the closest distance between the parking lot and the building entrance. Therefore this standard is met. d.The width of each parking space includes a stripe which separates each space. Response:As shown on the Site Plan, Exhibit N, the width of each parking space includes a painted strip to delineate each parking stall. 2.Aisles accommodating two direction traffic, or allowing access from both ends, shall be 24 feet in width; Response:The proposal includes drive aisles that are a minimum of 24-feet wide in order to facilitate two-way vehicle circulation, as shown on the Site Plan, Sheet C2.01. 3.Minimum standards for a standard parking stall’s length and width, aisle width, and maneuvering space shall be determined as noted in Figure 18.765.2. Response:As shown on the Site Plan, Exhibit N, the typical parking stalls are 9 feet wide by 18.5 feet long, with 138 compact stalls at 7.75 feet wide.Driveway and maneuvering aisles are a minimum of 24 feet wide. These meet or exceed the minimum standards defined in the Figure 18.765.2 and are, therefore, in compliance. 18.765.050 Bicycle Parking Design Standards A.Location and access. With regard to the location and access to bicycle parking: 1.Bicycle parking areas shall be provided at locations within 50 feet of primary entrances to structures; Response:As shown on the Site Plan and Landscape Plan in the Plan Set (Exhibit N), the proposed bicycle parking areas are located within a 50-foot proximity to the primary building entrances.The proposed covered bicycle parking includes:covered spaces east of the new main entrance facing Durham; under the canopy along the north classroom wing near the west bus entrance on Durham;under the stairs and canopy on the west end of the north classroom wing; under the canopy near the northwest corner of the existing gym; and under the canopy by the new athletic entrance in the proposed sports plaza. Proposed uncovered spaces include spaces along the existing building facing Durham, to the east of the new addition and just outside of the new canopy on the west end of the north classroom wing. Additionally, 32 existing covered spaces shall remain under the covered walkway next to the auditorium and existing cafeteria. 2.Bicycle parking areas shall not be located within parking aisles, landscape areas or pedestrian ways; Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 50 Cardno Re-submitted: February 1, 2018 Response:The required bicycle parking spaces are located at entrance areas to existing and proposed buildings. They are located away from the parking stalls and landscaped areas,and do not obstruct the pedestrian walkways. See Site Plan and Landscape Plan in the Plan Set, Exhibit N. 3.Outdoor bicycle parking shall be visible from on-site buildings and/or the street. When the bicycle parking area is not visible from the street, directional signs shall be used to locate the parking area; Response:As shown on the Landscape Plan and Site Plan in the Plan Set (Exhibit N), the outdoor bicycle parking spaces are located near the main building entrance areas and are visible from SW 92nd Avenue and SW Durham Road, the on-site pedestrian pathway system and the on-site campus and classroom buildings. B.Covered parking spaces. 1.When possible, bicycle parking facilities should be provided under cover. Response:When possible,bicycle parking racks are proposed to be under cover.The covered bicycle parking along the north of the building and near the west athletics entry is under a pedestrian walkway. The canopy consists of metal columns and metal roof. Covered bicycle parking is also under the metal staircase enclosed within building walls along its longer sides, as well as under roof cover.See Site Plan for for more specific locations and number of covered spaces. C.Design requirements.The following design requirements apply to the installation of bicycle racks: 1.The racks required for required bicycle parking spaces shall ensure that bicycles may be securely locked to them without undue inconvenience. Provision of bicycle lockers for long-term (employee) parking is encouraged but not required; Response:The details of the bicycle parking racks are to be submitted with the construction plans at the time of building permit submittal. 2.Bicycle racks must be securely anchored to the ground, wall or other structure; Response:The details of the bicycle parking racks are to be submitted with the construction plans at the time of building permit submittal. However, it is anticipated that bicycle racks will be securely anchored to the concrete surfacing. 3.Bicycle parking spaces shall be at least two and one-half feet by six feet long, and, when covered, with a vertical clearance of seven feet. An access aisle at least five feet wide shall be provided and maintained beside or between each row of bicycle parking; Response:As shown on the Site Plan and Landscape Plan in the Plan Set (Exhibit N) bicycle racks will be spaced at 3 feet on center by 6 feet long, with 5 feet between each row of parking. 4.Each required bicycle parking space must be accessible without moving another bicycle; Response:Bicycle parking spaces will be spaced with 5 feet between each row to ensure accessibility to each rack without needing to adjust an adjacent bike. 5.Required bicycle parking spaces may not be rented or leased except where required motor vehicle parking is rented or leased. At-cost or deposit fees for bicycle parking are exempt from this requirement; Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 51 Cardno Re-submitted: February 1, 2018 Response:It is not anticipated that any required parking spaces will be rented or leased. 6.Areas set aside for required bicycle parking must be clearly reserved for bicycle parking only. Response:Bicycle parking spaces will be clearly designated for bicycle parking. D.Paving.Outdoor bicycle parking facilities shall be surfaced with a hard surfaced material, i.e., pavers, asphalt, concrete, other pervious paving surfaces, or similar material. This surface must be designed and maintained to remain well-drained. Response:As shown on the Site Plan and Landscape Plan in the Plan Set (Exhibit N), the bicycle parking racks will be secured to the concrete surfacing along the building frontage. E.Minimum bicycle parking requirements.The total number of required bicycle parking spaces for each use is specified in Table 18.768.2 in 18.765.070.H. In no case shall there be less than two bicycle parking spaces. Single-family residences and duplexes are excluded from the bicycle parking requirements. The director may reduce the number of required bicycle parking spaces by means of an adjustment to be reviewed through a Type II procedure, as governed by Section 18.390.040, using approval criteria contained in 18.370.020.C.5.e. Response:Per Table 18.765.2, the proposed school campus is required to have 384 bicycle parking spaces and 110 are proposed.This minimum number is based on a proposed final classroom number of 64 classrooms.Although the student capacity of the school is not changing after modernization, the project is more than doubling the bicycle parking spaces count from 52 to 110 spaces,out of which 77% of the spaces shall be covered; 32 existing spaces near the auditorium and 53 new spaces, mostly located near major building entrances. 18.765.070 Minimum and Maximum Off-Street Parking Requirements C.Measurements.The following measurements shall be used in calculating the total minimum number of vehicle parking spaces required in subsection H of this section: TABLE 18.765.2 MINIMUM AND MAXIMUM REQUIRED OFF-STREET VEHICLE AND BICYCLE PARKING REQUIREMENTS Maximum Minimum Zone A Zone B Bicycle RESIDENTIAL Schools SR: 1.0/5 students/staff SR: 1.0/3.3 students/staff N/A 6 per classroom Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 52 Cardno Re-submitted: February 1, 2018 Response:As defined in Table 18.765.2, the proposed school use and campus development is required to have a minimum and maximum number of parking spaces based on the number of students and staff. There are a total of 2115 students and staff at the high school. Based on the requirements in Table 18.765.2, the minimum number of spaces required for the proposal is 423 total parking spaces and the maximum number of spaces required for the proposal is 641 spaces. The proposal provides a total of 495 parking stalls, as shown on the Site Plan in Exhibit N. Therefore, the minimum and maximum vehicle parking requirements are met. There are a total of 64 classrooms at the high school. Based on the requirements in Table 18.765.2, the minimum number of bicycle parking spaces required for the proposal is 384 total bicycle parking spaces. The proposal provides a total of 110 bicycle parking spaces, as shown on the Site Plan, Exhibit N.The applicant is requesting an Adjustment for bicycle parking, which is addressed above in this narrative. 18.780 SIGNS 18.780.020 Permits Required 18.780.030 Permit Approval Process 18.780.085 Sign Measurement 18.780.130 Zoning District Regulations Response:No new signs are proposed as part of this application. Any future proposed signs will be reviewed in a separate procedure under 18.780.030, Permit Approval Process. CHAPTER 18.790 URBAN FORESTRY PLAN 18.790.030 Urban Forestry Plan Requirements A. Urban forestry plan requirements. An urban forestry plan shall: 1. Be coordinated and approved by a landscape architect (the project landscape architect) or a person that is both a certified arborist and tree risk assessor (the project arborist), except for minor land partitions that can demonstrate compliance with effective tree canopy cover and soil volume requirements by planting street trees in open soil volumes only; 2. Meet the tree preservation and removal site plan standards in the Urban Forestry Manual; 3. Meet the tree canopy site plan standards in the Urban Forestry Manual; and 4. Meet the supplemental report standards in the Urban Forestry Manual. Response:All requirements of the Urban Forestry Plan are addressed specifically in the Urban Forestry Plan Supplemental Report, Exhibit K, as well as the Tree Preservation and Removal Plan and Tree Canopy Plan information in the Plan Set, Exhibit N.These exhibits and plans were coordinated and approved by the project arborist, whose seal appears at the beginning of the Urban Forestry Plan Supplemental Report, Exhibit K. Compliance with the effective tree canopy cover requirements are addressed in the Supplemental Report, Planted Tree Inventory. Results are summarized in the Canopy and Replacement Tree Summary. Available soil volumes for each tree are shown in the Planted Tree Inventory in the Tree Preservation and Removal Plan and Tree Canopy Plan information in the Plan Set, Exhibit N. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 53 Cardno Re-submitted: February 1, 2018 The specific tree preservation and removal site plan standards have been addressed in the Tree Preservation and Removal Site Plan, Exhibit N. Detailed information on each existing tree is shown in tables in the Existing Tree Inventory in the Urban Forestry Plan Supplemental Report. Tree Protection Specifications are included in the Urban Forestry Plan Supplemental Report.The tree canopy site plan standards have been addressed in the Tree Canopy Site Plan, Exhibit N. Detailed information on each proposed tree is shown in tables in the Planted Tree Inventory in the Urban Forestry Plan Supplemental Report. Tree Planting Specifications are included in the Urban Forestry Plan Supplemental Report. Overall, the Urban Forestry Plan Supplemental Report standards of the Urban Forestry Manual have been met in the Urban Forestry Plan Supplemental Report, Exhibit K. B. Tree canopy fee. If the supplemental report demonstrates that the applicable standard percent effective tree canopy cover will not be provided through any combination of tree planting or preservation for the overall development site (excluding streets) or that the 15% effective tree canopy cover will not be provided through any combination of tree planting or preservation for any individual lot or tract in the R-1, R-2, R-3.5, R-4.5 and R-7 districts (when the overall development site meets or exceeds the standard percent effective tree canopy cover), then the applicant shall provide the city a tree canopy fee according to the methodology outlined in the tree canopy fee calculation requirements in the Urban Forestry Manual. Response:All requirements of the Urban Forestry Plan are addressed specifically in the Urban Forestry Plan Supplemental Report, Exhibit K, as well as the Tree Preservation and Removal Plan and the Landscape Plan, Exhibit N. The effective tree canopy calculations are based on both the proposed school use and the proposed re-development of parking areas. The Supplemental Report, the Tree Preservation and Removal Plan, and the Landscape Plan demonstrates that the applicable standard percent of effective tree canopy cover for parking and for a school use is not met for the overall development site. Based on the size of the site, the required tree canopy is 469,464 square feet, or 25%of site area. The proposed tree canopy is 360,588, or 19.2%of site area. The overall shortfall is 108,876 square feet, or 5.8%. The applicant initially proposed providing a fee canopy fee to be calculated through the requirements in the Urban Forestry Manual.However, after further analysis and coordination with City staff, the applicant is now proposing to meet the criteria in Section 18.790.040, Discretionary Urban Forestry Plan Review Option, which is addressed below. 18.790.040 Discretionary Urban Forestry Plan Review Option A. General provisions. In lieu of providing payment of a tree canopy fee when less than the standard effective tree canopy cover will be provided, an applicant may apply for a discretionary urban forestry plan review. The discretionary urban forestry plan review cannot be used to modify an already approved urban forestry plan, any tree preservation or tree planting requirements established as part of another land use review approval, or any tree preservation or tree planting requirements required by another chapter in this title. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 54 Cardno Re-submitted: February 1, 2018 Response:The standard effective tree canopy cannot be provided for the subject site, and the applicant is applying for this discretionary review option in lieu of providing payment of a tree canopy fee. The Supplemental Report, the Tree Preservation and Removal Plan, and the Landscape Plan demonstrate that the applicable standard percent of effective tree canopy cover for parking and for a school use is not met for the overall development site. Based on the size of the site, the required tree canopy is 469,464 square feet, or 25%of site area. The proposed tree canopy is 360,588, or 19.2%of site area. The overall shortfall is 108,876 square feet, or 5.8%. There is no existing urban forestry plan for the site. The applicant is limiting the request to those trees related to the deficiency in the standard effective tree canopy cover. B. Application procedures. Discretionary urban forestry plan reviews shall be processed through a Type III procedure using approval criteria contained in subsection C of this section. When a discretionary urban forestry plan review is submitted for concurrent Type III land use review with one of the land use review types listed in Section 18.790.020, the review body will be the one designated for the land use review type listed in Section 18.790.020. If the discretionary urban forestry plan review is not concurrent with any other Type III land use review, then the review body shall be the hearings officer. Response:The applicant is proposing this plan review as part of a concurrent review under an existing Type III land use application package (case file PDR2017- 00003/CUP2017-00006/ADJ2017-00020). The Planned Development (PDR2017- 00003) and Conditional Use (CUP2017-00006) are both listed in Section 18.790.020, therefore, the review body for the proposed discretionary urban forestry plan review shall be the Planning Commission. C. Approval criteria. A discretionary urban forestry plan review application will be approved if the review body finds that the applicant has shown that all of the applicable approval criteria are met: 1. The applicant has demonstrated that the proposed plan will equally or better replace the environmental functions and values that would otherwise be provided through payment of a tree canopy fee in lieu of tree planting or preservation. Preference shall be given to projects that will receive certifications by third parties for various combinations of proposed alternatives such as: a. Techniques that minimize hydrological impacts beyond regulatory requirements such as those detailed in Clean Water Services Low Impact Development Approaches (LIDA) Handbook, including, but not limited to, porous pavement, green roofs, infiltration planters/rain gardens, flow through planters, LIDA swales, vegetated filter strips, vegetated swales, extended dry basins and constructed water quality wetlands; Response:To address base-level CWS stormwater treatment requirements, filter cartridge systems will be used. Additionally, LIDA approaches will be pursued to the maximum extent feasible within the site. These facilities include flow-through planters and treat large areas of the proposed parking areas. New LIDA facilities are proposed to treat approximately 70,000 sf of impervious area. These LIDA facilities will function as pre-treatment of stormwater with the code-compliant water quality treatment being conducted by Contech StormFilter systems. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 55 Cardno Re-submitted: February 1, 2018 These StormFilter systems are an approved proprietary treatment method for Clean Water Services. b. Techniques that minimize reliance on fossil fuels and production of greenhouse gases beyond regulatory requirements through the use of energy efficient building technologies and onsite energy production technologies; and Response:The applicant has registered the project with the Energy Trust of Oregon (ETO) and the ETO will qualify as a third party reviewer of various combinations of proposed alternatives for energy efficient building technologies. The requirements of the ETO set a high level of standards for energy efficiency. As a building registered with the ETO, the proposed renovation and new building will be a high- performance energy efficient building that will perform at a significantly higher level than that currently required by the Tigard Municipal Code. A proposed energy model was built based on the Design Development Drawings, incorporating the following energy efficiency measures: · Efficient Variable Air Volume (VAV) air handling units with DX cooling coils and hot water heating for multizone and single zone units, RTU-1 thru 11. · Efficient 100% VAV outdoor air units with DX cooling coils and hot water heating for Locker rooms and Ceramics Classroom, OSA 1-2. · Efficient 100% VAV makeup air units for Kitchen, KLN room, and Autoshop, MUA 1 thru 3. · High-performance envelope · LED lighting system and enhanced lighting control system · Plug load management via occupancy controlled power outlets and occupants’ behavioral changes · Reduced water consumption due to low flow fixtures To determine the energy savings, the proposed model is compared to a baseline model that is based on the SEED Appendix L Modeling Guidelines and 2014 Oregon Energy Code. Most the savings come from the proposed lighting, heating, and fan energy. Proposed Lighting Power Densities (LPDs) are roughly 50% lower than 2014 Oregon Energy Code. VAV system reduces outdoor air flow based on the internal load fluctuations; consequently, it saves heating and cooling energy compared to the baseline’s CAV systems (RTU-4, RTU-7 thru 10, OSA-1&2, MUA-1 thru 3), which are required to bring excessive outdoor air to a comfortable temperature range. The proposed DX cooling coils are more efficient than baseline cooling coils. In additions, the proposed VAV fans are more energy efficient than the baseline’s fans. See Energy Report, Exhibit S. c. Techniques that preserve and enhance wildlife habitat beyond regulatory requirements, including, but not limited to, the use of native plant species in landscape design, removal of invasive plant species and restoration of native habitat and preservation of habitat through the use of conservation easements or other protective instruments. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 56 Cardno Re-submitted: February 1, 2018 Response:The applicant proposes to use a significant level of native plant species as part of proposed landscaping for the site. In addition, all invasive species on the site shall be removed, with associated restoration and replanting, as appropriate. See the Urban Forestry Plan Supplemental Report, Exhibit K, as well as the Tree Preservation and Removal Plan and the Landscape Plan, Exhibit N. 18.790.050 Flexible Standards for Tree Planting and Preservation 18.790.060 Urban Forestry Plan Implementation Response:All requirements of the Urban Forestry Plan are addressed specifically in the Urban Forestry Plan Supplemental Report, Exhibit K, as well as the Tree Preservation and Removal Plan and the Landscape Plan, Exhibit N. CHAPTER 18.795 VISUAL CLEARANCE AREAS 18.795.030 Visual Clearance Requirements A.At corners. Except within the CBD zoning district a visual clearance area shall be maintained on the corners of all property adjacent to the intersection of two streets, a street and a railroad, or a driveway providing access to a public or private street. Response:Visual clearance areas at the parking lot access and driveway apron onto the existing rights-of-way are shown on the Planting Plan in Exhibit N. The proposed intersections of the private access driveway at both access locations at SW 92nd Avenue and Durham Road meet vision clearance standards. The Preliminary Sight Distance Certification Letter, Exhibit M, indicates sufficient site distance as well. B.Obstructions prohibited. A clear vision area shall contain no vehicle, hedge, planting, fence, wall structure or temporary or permanent obstruction (except for an occasional utility pole or tree), exceeding three feet in height, measured from the top of the curb, or where no curb exists, from the street center line grade, except that trees exceeding this height may be located in this area, provided all branches below eight feet are removed. Response:Visual clearance areas at the parking lot access and driveway apron onto the existing rights-of-way are shown on the Planting Plan in Exhibit N. The proposed intersections of the private access driveway at both access locations at SW 92nd Avenue and Durham Road meet vision clearance standards. The Preliminary Sight Distance Certification Letter, Exhibit M, indicates sufficient site distance as well. C.Additional topographical constraints. Where the crest of a hill or vertical curve conditions contribute to the obstruction of clear vision areas at a street or driveway intersection, hedges, plantings, fences, walls, wall structures and temporary or permanent obstructions shall be further reduced in height or eliminated to comply with the intent of the required clear vision area. Response:There are no additional topographical constraints that might impact visual clearance at any of the access points. 18.795.040 Computations A.Arterial streets. On all designated arterial streets the visual clearance area shall not be less than 35 feet on each side of the intersection. Response:Visual clearance areas are included on the Planting Plan and indicate visual clearance at the major access points at the intersection of the proposed parking lot driveways and the intersection of the adjacent rights-of-way. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 57 Cardno Re-submitted: February 1, 2018 18.800 STREET AND UTILITY IMPROVEMENT STANDARDS CHAPTER 18.810 STREET AND UTILITY IMPROVEMENT STANDARDS 18.810.020 General Provisions A.When standards apply. Unless otherwise provided, construction, reconstruction or repair of streets, sidewalks, curbs and other public improvements shall occur in accordance with the standards of this title. No development may occur and no land use application may be approved unless the public facilities related to development comply with the public facility requirements established in this section and adequate public facilities are available. Applicants may be required to dedicate land and build required public improvements only when the required exaction is directly related to and roughly proportional to the impact of the development. Response:As shown on the Site Plan and Public Improvements Plan, Exhibit N, there are no significant public improvements proposed as part of this project.The public improvements consist of new sidewalk construction, new bike lane(s), and ADA ramp improvements.All proposed utility connections can be made without construction in public right-of-way.Some dedication of land for right-of-way is also proposed for SW 92nd Avenue. D.Adjustments. Adjustments to the provisions in this chapter related to street improvements may be granted by means of a Type II procedure, as governed by Section 18.390.040, using approval criteria in 18.370.020.C.11. Response:Some specific adjustments to the standards in Section 18.810 are being requested.These adjustments are being requested for some street standard requirements and driveway spacing standards, which will be reviewed as part of this Type III application and are addressed in this narrative, above. 18.810.030 Streets A.Improvements. 1.No development shall occur unless the development has frontage or approved access to a public street. Response:As shown on the Site Plan in Exhibit N,the proposed development fronts on both SW 92nd Avenue and SW Durham Road, with the associated access points and private access driveways.Existing access points are inferred to be previously approved. 2.No development shall occur unless streets within the development meet the standards of this chapter. Response:As shown on the Public Improvements Plan, Exhibit N, and as evident in the responses provided in this narrative, there are no new streets proposed within the development. All exterior streets meet all of the applicable standards of the City of Tigard, will be improved with this application, or can be approved as an adjustment. 3.No development shall occur unless the streets adjacent to the development meet the standards of this chapter, provided, however, that a development may be approved if the adjacent street does not meet the standards but half-street improvements meeting the standards of this title are constructed adjacent to the development. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 58 Cardno Re-submitted: February 1, 2018 Response:As shown on the Site Plan and the Public Improvements Plan in Exhibit N, any of the required street improvements along SW Durham Road are in compliance with the standards defined in this Chapter.However, the applicant is requesting adjustments to the standards required for SW 92nd Avenue. 4.Any new street or additional street width planned as a portion of an existing street shall meet the standards of this chapter. Response:As shown on the Site Plan and the Public Improvements Plan in Exhibit N, any of the required street improvements along SW Durham Road are in compliance with the standards defined in this Chapter.However, the applicant is requesting adjustments to the standards required for SW 92nd Avenue. D.Street location, width and grade. Except as noted below, the location, width and grade of all streets shall conform to an approved street plan and shall be considered in their relation to existing and planned streets, to topographic conditions, to public convenience and safety, and in their appropriate relation to the proposed use of the land to be served by such streets: Response:As shown on the Site Plan and the Public Improvements Plan in the Plan Set (Exhibit N), any of the required street improvements along both SW 92nd Avenue and SW Durham Road are in compliance with the standards defined in this Chapter related to street location, width and grade.However, the applicant is requesting adjustments to the standards required for SW 92nd Avenue. CC.Traffic study. 2.In addition, a traffic study may be required for all new or expanded uses or developments under any of the following circumstances: a.When the site is within 500 feet of an ODOT facility; and/or b.Trip generation from a development adds 300 or more vehicle trips per day to an ODOT facility; and/or c.Trip generation from a development adds 50 or more peak hour trips to an ODOT facility. (Ord. 12-13 §1; Ord. 09-09 §3; Ord. 06-20; Ord. 02-33; Ord. 99- 22) Response:The project site is located adjacent to both SW 92nd Avenue and SW Durham Road. All of these rights-of-way are under the City of Tigard jurisdiction.A traffic study was conducted by Kittelson and Associates, Inc. dated October 20,2017 and is included with this application submittal. While no additional trips to/from the school campus are assumed, it is anticipated that these proposed circulation changes will lead to some minor redistribution of trips to/from the site. Additional findings are included in the traffic study by Kittleson.See Traffic Report, Exhibit L. 18.810.050 Easements A.Easements. Easements for sewers, drainage, water mains, electric lines or other public utilities shall be either dedicated or provided for in the deed restrictions, and where a development is traversed by a watercourse or drainage way, there shall be provided a stormwater easement or drainage right-of-way conforming substantially to the lines of the watercourse. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 59 Cardno Re-submitted: February 1, 2018 Response:As shown on the Existing Conditions Plan and the Site Plan in the Plan Set (Exhibit N), there are some existing easements at various locations on the site, No known watercourses traverse the site. B.Utility easements. A property owner proposing a development shall make arrangements with the city, the applicable district, and each utility franchise for the provision and dedication of utility easements necessary to provide full services to the development. The city’s standard width for public main line utility easements shall be 15 feet unless otherwise specified by the utility company, applicable district, or city engineer. Response:As shown on the Existing Conditions Plan and the Site Plan in the Plan Set (Exhibit N), there are some existing easements at various locations on the site, No known watercourses traverse the site. 18.810.070 Sidewalks A.Sidewalks. All industrial streets and private streets shall have sidewalks meeting city standards along at least one side of the street. All other streets shall have sidewalks meeting city standards along both sides of the street. A development may be approved if an adjoining street has sidewalks on the side adjoining the development, even if no sidewalk exists on the other side of the street. Response:As shown on the Site Plan (Exhibit N) and the Concept Plan (Exhibit Q), there is an existing on-site pedestrian network that provides circulation throughout the site and connections to key access points at property lines. This network also includes robust connections between main building entrances and public streets. A new 6- foot wide curb-tight concrete sidewalk will be provided along the east side of 92nd Avenue, as well as a 6-foot wide bike lane. Sidewalk improvements in compliance with City code are also proposed for SW Durham Road. B.Requirement of developers. 1.As part of any development proposal, or change in use resulting in an additional 1,000 vehicle trips or more per day, an applicant shall be required to identify direct, safe (1.25 x the straight line distance) pedestrian routes within 1/2 mile of their site to all transit facilities and neighborhood activity centers (schools, parks, libraries, etc.). In addition, the developer may be required to participate in the removal of any gaps in the pedestrian system off-site if justified by the development. Response:This application does not result in an additional 1,000 vehicle trips or more per day, so it is not applicable. Further, there are no existing transit facilities (bus stops) near the Tigard High School campus. The closest bus stop is at SW Hall Boulevard and nearly a quarter mile from the subject site, and this transit stop is served by existing sidewalk. Transit is not currently being provided or made available by Tri- Met or any other transit agency or entity, therefore the need for new transit facilities is precluded. 2.If there is an existing sidewalk on the same side of the street as the development within 300 feet of a development site in either direction, the sidewalk shall be extended from the site to meet the existing sidewalk, subject to rough proportionality (even if the sidewalk does not serve a neighborhood activity center). Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 60 Cardno Re-submitted: February 1, 2018 Response:There are currently portions of public sidewalk along the SW 92nd Avenue frontage within 300 feet of the proposed development area of the site.As shown on the Site Plan in Exhibit N, a new curb-tight 6-foot wide sidewalk is proposed along the SW 92nd Avenue frontage between SW Durham Road and the first curb cut immediately to the south. A pedestrian connection will also be provided that connects the new sidewalk along SW 92nd Avenue with the southern portion of the site.See Site Plan in Exhibit N. C.Planter strip requirements. A planter strip separation of at least five feet between the curb and the sidewalk shall be required in the design of streets, except where the following conditions exist: there is inadequate right-of-way; the curbside sidewalks already exist on predominant portions of the street; it would conflict with the utilities; there are significant natural features (large trees, water features, significant habitat areas, etc.) that would be destroyed if the sidewalk were located as required; or where there are existing structures in close proximity to the street (15 feet or less) or where the standards in Table 18.810.1 specify otherwise. Additional consideration for exempting the planter strip requirement may be given on a case-by-case basis if a property abuts more than one street frontage. Response:As shown on the Site Plan, Exhibit N,a new curb-tight 6-foot wide sidewalk is proposed along the SW 92nd Avenue frontage. The City Engineer has determined that a planter strip will not be required between the curb-tight sidewalk and street due to constraints associated with requirements for a turn lane and bike lane, thereby allowing the exception through the lack of adequate right-of-way. D.Maintenance. Maintenance of sidewalks, curbs, and planter strips is the continuing obligation of the adjacent property owner. Response:It is anticipated that the maintenance of the sidewalks, curbs and planter strips are to be maintained by the property owner. 18.810.090 Sanitary Sewers A.Sewers required. Sanitary sewers shall be installed to serve each new development and to connect developments to existing mains in accordance with the provisions set forth in Design and Construction Standards for Sanitary and Surface Water Management (as adopted by the Unified Sewerage Agency in 1996 and including any future revisions or amendments) and the adopted policies of the comprehensive plan. Response:Wastewater collection for this area will be provided by the City of Tigard. The nearest sanitary sewer line to the subject site is an 8-inch line within the SW 85th Avenue right-of-way. The existing buildings on the site are currently connected to this sanitary sewer and the proposed development and associated renovations will also be connected to this 8-inch line through new laterals. See Utility Plan, Exhibit N, and Impact Study, Exhibit G. B.Sewer plan approval. The city engineer shall approve all sanitary sewer plans and proposed systems prior to issuance of development permits involving sewer service. Response:A Utility Plan in the Plan Set (Exhibit N)is submitted as part of this application package for approval of the proposed development. C.Over-sizing. Proposed sewer systems shall include consideration of additional development within the area as projected by the comprehensive plan. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 61 Cardno Re-submitted: February 1, 2018 Response:There are no additional development phases proposed within this area that would require future utility access.As detailed in the Utility Plan in the Plan Set (Exhibit N),the proposed sanitary sewer system is adequate for the proposal. 18.810.100 Storm Drainage A.General provisions. The director and city engineer shall issue a development permit only where adequate provisions for stormwater and floodwater runoff have been made, and: 1.The storm water drainage system shall be separate and independent of any sanitary sewerage system; 2.Where possible, inlets shall be provided so surface water is not carried across any intersection or allowed to flood any street; and 3.Surface water drainage patterns shall be shown on every development proposal plan. Response:A Preliminary Stormwater Report (Exhibit J) and Storm Water Drainage Plan (Exhibit N)are both included in this application package. The Preliminary Stormwater Report (and associated calculations)both convey and outline compliance with the City of Tigard and Clean Water Services' (CWS) Design & Construction Standards. A conveyance network of underground piping will both treat and convey runoff to public storm mains located at the perimeter of the site and in public-right-of-way.The storm drainage system is completely separate from the sanitary sewer system. Filter strips are proposed to treat new impervious sidewalk along Durham Road frontage.A stormwater planter treats the runoff from public right-of-way on 92nd Avenue. All of the drainage patterns are conveyed with the Plan Set, Exhibit N. 18.810.110 Bikeways and Pedestrian Pathways A.Bikeway extension. 1.As a standard, bike lanes shall be required along all arterial and collector routes and where identified on the city’s adopted bicycle plan in the transportation system plan (TSP). Bike lane requirements along collectors within the downtown urban renewal district shall be determined by the city engineer unless specified in Table 18.810.1… Response:The Tigard High School renovation and expansion plans will include new bike and pedestrian pathway connections between the campus and the existing sidewalk network along SW 92nd Avenue and SW Durham Road. SW Durham Road is classified as an Arterial and expansion plans will include replacement of this sidewalk to provide a sidewalk in compliance with the standard section. 18.810.120 Utilities A.Underground utilities. All utility lines including, but not limited to those required for electric, communication, lighting and cable television services and related facilities shall be placed underground, except for surface mounted transformers, surface mounted connection boxes and meter cabinets which may be placed above ground, temporary utility service facilities during construction, high capacity electric lines operating at 50,000 volts or above, and: 1.The developer shall make all necessary arrangements with the serving utility to provide the underground services; Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 62 Cardno Re-submitted: February 1, 2018 Response:All proposed on-site utilities will be installed underground as shown on the Utility Plan, Exhibit N, which has been submitted with this application package. The existing overhead wires on Durham Road only serve the subject site and will be removed. There are overhead utilities across 92nd Avenue from the subject site and two power crossings that serve the site. The applicant proposes to remove the two power crossings. There is an additional power crossing south of the proposed improvements, but that service is outside the scope of this project. With the power crossings removed, the existing utilities on the west side of SW 92nd Avenue do not serve the site, so the applicant is not planning to underground nor pay a fee- in-lieu for that undergrounding. 2.The city reserves the right to approve location of all surface mounted facilities; Response:As shown on the Utility Plan, Exhibit N, surface mounted facilities include remote fire department connections, post indicator valve, and electrical transformer. Existing and proposed backflow preventers, water meters, and water vaults are already located or proposed below grade.The water meter and fire protection line may need to be upsized to meet demands for the school site. 3.All underground utilities, including sanitary sewers and storm drains installed in streets by the developer, shall be constructed prior to the surfacing of the streets; and Response:No new streets are proposed, therefore, this standard does not apply. 4.Stubs for service connections shall be long enough to avoid disturbing the street improvements when service connections are made. Response:There are no proposed future uses or building phases, therefore, no stubs will be installed. B.Information on development plans. The applicant for a development shall show on the development plan or in the explanatory information, easements for all underground utility facilities, and: 1.Plans showing the location of all underground facilities as described herein shall be submitted to the city engineer for review and approval; and Response:A Utility Plan in the Plan Set (Exhibit N),is provided for review and approval by the City Engineer. 2.Care shall be taken in all cases to ensure that above ground equipment does not obstruct vision clearance areas for vehicular traffic. Response:As shown on the Planting Plan in the Plan Set (Exhibit N), the necessary above ground equipment are not located within any vision clearance areas. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 63 Cardno Re-submitted: February 1, 2018 III.CONCLUSION The proposed renovation and new construction project for the Tigard High School meets all of the applicable criteria and standards for a Type III Conditional Use,Type III Planned Development, Type III Discretionary Urban Forestry Plan Review Option and three Adjustments. The new building additions and renovated building components,with associated on-site parking, pedestrian walkways and landscaping, meets or exceeds all of the standards addressed in the narrative above. In addition, the proposal meets all of the approval criteria in Chapter 18.360.090, as addressed in the narrative above. Therefore, this Conditional Use, Planned Development, Discretionary Urban Forestry Plan Review Option and three Adjustments as a concurrent application should be approved as proposed. Tigard High School CUP, Planned Development, Urban Forestry Plan Review and Adjustments 64 Cardno Re-submitted: February 1, 2018 IMPACT STUDY Tigard High School 9000 SW Durham Road Tigard, OR 97224 Noise Impacts The proposed redevelopment of the Tigard High School Campus includes a combination of renovation and additions to the existing campus building, with alterations to the parking spaces proposed as part of this land use application. The proposed use will be the same as the current use and enrollment is not anticipated to increase. Overall, the proposed development is anticipated to have similar general types and intensities of noise impacts as any other typical school development in the City of Tigard. Noises which would be associated with the proposed project include traffic-related noises from vehicles on the streets and access driveway within the development, lawn care equipment noise, and occasional staff and student-related noises, such as music. Construction related noises will be temporary in nature. The proposed development on the site is separated from residential uses and development on neighboring properties along all property boundaries and adjacent streets. Adjacent uses are no closer to the development and uses as part of the renovation project. There is some level of screening on portions of the property boundaries, however, the applicant proposes additional buffering at various locations along property boundaries. This additional landscape and buffering will provide a noise buffer that will continue to benefit both properties. SW 92nd Avenue and SW Durham Road are to the west and north, respectively, where any noise impacts associated with the site will remain essentially the same. Automobile traffic on these rights-of-way adjacent to the proposed development site actually provide some levels of ambient noise. Again, the project includes both existing and proposed landscaping along the property lines of the proposed development. Therefore, noise and other possible impacts between the proposed and existing developments are not anticipated to be significantly increased by the proposed renovation of the two schools. Odors and Air Emissions School and educational institution development have typical odors and emissions, such as car exhaust, maintenance equipment or lawn care equipment exhausts and odors. No odor or emission effects are anticipated from either buildings or semi-public outdoor areas on the site under the proposed plan. Lighting Impacts Typical lighting impacts associated with the proposed school expansion development would be from interior lights from within buildings, building entry lights, pedestrian level lighting, and parking lot or driveway area lights. The existing streets adjacent to the proposed project will be City of Tigard approved streetlights. It is assumed that the City will require night sky friendly lights. Transit Availability The closest public transit stop is at Hall Boulevard, which is nearly a mile away and beyond reasonable walking distance for students and commuters. Schools The subject site is located within the Tigard-Tualatin School District. The School District is the applicant, therefore, understands all aspects of the proposed development. Parks The subject site will be served by City of Tigard parks. The closest park is Cook Park, which is approximately ¼ mile away. In addition, the subject site provides semi-public outdoor recreation opportunities for the neighborhood. Transportation See the enclosed Transportation Impact Study by Kittelson and Associates as Exhibit L. Sanitary Sewer Wastewater collection for this area is provided by the City of Tigard. There is an existing 8-inch sanitary sewer line that passes through the site and then flowing east towards the east property boundary of the Tigard High School site. This 8-inch on-site line then ties into the 10-inch sanitary sewer line in 85th Avenue. No other sanitary sewer connection is proposed for this project. Water Public water supply for the development will be provided by the City of Tigard. The existing public 12- inch waterline in the SW Durham Road right-of-way is on a 410’ pressure zone and supplies a 3-inch domestic waterline to a utility and electrical room on the east side of the main building; as well as domestic water meter and 6-inch fire service for the east side of the high school. There is a public 8-inch water line in the SW 92nd Avenue right-of-way on the east side of the street that supplies a fire service line of unknown size to the west side of the high school. The proposed development will maintain the same service connections. There are multiple fire hydrants within and around the site to provide fire protection. Four (4) public fire hydrants exist along SW Durham Road and two (2) exist along SW 92nd Avenue near the intersection of Martha Street. The existing public hydrant on the school side of 92nd Avenue right-of-way will be removed to install a vehicular for access to the athletic facilities and parking lot. Removal of this hydrant is not expected to negatively impact TVFD standards for adequate fire protection. Two (2) additional private fire hydrants are located on the project site. One is downstream of the east 6-inch fire service and located near the southeast corner of the existing auditorium building. The other is downstream of the west fire service, located along the fence line north of baseball and football fields. Storm Drainage A Preliminary Stormwater Report for the project is included in the overall application package for the proposal. This Preliminary Stormwater Report outlines compliance with the City of Tigard and Clean Water Services' (CWS) Design & Construction Standards. The Preliminary Stormwater Report is included in Exhibit J. 1.Jurisdiction: __________________________________________________________________________________________ 2550 S Hillsboro Highwa Hillsboro, Oregon 97123 hone (503 681-5100 ax (503 681-4439 www.cleanwaterservices.org Sensitive Area Pre-Screening Site Assessment 3.Owner Information Name: _________________________________________ Company: ______________________________________ Address: _______________________________________ City, State, Zip: __________________________________ Phone/Fax: _____________________________________ E-Mail: _________________________________________ 5.Applicant Information Name: _________________________________________ Company: ______________________________________ Address: _______________________________________ City, State, Zip: __________________________________ Phone/Fax: _____________________________________ E-Mail: _________________________________________ 2.Property Information (example 1S234AB01400) ax lot D(s __________________________________________________ __________________________________________________ Site Address: _______________________________________ City, State, Zip: _____________________________________ Nearest Cross Street: ________________________________ 4.Development Activity (check all that apply) o Addition to Single amil Residence (rooms, deck, garage o Lot Line Adjustment o Minor Land Partition o Residential Condominium o Commercial Condominium o Residential Subdivision o Commercial Subdivision o Single Lot Commercial o Multi Lot Commercial Other _____________________________________________ __________________________________________________ This application does NOT replace Grading and Erosion Control Permits, Connection Permits, Building Permits, Site Development Permits, DEQ 1200-C Permit or other permits as issued by the Department of Environmental Quality, Department of State Lands and/or Department of the Army COE. All required permits and approvals must be obtained and completed under applicable local, state, and federal law. By signing this form, the Owner or Owner’s authorized agent or representative, acknowledges and agrees that employees of Clean Water Services have authority to enter the project site at all reasonable times for the purpose of inspecting project site conditions and gathering information related to the project site. I certify that I am familiar with the information contained in this document, and to the best of my knowledge and belief, this information is true, complete, and accurate. Print/Type Name ________________________________________ Print/Type Title ___________________________________ NL N S M TTAL Date ___________________ FOR DISTRICT USE ONLY o Sensitive areas potentially exist on site or within 200’ of the site.THE APPLICANT MUST PERFORM A SITE ASSESSMENT PRIOR TO ISSUANCE OF A SERVICE PROVIDER LETTER.If Sensitive Areas exist on the site or within 200 feet on adjacent properties, a Natural Resources Assessment Report may also be required. o Based on review of the submitted materials and best available information Sensitive areas do not appear to exist on site or within 200’ of the site. This Sensitive Area Pre-Screening SiteAssessment does NOT eliminate the need to evaluate and protect water quality sensitive areas if they are subsequently discovered. This document will serve as your Service Provider letter as required by Resolution and Order 17-05, Section 3.02.1. All required permits and approvals must be obtained and completed under applicable local, State, and federal law. o Based on review of the submitted materials and best available information the above referenced project will not signi cantly impact the existing or potentially sensitive area(s) found near the site. This Sensitive Area Pre-Screening Site Assessment does NOT eliminate the need to evaluate and protect additional water quality sensitive areas if they are subsequently discovered. This document will serve as your Service Provider letter as required by Resolution and Order 07-20, Section 3.02.1. All required permits and approvals must be obtained and completed under applicable local, state and federal law. o This Service Provider Letter is not valid unless ______ CWS approved site plan(s) are attached. o The proposed activity does not meet the de nition of development or the lot was platted after 9/9/95 ORS 92.040(2). NO SITE ASSESSMENT OR SERVICE PROVIDER LETTER IS REQUIRED. Reviewed by _________________________________________________________________ Date ______________________ Clean Water Services File Number 6.Will the project involve any off-site work? o Yes o No o Unknown Location and description of off-site work _____________________________________________________________________ 7.Additional comments or information that may be needed to understand your project _____________________________ _____________________________________________________________________________________________________ 2s114aa00100 Ernie Brown Tigard-Tualatin School District No. 23J 6960 SW Sandburg Street 9000 SW Durham Road Tigard , OR, 97223 Tigard, OR , 97224 SW 92nd Avenue ebrown@ttsd.k12.or.us Kelly Youngberg Cardno 6720 SW Macadam Ave, Suite 200 Portland, OR, 97219 503-200-2388 kelly.youngberg@cardno.com Kelly Youngberg Civil Designer 9/22/2017 Off-site Work Unknown: Possible sidewalk improvements on SW 92nd Avenue Tigard June 13, 2017 5970-F GEOTECHNICAL RPT Tigard-Tualatin School District 6960 SW Sandburg Street Tigard, OR 97223 Attention: Debbie Pearson/DAY CPM Services, LLC SUBJECT: Geotechnical Investigation and Site-Specific Seismic-Hazard Evaluation Tigard High School Tigard, Oregon At your request, GRI completed a geotechnical investigation and site-specific seismic-hazard evaluation for the planned improvements at Tigard High School in Tigard, Oregon. The Vicinity Map, Figure 1, shows the general location of the site. The purpose of the investigation was to evaluate subsurface conditions at the site and develop geotechnical recommendations for use in the design and construction of the proposed improvements. The investigation included a review of existing geotechnical information for the site and surrounding area, subsurface explorations, laboratory testing, and engineering analyses. As part of our investigation, GRI completed a site-specific seismic-hazard evaluation to satisfy the requirements of the 2012 International Building Code (IBC), which was adopted by the 2014 Oregon Structural Specialty Code (OSSC). This report describes the work accomplished and provides conclusions and recommendations for use in the design and construction of the proposed project. PROJECT DESCRIPTION We understand the portion of Tigard High School built in 1953 will be demolished and rebuilt under the 2016 Tualatin-Tigard School District Bond Program. Based on our review of conceptual plans, we understand the 1953 portion of the school to be demolished is primarily located within the western half of the building footprint, and the Auditorium/Cafeteria Building, Main Gym, Auto Shop, and the eastern half of the existing school will remain in their current configuration. The Site Plan, Figure 2, shows the approximate locations of the new school footprint and associated improvements with respect to the existing school and associated buildings. Based on our review of conceptual plans, we understand the new school will consist of a classroom wing, administration offices, expanded commons and lunchroom, kitchen, auxiliary gym, boy’s and girl’s locker rooms, weight room, multi-purpose physical-education space, and courtyard. The majority of the new school will consist of a single-story, at-grade structure, except for the classroom wing, which will be two stories. In general, the new school will be located within the existing building footprint; however, the new building will extend up to 150 ft farther north than the existing building. Although structural loads for the new building are not currently available, we anticipate the column and wall loads will be on the order of 100 to 200 kips and 3 to 4 kips/ft, respectively. We anticipate the finished floor elevation for the new school will be consistent with the existing school, and cuts and fills to establish grade for the new school will be minimal. We understand a new bus drop-off area will be constructed north of the new school, adjacent to SW Durham Road, and a new parking lot will be constructed immediately west of the new building in an area currently occupied by tennis courts and an DRAFT 2 independent building. We anticipate the new bus loop and parking lot will be paved with asphalt concrete (AC) pavement. SITE DESCRIPTION General The project site is developed with the existing school and associated buildings, parking areas, a bus drop-off area, and athletic fields. The new school will be bordered by the new bus drop-off area and SW Durham Road on the north, the existing school on the east, the Auto Shop and athletic fields on the south, and the Main Gym and AC-paved parking areas on the west. Review of satellite imagery and our observations at the site indicate the ground surface gently slopes downward from north to south across the site. Geology Published geologic mapping indicates the site is mantled with Missoula flood deposits, locally referred to in the project area as the Willamette Silt Formation (Madin, 1990). In general, Willamette Silt is composed of unconsolidated beds and lenses of silt and sand. Stratification within this formation commonly consists of 4- to 6-in.-thick beds, although in some areas, the silt and sand are massive and the bedding is indistinct or nonexistent. SUBSURFACE CONDITIONS General Subsurface materials and conditions at the site were investigated between May 30 and June 1, 2017, with four borings, designated B-1 through B-4; one cone penetrometer test (CPT) sounding, designated CPT-1; and two dilatometer (DMT) soundings, designated DMT-1 and DMT-2. The borings were advanced to depths of about 6.5 to 81.5 ft, the CPT probe to a depth of about 89 ft, and the DMT soundings to depths of about 32 to 36 ft below existing site grades. The approximate locations of the explorations completed for this investigation are shown on Figure 2. Logs of the borings, CPT probe, and DMT soundings are provided on Figures 1A through 8A. The field and laboratory programs conducted to evaluate the physical engineering properties of the materials encountered in the explorations are described in Appendix A. The terms and symbols used to describe the materials encountered in the explorations are defined on Tables 1A through 3A and in the attached legend. Sampling Disturbed and undisturbed soil samples were obtained from the borings at 2.5-ft intervals of depth in the upper 15 ft, 5-ft intervals to a depth of 60 ft, and 10-ft intervals below 60 ft. Disturbed soil samples were obtained using a 2-in.-outside-diameter (O.D.) standard split-spoon sampler (SPT). Penetration tests were conducted by driving the sampler into the soil a distance of 18 in. using a 140-lb hammer dropped 30 in. The number of blows required to drive the SPT sampler the last 12 in. is known as the Standard Penetration Resistance, or SPT N-value. SPT N-values provide a measure of the relative density of granular soils and the relative consistency of cohesive soils. Relatively undisturbed soil samples were collected by pushing a 3-in.- O.D. Shelby tube into the undisturbed soil a maximum of 24 in. using the hydraulic ram of the drill rig. The soil in the Shelby tubes was extruded in our laboratory and Torvane shear strength measurements were recorded on selected samples. 3 Soils For the purpose of discussion, the materials disclosed by our investigation have been grouped into the following categories based on their physical characteristics and engineering properties: 1. PAVEMENT 2. SURFACING 3. SILT and Silty SAND The following paragraphs provide a detailed description of the materials encountered in the explorations and a discussion of the groundwater conditions at the site. 1. PAVEMENT. Explorations B-1 through B-3, CPT-1, and DMT-1 and DMT-2 were advanced in existing paved areas and encountered approximately 2 to 6 in. of AC pavement at the ground surface. The pavement is underlain by about 2 to 18 in. of crushed-rock base (CRB) course. 2. SURFACING. Exploration B-4 was advanced in an area surfaced with about 12 in. of crushed rock. 3. SILT and Silty SAND. Interbedded layers of silt and silty sand were encountered beneath pavement and surfacing in all of the explorations and extend to the maximum depth explored of 89 ft. The thicknesses of the interbedded layers typically range from about 1 in. to 15 ft; however, 20- to 35-ft-thick layers of silt and silty sand were encountered in explorations B-3 and B-4. The soils are generally brown or gray with varying degrees of rust mottling; however, between 35 and 55 ft, the silt is tan mottled rust and the sand is red- brown. In general, the silt has a variable clay content ranging from up to trace clay to clayey and contains a variable amount of fine- to medium-grained sand ranging from trace sand to sandy; however, a 6-in.-thick layer of silty clay was encountered at a depth of 30.5 ft in boring B-3. The silty sand is fine to medium grained; however, coarse-grained sand was encountered at a depth of 80 ft in boring B-3. The natural moisture content of the silt soils generally ranges from 24 to 47%; however, a sample of silt obtained at a depth of 50 ft in boring B-4 had a moisture content of 75%. The natural moisture content of the silty sand soils generally ranges from 23 to 41%. Atterberg limit testing indicates the interbedded layer of silty clay encountered at a depth of 30.5 ft in boring B-2 has a liquid limit of 41% and a plasticity index of 22%, see Figure 9A. The relative consistency of the silt soils is medium stiff to hard, based on SPT N-values of 8 to 49 blows/ft, CPT tip-resistance values of about 20 to 240 tsf, and DMT constrained modulus values of about 130 to 950 tsf, and is typically medium stiff to stiff to a depth of 30 ft and very stiff to hard below 30 ft. The relative density of the silty sand soils is very loose to very dense, based on SPT N-values of 3 to 45 blows/ft, CPT tip resistance values of about 40 to 275 tsf, and DMT constrained modulus values of about 350 to 2,100 tsf, and is typically loose to medium dense to a depth of 35 ft and dense below. It should be noted that the relative density of sand soils with high silt contents tends to be underestimated using the SPT sampler. All of the explorations were terminated in silt and silty sand at depths ranging from 6.5 to 89 ft. A one-dimensional consolidation test was completed on a sample of the silt obtained at a depth of 25.3 ft in boring B-2. Test results indicate the silt is overconsolidated and has a relatively low compressibility in the preconsolidated range of pressures and a low to moderate compressibility in the normally consolidated range of pressures, see Figure 10A. 4 Groundwater Groundwater seepage was not encountered in boring B-1 at the time of drilling. Borings B-2 through B-4 were completed using mud-rotary drilling techniques, which do not allow measurement of groundwater levels. Our review of U.S. Geological Survey (USGS) groundwater data suggests the regional groundwater level at the site occurs at a depth of about 35 ft below the ground surface. However, our work in the area indicates perched groundwater conditions can occur in the silt and sand soils that mantle the site throughout the year. To allow measurement and periodic monitoring of perched groundwater levels at the site, a vibrating-wire piezometer was installed at a depth of 50 ft in boring B-4. On June 7, 2017, the local perched groundwater in the piezometer was measured at a depth of about 6 ft below the existing ground surface. We anticipate the local perched groundwater level typically occurs at a depth of 10 to 15 ft below the ground surface during the normal dry summer and fall months and may approach the ground surface during the wet winter and spring months or during periods of heavy or prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS General Subsurface explorations completed for this investigation indicate the site is mantled with interbedded layers of medium-stiff to stiff silt and medium-dense to dense silty sand. The interbedded layers of silt and silty sand extend to the maximum depth explored of 89 ft. We anticipate the local perched groundwater level typically occurs at depths of 10 to 15 ft below the ground surface throughout the year; however, perched groundwater may approach the ground surface during the wet winter months and following periods of intense or prolonged precipitation. In our opinion, foundation support for new structural loads can be provided by conventional spread and wall foundations established in firm, undisturbed, native soil or compacted structural fill. The primary geotechnical considerations associated with construction of the proposed building and associated improvements include the presence of fine-grained soils at the ground surface that are extremely sensitive to moisture content and the potential for shallow, perched groundwater conditions. The following sections of this report provide our conclusions and recommendations for use in the design and construction of the project. Seismic Considerations General. We understand the project will be designed in accordance with the 2012 IBC with 2014 OSSC modifications. For seismic design, the 2012 IBC references American Society of Civil Engineers (ASCE) document 7-10, titled “Minimum Design Loads for Buildings and Other Structures” (ASCE 7-10). A site- specific seismic-hazard evaluation was completed for the project in accordance with the 2014 OSSC. Details of the site-specific seismic-hazard evaluation and the development of the recommended response spectrum are provided in Appendix B. Code Background. The 2012 IBC and ASCE 7-10 seismic hazard levels are based on a Risk-Targeted Maximum Considered Earthquake (MCER) with the intent of including the probability of structural collapse. The ground motions associated with the probabilistic MCER represent a targeted risk level of 1% in 50 years probability of collapse in the direction of maximum horizontal response with 5% damping. In general, these risk-targeted ground motions are developed by applying adjustment factors of directivity and risk coefficients to the 2% probability of exceedance in 50 years, or 2,475-year return period, hazard level (MCE) ground motions developed from the 2014 USGS Unified Hazard Tool. The risk-targeted probabilistic values are also 5 subject to a deterministic limit. The code-based ground-surface MCER-level spectrum is typically developed using the mapped bedrock spectral accelerations, SS and S1, and corresponding site coefficients, Fa and Fv, to account for site soil conditions. Site Response. In accordance with Section 20.4.2 of ASCE 7-10, the site is classified as Site Class D, or a stiff-soil site, based on an estimated VS30 of about 1,050 ft/sec in the upper 100 ft of the soil profile. However, our analysis has identified a potential risk of seismically induced settlement at the site. In accordance with ASCE 7-10, sites with soils vulnerable to failure or collapse under seismic loading should be classified as Site Class F, which requires a site-specific site-response analysis unless the structure has a fundamental period of vibration less than or equal to 0.5 sec. The design response spectrum for sites with structures having a fundamental period of less than or equal to 0.5 sec can be derived using the non- liquefied subsurface profile. For periods greater than 0.5 sec, the code requires a minimum spectral response value equal to 80% of Site Class E. We anticipate the new structure will have a fundamental period of less than 0.5 sec; therefore, the code- based Site Class D conditions are appropriate for design of the structure. The maximum horizontal-direction spectral response accelerations were obtained from the USGS Seismic Design Maps for the coordinates of 45.4032° N latitude and 122.7691° W longitude. The SS and S1 parameters identified for the site are 0.96 and 0.42 g, respectively, for Site Class B or bedrock conditions. To establish the ground-surface MCER spectrum, these bedrock spectral coefficients are adjusted for site class using the short- and long-period site coefficients, Fa and Fv, in accordance with Section 11.4.3 of ASCE 7-10. The design-level response spectrum is calculated as two-thirds of the ground-surface MCER spectrum. The recommended MCER- and design-level spectral response parameters for Site Class D conditions are tabulated below and discussed in further detail in Appendix B. RECOMMENDED SEISMIC DESIGN PARAMETERS (2012 IBC/2014 OSSC) Seismic Parameter Recommended Value Site Class D MCER 0.2-Sec Period Spectral Response Acceleration, SMS 1.07 g MCER 1.0-Sec Period Spectral Response Acceleration, SM1 0.66 g Design-Level 0.2-Sec Period Spectral Response Acceleration, SDS 0.71 g Design-Level 1.0-Sec Period Spectral Response Acceleration, S D1 0.44 g Liquefaction/Cyclic Softening. Liquefaction is a process by which loose, saturated granular materials, such as clean sand and, to a somewhat lesser degree, non-plastic and low-plasticity silts, temporarily lose stiffness and strength during and immediately following a seismic event. This degradation in soil properties may be substantial and abrupt, particularly in loose sands. Liquefaction occurs as seismic shear stresses propagate through a saturated soil and distort the soil structure, causing loosely packed groups of particles to contract or collapse. If drainage is impeded and cannot occur quickly, the collapsing soil structure causes the pore- water pressure to increase between the soil grains. If the pore-water pressure becomes sufficiently large, the inter-granular stresses become small and the granular layer temporarily behaves as a viscous liquid rather 6 than a solid. After liquefaction is triggered, there is an increased risk of settlement, loss of bearing capacity, lateral spreading, and/or slope instability, particularly along waterfront areas. Liquefaction-induced settlement occurs as the elevated pore-water pressures dissipate and the soil consolidates after the earthquake. Cyclic softening is a term that describes a relatively gradual and progressive increase in shear strain with load cycles. Excess pore pressures may increase due to cyclic loading but will generally not approach the total overburden stress. Shear strains accumulate with additional loading cycles, but an abrupt or sudden decrease in shear stiffness is not typically expected. Settlement due to post-seismic consolidation can occur, particularly in lower-plasticity silts. Large shear strains can develop, and strength loss related to soil sensitivity may be a concern. The potential for liquefaction and/or cyclic softening is typically estimated using a simplified method that compares the cyclic shear stresses induced by the earthquake (demand) to the cyclic shear strength of the soil available to resist these stresses (resistance). Estimates of seismically induced stresses are based on earthquake magnitude and peak ground-surface acceleration (PGA). The cyclic resistance of soils is dependent on several factors, including the number of loading cycles, relative density, confining stress, plasticity, natural water content, stress history, age, depositional environment (fabric), and composition. The cyclic resistance of soils is evaluated using in-situ testing in conjunction with laboratory index testing but may also include monotonic and cyclic laboratory strength tests. For sand-like soils, the cyclic resistance is typically evaluated using SPT N-values or CPT tip-resistance values normalized for overburden pressures and corrected for factors that influence cyclic resistance, such as fines content. For clay-like soils, the cyclic resistance is typically evaluated using estimates of the undrained shear strength, overconsolidation ratio (OCR), and sensitivity, or directly from cyclic laboratory tests. The potential for liquefaction and/or cyclic softening at the site was evaluated using the simplified method based on procedures recommended by Idriss and Boulanger (2008) with subsequent revisions (2014). This method utilizes the PGA to predict the cyclic shear stresses induced by the earthquake. The USGS National Seismic Hazard Mapping Project (NSHMP) was used to determine the contributing earthquake magnitudes that represent the seismic exposure of the site for the MCEG hazard level. A crustal event on the Portland Hills fault and an event on the Cascadia Subduction Zone (CSZ) were determined to represent the sources of seismic shaking. For our evaluation, we have considered a magnitude Mw 7 crustal earthquake and Mw 9 CSZ earthquake with code-level PGAs (PGAM) of 0.45 and 0.36 g, respectively. We have conservatively assumed a groundwater depth of about 5 ft below the ground surface, which corresponds to the anticipated highest sustained groundwater level at the site. The results of our evaluation indicate there is a potential that zones of the interbedded silt and silty sand deposit below the groundwater surface at the site could lose strength or liquefy during a code-based earthquake. Based on our analysis, potentially liquefiable soils are present about 10 ft below the ground surface and extend to a depth of about 35 ft. Our analysis indicates the potential for 1 to 2 in. of seismically induced settlement, which may occur during the earthquake and after earthquake shaking has ceased. Conventional geotechnical practice is to assume differential settlements may approach 50% of the calculated total seismic settlement. Discussion of seismically induced building foundation settlement is presented in the Foundation Support section later in this report. 7 Other Seismic Hazards. Based on site topography, the risk of earthquake-induced slope instability and/or lateral spreading is low. The risk of damage by tsunami and/or seiche at the site is absent. The inferred location of the Canby-Mollala Fault borders the northeastern corner of the site (Personius et al., 2003); however, the USGS does not consider the Canby-Mollala Fault to be an active, contributing source in their Probabilistic Seismic Hazard Analysis (PSHA). The USGS considers the Portland Hills Fault, located about 12 km northeast of the site, to be the closest crustal fault source contributing to the overall seismic hazard at the site. Unless occurring on a previously unmapped or unknown fault, the risk of fault rupture at the site is low. Earthwork General. The fine-grained soils that mantle the site are sensitive to moisture, and perched groundwater may approach the ground surface during the wet winter months. Therefore, it is our opinion earthwork can be completed most economically during the dry summer months, typically extending from June to mid- October. It has been our experience that the moisture content of the upper few feet of silty soils will decrease during extended warm, dry weather. However, below this depth, the moisture content of the soil tends to remain relatively unchanged and well above the optimum moisture content for compaction. As a result, the contractor must use construction equipment and procedures that prevent disturbance and softening of the subgrade soils. To minimize disturbance of the moisture-sensitive silt soils, site grading can be completed using track-mounted hydraulic excavators. The excavation should be finished using a smooth- edge bucket to produce a firm, undisturbed surface. It may also be necessary to construct granular haul roads and work pads concurrently with excavation to minimize subgrade disturbance. If the subgrade is disturbed during construction, soft, disturbed soils should be overexcavated to firm soil and backfilled with structural fill. If construction occurs during wet ground conditions, granular work pads will be required to protect the underlying silt subgrade and provide a firm working surface for construction activities. In our opinion, a 12- to 18-in.-thick granular work pad should be sufficient to prevent disturbance of the subgrade by lighter construction equipment and limited traffic by dump trucks. Haul roads and other high-density traffic areas will require a minimum of 18 to 24 in. of fragmental rock, up to 6-in. nominal size, to reduce the risk of subgrade deterioration. The use of a geotextile fabric over the subgrade may reduce maintenance during construction. Haul roads can also be constructed by placing a thickened section of pavement base course and subsequently spreading and grading the excess CRB after earthwork is complete. As an alternative to the use of a thickened section of crushed rock to support construction activities and protect the subgrade, the subgrade soils can be treated with cement. It has been our experience in this area that treating the silt soils to a depth of 12 to 14 in. with about a 6 to 8% admixture of cement overlain by 6 to 12 in. of crushed rock will support construction equipment and provide a good all-weather working surface. Site Preparation. Demolition of the existing improvements within the limits of the proposed improvements should include removal of existing pavements, floor slabs, foundations, walls, and underground utilities (if present). The ground surface within all building areas, paved areas, walkways, and areas to receive structural fill should be stripped of existing vegetation, surface organics, and loose surface soils. We anticipate stripping up to a depth of about 4 to 6 in. will likely be required to construct the new bus drop-off area near the northern property boundary; however, deeper grubbing may be required to remove brush and tree roots. All demolition debris, trees, brush, and surficial organic material should be removed from within 8 the limits of the proposed improvements. Excavations required to remove existing improvements, brush, and trees should be backfilled with structural fill. Organic strippings should be disposed of off site, or stockpiled on site for use in landscaped areas. Following stripping or excavation to subgrade level, the exposed subgrade should be evaluated by a qualified member of GRI’s geotechnical engineering staff or an engineering geologist. Proof rolling with a loaded dump truck may be part of this evaluation. Any soft areas or areas of unsuitable material disclosed by the evaluation should be overexcavated to firm material and backfilled with structural fill. Due to previous development at the site, it should be anticipated some overexcavation of subgrade will be required. Structural Fill. We anticipate minor amounts of structural fill will be placed for this project. We recommend structural fill consist of granular material, such as sand, sandy gravel, or crushed rock with a maximum size of 2 in. Granular material that has less than 5% passing the No. 200 sieve (washed analysis) can usually be placed during periods of wet weather. Granular backfill should be placed in lifts and compacted with vibratory equipment to at least 95% of the maximum dry density determined in accordance with ASTM D698. Appropriate lift thicknesses will depend on the type of compaction equipment used. For example, if hand-operated vibratory-plate equipment is used, lift thicknesses should be limited to 6 to 8 in. If smooth-drum vibratory rollers are used, lift thicknesses up to 12 in. are appropriate, and if backhoe- or excavator-mounted vibratory plates are used, lift thicknesses of up to 2 ft may be acceptable. On-site, fine-grained soils and site strippings free of debris may be used as fill in landscaped areas. These materials should be placed at about 90% of the maximum dry density as determined by ASTM D698. The moisture contents of soils placed in landscaped areas is not as critical, provided construction equipment can effectively handle the materials. Utility Excavations. In our opinion, there are three major considerations associated with design and construction of new utilities. 1) Provide stable excavation side slopes or support for trench sidewalls to minimize loss of ground. 2) Provide a safe working environment during construction. 3) Minimize post-construction settlement of the utility and ground surface. The method of excavation and design of trench support are the responsibility of the contractor and subject to applicable local, state, and federal safety regulations, including the current Occupational Safety and Health Administration (OSHA) excavation and trench safety standards. The means, methods, and sequencing of construction operations and site safety are also the responsibility of the contractor. The information provided below is for the use of our client and should not be interpreted to mean we are assuming responsibility for the contractor’s actions or site safety. According to current OSHA regulations, the majority of the fine-grained soils encountered in the explorations may be classified as Type B. In our opinion, trenches less than 4 ft deep that do not encounter groundwater may be cut vertically and left unsupported during the normal construction sequence, assuming trenches are excavated and backfilled in the shortest possible sequence and excavations are not allowed to remain open longer than 24 hr. Excavations more than 4 ft deep should be laterally supported or 9 alternatively provided with side slopes of 1H:1V (Horizontal to Vertical) or flatter. In our opinion, adequate lateral support may be provided by common methods, such as the use of a trench shield or hydraulic shoring systems. We anticipate the groundwater level will typically occur below the anticipated maximum excavation depth; however, perched groundwater may approach the ground surface during intense or prolonged precipitation. Groundwater seepage, running soil conditions, and unstable trench sidewalls or soft trench subgrades, if encountered during construction, will require dewatering of the excavation and trench sidewall support. The impact of these conditions can be reduced by completing trench excavation during the summer months, when groundwater levels are lowest, and by limiting the depths of the trenches. We anticipate groundwater inflow, if encountered, can generally be controlled by pumping from sumps. To facilitate dewatering, it will be necessary to overexcavate the trench bottom to permit installation of a granular working blanket. We estimate the required thickness of the granular working blanket will be on the order of 1 ft, or as required to maintain a stable trench bottom. The actual required depth of overexcavation will depend on the conditions exposed in the trench and the effectiveness of the contractor’s dewatering efforts. The thickness of the granular blanket must be evaluated on the basis of field observations during construction. We recommend the use of relatively clean, free-draining material, such as 2- to 4-in.-minus crushed rock, for this purpose. The use of a geotextile fabric over the trench bottom will assist in trench- bottom stability and dewatering. All utility trench excavations within building and pavement areas should be backfilled with relatively clean, granular material, such as sand, sandy gravel, or crushed rock of up to 11/2-in. maximum size and having less than 5% passing the No. 200 sieve (washed analysis). The bottom of the excavation should be thoroughly cleaned to remove loose materials and the utilities should be underlain by a minimum 6-in. thickness of bedding material. The granular backfill material should be compacted to at least 95% of the maximum dry density as determined by ASTM D698 in the upper 5 ft of the trench and at least 92% of this density below a depth of 5 ft. The use of hoe-mounted vibratory-plate compactors is usually most efficient for this purpose. Flooding or jetting as a means of compacting the trench backfill should not be permitted. Foundation Support We anticipate the column and wall loads will be on the order of 100 to 200 kips and 3 to 4 kips/ft, respectively. In our opinion, the proposed structural loads can be supported on conventional spread and wall footings in accordance with the following design criteria. As discussed earlier, our analysis indicates 1 to 2 in. of settlement could occur following a code-based seismic event. Based on the thickness of the non- liquefiable soil that mantles the site, we estimate the risk of ground manifestation of the seismically induced settlement is generally low. For design purposes, we recommend assuming differential seismic settlement will approach 50% of the calculated total seismic settlement over the length of the building. The 2015 National Earthquake Hazards Reduction Program (NEHRP) document titled “Recommended Seismic Provisions for New Buildings and Other Structures” provides guidance for acceptable limits of seismic differential settlement for different types of structures and different risk categories. In our opinion and based on Table 12.13-3 of 2015 NEHRP, 0.5 to 1 in. of seismic differential settlement over the length of the building is acceptable and consistent with current standards of practice for a life safety performance level. However, the structural engineer should determine if the structure can accommodate the estimated total and 10 differential seismic settlements. Tying the foundations together with a network of grade beams could be considered to help reduce the potential adverse effects associated with differential vertical movement. The grade beams should be designed in accordance with the guidelines presented in the 2015 NEHRP document. All footings should be established in the medium-stiff, native soil that mantles the site. The base of all new footings should be established at a minimum depth of 18 in. below the lowest adjacent finished grade. Footing widths should not be less than 24 in. for isolated column footings and 18 in. for wall footings. Excavations for all foundations should be made with a smooth-edge bucket, and all footing subgrades should be observed by a member of GRI’s geotechnical engineering staff. Soft or otherwise unsuitable material encountered at foundation subgrade level should be overexcavated and backfilled with granular structural fill. Local areas of softer subgrade may require deeper overexcavation and should be evaluated by a qualified member of GRI’s geotechnical engineering staff. Our experience indicates the subgrade soils are easily disturbed by excavation and construction activities. Due to these considerations, we recommend installing a minimum 3-in.-thick layer of compacted crushed rock in the bottom of all footing excavations. Relatively clean, 3/4-in.-minus crushed rock is suitable for this purpose. Footings established in accordance with these criteria can be designed on the basis of an allowable soil bearing pressure of 3,000 psf. This value applies to the total of dead load and/or frequently applied live loads and can be increased by one-third for the total of all loads: dead, live, and wind or seismic. We estimate the total static settlement of spread and wall footings designed in accordance with the recommendations presented above will be less than 1 in. for footings supporting column and wall loads of up to 200 kips and 4 kips/ft, respectively. Differential static settlements between adjacent, comparably loaded footings should be less than half the total settlement. Horizontal shear forces can be resisted partially or completely by frictional forces developed between the base of the footings and the underlying soil and by soil passive resistance. The total frictional resistance between the footing and the soil is the normal force times the coefficient of friction between the soil and the base of the footing. We recommend an ultimate value of 0.35 for the coefficient of friction for footings cast on granular material. The normal force is the sum of the vertical forces (dead load plus real live load). If additional lateral resistance is required, passive earth pressures against embedded footings can be computed on the basis of an equivalent fluid having a unit weight of 250 pcf. This design passive earth pressure would be applicable only if the footing is cast neat against undisturbed soil or if backfill for the footings is placed as granular structural fill and assumes up to 1/2 in. of lateral movement of the structure will occur in order for the soil to develop this resistance. This value also assumes the ground surface in front of the foundation is horizontal, i.e., does not slope downward away from the toe of the footing. Subdrainage/Floor Support We anticipate the finished floor elevation for the new school will be established at or above the adjacent final site grades. To provide a capillary break and reduce the risk of damp floors, slab-on-grade floors established at or above adjacent final site grades should be underlain by a minimum 8 in. of free-draining, clean, angular rock. This material should consist of angular rock such as 11/2- to 3/4-in. crushed rock with less than 2% passing the No. 200 sieve (washed analysis) and should be placed in one lift and compacted to at least 95% of the maximum dry density (ASTM D698) or until well keyed. To improve workability, the drain rock can be capped with a 2-in.-thick layer of compacted, 3/4-in.-minus crushed rock. In our opinion, it 11 is appropriate to assume a coefficient of subgrade reaction, k, of 175 pci to characterize the subgrade support for point loading with 8 in. of compacted crushed rock beneath the floor slab. In areas where floor coverings will be provided or moisture-sensitive materials stored, it would be appropriate to also install a vapor-retarding membrane. The membrane should be installed as recommended by the manufacturer. In addition, a foundation drain should be installed around the building perimeter to collect water that could potentially infiltrate beneath the foundations and should discharge to an approved storm drain. Although it is anticipated that the finished floor elevation for the building will be established near or above the adjacent site grades, if structures, such as floors, are established below the final site grades, the structure should be provided with a subdrainage system. A subdrainage system will reduce the buildup of hydrostatic pressures on the floor slab and the risk of groundwater entering through embedded walls and floor slabs. GRI should be contacted if embedded structures are being considered. Pavement Design We anticipate the new bus drop-off pavement will be subjected to bus, automobile, and light truck traffic, and new parking areas will be subjected primarily to automobile and light truck traffic with occasional heavy truck traffic. Traffic estimates for the bus drop-off and parking areas are presently unknown; however, we anticipate the new pavement will consist of AC. Based on our experience with similar projects and subgrade soil conditions, we recommend the following pavement sections. RECOMMENDED PAVEMENT SECTIONS CRB Thickness, in. AC Thickness, in. Areas Subject to School-Bus Traffic (Bus Drop-Off Area) 14 5 Areas Subject to Primarily Automobile Traffic (Vehicle Drive Lanes) 12 4 Areas Subject to Automobile Parking (Parking Stalls) 8 3 The recommended pavement sections should be considered minimum thicknesses and underlain by a woven geotextile fabric. It should be assumed some maintenance will be required over the life of the pavement (15 to 20 years). The recommended pavement section is based on the assumption pavement construction will be accomplished during the dry season and after construction of the building has been completed. If wet-weather pavement construction is considered, it will likely be necessary to increase the thickness of CRB to support construction equipment and protect the subgrade from disturbance. The indicated sections are not intended to support extensive construction traffic, such as dump trucks and concrete trucks. Pavements subject to construction traffic may require repair. For the above-indicated sections, drainage is an essential aspect of pavement performance. We recommend all paved areas be provided positive drainage to remove surface water and water within the base course. This will be particularly important in cut sections or at low points within the paved areas, such as at catch basins. Effective methods to prevent saturation of the base course materials include providing weep holes in 12 the sidewalls of catch basins, subdrains in conjunction with utility excavations, and separate trench-drain systems. To ensure quality materials and construction practices, we recommend the pavement work conform to Oregon Department of Transportation standards. Prior to placing base course materials, all pavement areas should be proof rolled with a fully loaded, 10-cy dump truck. Any soft areas detected by the proof rolling should be overexcavated to firm ground and backfilled with compacted structural fill. Provided the pavement section is installed in accordance with the recommendations provided above, it is our opinion the site-access areas will support infrequent traffic by an emergency vehicle having a gross vehicle weight (GVW) of up to 75,000 lbs. For the purposes of this evaluation, “infrequent” can be defined as once a month or less. DESIGN REVIEW AND CONSTRUCTION SERVICES We welcome the opportunity to review and discuss construction plans and specifications for this project as they are being developed. In addition, GRI should be retained to review all geotechnical-related portions of the plans and specifications to evaluate whether they are in conformance with the recommendations provided in our report. To observe compliance with the intent of our recommendations, our design concepts, and the plans and specifications, we are of the opinion that all construction operations dealing with earthwork and foundations should be observed by a GRI representative. Our construction-phase services will allow for timely design changes if site conditions are encountered that are different from those described in our report. If we do not have the opportunity to confirm our interpretations, assumptions, and analyses during construction, we cannot be responsible for the application of our recommendations to subsurface conditions different from those described in this report. LIMITATIONS This report has been prepared to aid the architect and engineer in the design of this project. The scope is limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of the new foundations and floors. In the event any changes in the design and location of the project elements as outlined in this report are planned, we should be given the opportunity to review the changes and modify or reaffirm the conclusions and recommendations of this report in writing. The conclusions and recommendations submitted in this report are based on the data obtained from the explorations made at the locations indicated on Figure 2 and other sources of information discussed in this report. In the performance of subsurface investigations, specific information is obtained at specific locations at specific times. However, it is acknowledged that variations in soil conditions may exist between exploration locations. This report does not reflect any variations that may occur between these explorations. The nature and extent of variation may not become evident until construction. If, during construction, subsurface conditions differ from those encountered in the explorations, we should be advised at once so that we can observe and review these conditions and reconsider our recommendations where necessary. Please contact the undersigned if you have any questions. 13 Submitted for GRI, Wesley Spang, PhD, PE, GE Nicholas M. Hatch, PE Principal Project Engineer References Idriss, I.M., and Boulanger, R.W., 2008, Soil liquefaction during earthquakes: Earthquake Engineering Research Institute, EERI MNO-12. Idriss, I. M., and Boulanger, R.W., 2014, CPT and SPT based liquefaction triggering procedures: Department of Civil & Environmental Engineering, College of Engineering, University of California at Davis, Report No. UCD/CGM-14/01. Madin, I.P.,1990, Earthquake-hazard geology maps of the Portland metropolitan area: Oregon Department of Geology and Mineral Studies, Open-File Report 90-02. Personius, S. F., Dart, R. L., Bradley, Lee-Ann, and Haller, K. M., 2003, Map and data for Quaternary faults and folds in Oregon: U.S. Geological Survey Open-File Report 03-095. U.S. Geological Survey (USGS), Unified hazard tool, Conterminous U.S. 2014(v4.0x), accessed 5/30/17 from USGS website: https://earthquake.usgs.gov/hazards/interactive/. m b bm DY MAR ST I North APPENDIX A Field Explorations and Laboratory Testing A-1 APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface materials and conditions at the site were investigated between May 30 and June 1, 2017, with four borings, designated B-1 through B-4; one cone penetrometer test (CPT) sounding, designated CPT-1; and two dilatometer (DMT) soundings, designated DMT-1 and DMT-2. The approximate locations of the explorations completed for this investigation are shown on Figure 2. Logs of the borings, CPT probe, and DMT soundings are provided on Figures 1A through 8A. The field exploration work was coordinated and documented by an experienced member of GRI’s geotechnical engineer staff, who maintained a log of the materials and conditions disclosed during the course of work. Borings Four borings, designated B-1 through B-4, were advanced to depths of about 6.5 to 81.5 ft below existing site grades. The borings were completed with hollow-stem auger or mud-rotary drilling techniques using a truck-mounted drill rig provided and operated by Western States Soil Conservation of Hubbard, Oregon. Disturbed and undisturbed soil samples were obtained from the borings at 2.5-ft intervals of depth in the upper 15 ft, 5-ft intervals to a depth of 60 ft, and 10-ft intervals below 60 ft. Disturbed soil samples were obtained using a standard split-spoon sampler (SPT). The outside diameter of the SPT sampler is 2 in. Penetration tests were conducted by driving the sampler into the soil a distance of 18 in. using a 140-lb hammer dropped 30 in. The number of blows required to drive the SPT sampler the last 12 in. is known as the Standard Penetration Resistance, or SPT N-value. SPT N-values provide a measure of the relative density of granular soils and relative consistency of cohesive soils. Samples obtained from the borings were placed in airtight jars and returned to our laboratory for further classification and testing. In addition, relatively undisturbed samples were collected by pushing a 3-in.-outside-diameter (O.D.) Shelby tube into the undisturbed soil a maximum distance of 24 in. using the hydraulic ram of the drill rig. The soil exposed in the end of the Shelby tube was examined and classified in the field. After classification, the tube was sealed with rubber caps and returned to our laboratory for further examination and testing. Logs of the borings are provided on Figures 1A through 4A. Each log presents a descriptive summary of the various types of materials encountered in the boring and notes the depths at which the materials and/or characteristics of the materials change. To the right of the descriptive summary, the numbers and types of samples are indicated. Farther to the right, N-values are shown graphically, along with the natural moisture contents, Torvane shear strength values, Atterberg Limits, and percent passing the No. 200 sieve, where applicable. The terms and symbols used to describe the materials encountered in the borings are defined in Table 1A and the attached legend. Electric Cone Penetration Test One electric CPT probe, designated CPT-1, was advanced to a depth of about 89 ft using a truck-mounted CPT rig provided and operated by Oregon Geotechnical Explorations, Inc., of Keizer, Oregon. During the CPT, a steel cone is forced vertically into the soil at a constant rate of penetration. The force required to cause penetration at a constant rate can be related to the bearing capacity of the soil immediately A-2 surrounding the point of the penetrometer cone. This force is measured and recorded every 8 in. In addition to the cone measurements, measurements are obtained of the magnitude of force required to force a friction sleeve, attached above the cone, through the soil. The force required to move the friction sleeve can be related to the undrained shear strength of fine-grained soils. The dimensionless ratio of sleeve friction to point bearing capacity provides an indicator of the type of soil penetrated. The cone-penetration resistance and sleeve friction can be used to evaluate the relative consistency of cohesionless and cohesive soils, respectively. In addition, a piezometer fitted between the cone and the sleeve measures changes in water pressures as the probe is advanced and can also be used to measure the depth of the top of the groundwater table. The probe was also operated using an accelerometer fitted to the probe, which allows measurement of the arrival time of shear waves from impulses generated at the ground surface. This allows calculation of shear-wave velocities for the surrounding soil profile. A log of the electric CPT probe is provided on Figures 5A, which presents a graphical summary of the tip resistance, local (sleeve) friction, friction ratio, pore pressure, and soil behavior type (SBT) index. The terms used to describe the soils encountered in the probe are defined in Table 2A. Shear-wave velocity measurements were recorded for the CPT-1 probe and are shown on Figure 6A. Dilatometer Test Two DMT soundings, designated DMT-1 and DMT-2, were advanced to depths of about 32 to 36 ft using a truck-mounted CPT rig provided and operated by Oregon Geotechnical Explorations, Inc., of Keizer, Oregon. DMT soundings provide additional geotechnical information to characterize the subsurface materials. The dilatometer test is performed by pushing a blade-shaped instrument into the soil. The blade is equipped with an expandable membrane on one side that is pressurized until the membrane moves horizontally into the surrounding soil. Readings of the pressures required to move the membrane to a point flush with the blade (P0 – pressure) and 1.1 mm into the surrounding soil (P1 – pressure) are recorded. The test sequence was performed at 8-in. intervals to obtain a comprehensive soil profile. A material index (ID), horizontal stress index (KD), and dilatometer modulus (ED) are obtained directly from the dilatometer data. The constrained modulus (M) is then obtained from the dilatometer data. The dilatometer test results are summarized on Figures 7A and 8A. The results show the dilatometer pressure readings (P0, P1) and three dilatometer-derived parameters: horizontal stress index (KD), material index (ID), and constrained modulus (M). The terms used to describe the materials encountered in the sounding are defined in Table 3A. LABORATORY TESTING General The samples obtained from the borings were examined in our laboratory, where the physical characteristics of the samples were noted and the field classifications modified where necessary. At the time of classification, the natural moisture content of each sample was determined. Additional testing included dry unit weight, Atterberg limits, one-dimensional consolidation, and grain size analyses. A summary of the laboratory test results has been provided in Table 4A. The following sections describe the testing program in more detail. A-3 Natural Moisture Content Natural moisture content determinations were made in conformance with ASTM D2216. The results are summarized on Figures 1A through 4A and in Table 4A. Undisturbed Unit Weight The unit weight, or density, of undisturbed soil samples was determined in the laboratory in conformance with ASTM D2937. The results are summarized on Figures 2A through 4A and in Table 4A. Atterberg Limits Atterberg limits testing was performed for one representative sample of silt in conformance with ASTM D4318. The test results are summarized on the Plasticity Chart, Figure 9A; Figure 3A; and Table 4A. One-Dimensional Consolidation A one-dimensional consolidation test was performed in conformance with ASTM D2435 on a relatively undisturbed soil sample extruded from a Shelby tube. This test provides data on the compressibility of underlying fine-grained soils, necessary for settlement studies. The test results are summarized on Figure 10A in the form of a curve showing percent strain versus applied effective stress. The initial dry unit weight and moisture content of the sample are also shown on the figure. Grain-Size Analysis Washed-Sieve Method. To assist in classification of the soils, samples of known dry weight were washed over a No. 200 sieve. The material retained on the sieve was oven-dried and weighed. The percentage of material passing the No. 200 sieve was then calculated. The results are summarized in Figures 1A through 4A and in Table 4A. Table 1A GUIDELINES FOR CLASSIFICATION OF SOIL Description of Relative Density for Granular Soil Standard Penetration Resistance Relative Density (N-values), blows per ft very loose 0 -4 loose 4 - 10 medium dense 10 -30 dense 30 -50 very dense over 50 Description of Consistency for Fine-Grained (Cohesive) Soils Standard Penetration Torvane or Resistance (N-values), Undrained Shear Consistency blows per ft Strength, tsf very soft 0 - 2 less than 0.125 soft 2 - 4 0.125 -0.25 medium stiff 4 - 8 0.25 -0.50 stiff 8 -15 0.50 - 1.0 very stiff 15 - 30 1.0 -2.0 hard over 30 over 2.0 Grain-Size Classification Modifier for Subclassification Boulders: >12 in. Cobbles: 3 - 12 in. Gravel: 1/4 - 3/4 in. (fine) 3/4 - 3 in. (coarse) Sand: No. 200 - No. 40 sieve (fine) No. 40 - No. 10 sieve (medium) No. 10 - No. 4 sieve (coarse) Silt/Clay: pass No. 200 sieve Primary Constituent SAND or GRAVEL Primary Constituent SILT or CLAY Adjective Percentage of Other Material (by weight) trace:5 - 15 (sand, gravel) 5 - 15 (sand, gravel) some:15 - 30 (sand, gravel) 15 - 30 (sand, gravel) sandy, gravelly:30 - 50 (sand, gravel) 30 - 50 (sand, gravel) trace:<5 (silt, clay) Relationship of clay and silt determined by plasticity index test some:5 -12 (silt, clay) silty, clayey:12 -50 (silt, clay) Table 2A: CONE PENETRATION TEST (CPT) CORRELATIONS COHESIVE SOILS Cone-Tip Resistance, tsf Consistency <5 Very Soft 5 to 15 Soft to Medium Stiff 15 to 30 Stiff 30 to 60 Very Stiff >60 Hard COHESIONLESS SOILS Cone-Tip Resistance, tsf Relative Density <20 Very Loose 20 to 40 Loose 40 to 120 Medium 120 to 200 Dense >200 Very Dense Reference Kulhawy, F.H., and Mayne, P.W., 1990, Manual on estimating soil properties for foundation design: Electric Power Research Institute, EL-6800. Table 3A: SOIL CHARACTERIZATION BASED ON MARCHETTI FLAT-PLATE DILATOMETER TEST Description of Consistency for Fine-Grained (Cohesive) Soils Soil Type(1) Consistency CH, CL ML, MH DMT Constrained Modulus (MDMT), tsf ID (2)< 0.6 0.6 <ID (2)< 1.8 Very Soft 0 -30 0 - 50 Soft 30 - 60 50 - 100 Medium Stiff 60 - 100 100 - 200 Stiff 100 - 175 200 - 375 Very Stiff 175 + 375 + Description of Relative Density for Granular Soils 1) Unified Soil Classification System 2) ID = Material Index Soil Type(1) Relative Density SM, SC SP, SW DMT Constrained Modulus (MDMT), tsf 1.8 <ID (2)< 3.3 3.3 <ID (2) Very Loose 0 -75 0 - 100 Loose 75 - 150 100 - 200 Medium Dense 150 - 300 200 - 425 Dense 300 - 550 425 - 850 Very Dense 550 + 850 + B-1 S-2 2.5 -- 24 -- -- -- 59 Sandy SILT S- 5. -- 1 -- -- -- -- Sandy SILT B-2 S-1 2.5 -- 2 -- -- -- -- Sandy SILT S-2 5. -- 4 -- -- -- -- S y S S-2 . -- 2 9 -- -- -- Sandy SILT S- . -- 29 -- -- -- 2 S y S S-4 1 .5 -- 29 -- -- -- -- S y S S-4 11.5 -- 2 94 -- -- -- S y S S-5 12. -- 2 -- -- -- 25 S y S S- 15. -- 1 -- -- -- -- S y S S- 2 . -- 1 -- -- -- Sandy SILT S- 25. -- 1 -- -- -- 2 Sandy SILT S-9 2 . -- -- -- -- Sandy SILT S-1 . -- 5 -- -- -- S y S S-11 5. -- -- -- -- -- SILT S-12 4 . -- -- -- -- -- S y S S-1 45. -- -- -- -- -- S y S S-14 5 . -- 4 -- -- -- Sandy SILT B- S-1 2.5 -- -- -- -- 5 S y S S-2 5.5 -- -- -- -- -- Sandy SILT S-2 .5 -- 9 -- -- -- S y S S- . -- 41 -- -- -- -- S y S S-4 1 . -- 2 -- -- -- -- S y S S-5 12.5 -- 9 -- -- -- 2 S y S S- 15. -- 1 91 -- -- -- S y S S- 1 . -- 41 -- -- -- -- S y S S- 2 . -- 4 -- -- -- 15 S y S S-9 25. -- -- -- -- -- Sandy SILT S-1 . -- -- 41 22 -- S y L S-11 5. -- -- -- -- -- SILT S-12 4 . -- 4 -- -- -- -- SILT S-1 45. -- -- -- -- -- S y S S-14 5 . -- 2 -- -- -- 2 S y S S-15 55. -- 45 -- -- -- -- SILT S-1 . -- 9 -- -- -- 5 Sandy SILT S-1 . -- 42 -- -- -- -- Sandy SILT S-1 . -- 2 -- -- -- 15 S y S B-4 S-1 2.5 -- -- -- -- -- S y S S-2 5. -- -- -- -- S y S S- . -- 4 -- -- -- -- S y S SUMMARY OF LABORATORY RESULTS Elevation t e t tSa leLo ation Ta le A Sa le n o ation Unit ei t Li i Li it la ti it n e Moi t e ontent Fine ontent Atte e Li it a 1 2 Soil T e B-4 S- .2 -- 4 1 -- -- -- S y S S-4 9.5 -- -- -- -- -- S y S S-5 12. -- -- -- -- -- S y S S-5 1 .2 -- 2 91 -- -- -- S y S S- 14.5 -- 29 -- -- -- -- S y S S- 2 . -- -- -- -- S y S S- 25. -- 1 -- -- -- -- S y S S-9 . -- 2 -- -- -- -- S y S S-1 5. -- 44 -- -- -- -- SILT S-11 4 . -- -- -- -- 2 SILT S-12 45. -- -- -- -- -- S y S S-1 5 . -- 5 -- -- -- -- SILT SUMMARY OF LABORATORY RESULTS Elevation t e t tSa leLo ation Ta le A Sa le n o ation Unit ei t Li i Li it la ti it n e Moi t e ontent Fine ontent Atte e Li it a 2 2 Soil T e Groundwater level after drilling and date measured Groundwater level during drilling and date measured Flush-mount monument set in concrete Symbol Concrete, well casing shown where applicable Symbol Description Symbol D S S Sandy GR clean to some silt and clay GR clean to some silt, clay, and sand Silty S up to some clay and gravel C up to some silt, sand, and gravel Gravelly C up to some silt and sand Sandy C up to some silt and gravel Silty C up to some sand and gravel ibrating-wire pressure transducer D S S Symbol F ypic l Description S S Roc uality designation R , -in split-spoon sampler with recovery S Grab Sample Roc core sample interval S S S Geoprobe sample interval S S S Grout, inclinometer casing shown where applicable entonite seal, well casing shown where applicable Grout, vibrating-wire transducer cable shown where applicable SC R S Silty GR up to some clay and sand Clayey GR up to some silt and sand Clayey S up to some silt and gravel S up to some clay, sand, and gravel Gravelly S up to some clay and sand Sandy S up to some clay and gravel Clayey S up to some sand and gravel Gravelly S clean to some silt and clay S clean to some silt, clay, and gravel -in -diameter solid C Symbol D S D ypic l Description Shelby tube sampler with recovery S S S S Symbol -in split-spoon sampler and Standard enetration est with recovery S S mpler Description Sonic core sample interval Filter pac , machine-slotted well casing shown where applicable -in -diameter hand-slotted C ypic l Description S S S S S S S Symbol ypic l Description ortland cement concrete Crushed roc S C RS sphalt concrete Roc core recovery Asphalt concrete PAVEMENT (6 in.) over crushed rock BASE CO SE ( in.) Sand S T trace cla ro n ottled rust ediu sti to sti ine to ediu rained sand ro n elo t ( ) round ater not encountered Energy Ratio: CME T Truck Mounted rill i Surface Elevation: a er y e: . eig t: Not Availa le . ogge y: rilling et o : BO N B in. P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT ollo Ste Au er rille y: l ro : . See e end or E planation o S ols ate Starte : oor inate : ote: estern States Soil Conservation nc. E ui ent: Auto a er ole ia eter: SS ER in. . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS Not Availa le E S ES S S S S . 6. NE OB NO. Asphalt concrete PAVEMENT ( in.) over crushed rock BASE CO SE ( in.) Sand S T ro n sti ine to ediu rained sand Silt SAN ro n loose ine to ediu rained inter edded ith 6 in. thick la er o sand silt at 6 t Sand S T ra sti ine to ediu rained sand sti to ver sti inter edded ith to in. thick la ers o silt sand elo t trace to so e cla elo t Silt SAN ro n ottled rust ediu dense ine to ediu rained S T so e cla trace ine to ediu rained sand tan ottled rust hard contains eakl to oderatel ce ented ones up to in. thick r ensit pc r ensit pc Energy Ratio: CME T Truck Mounted rill i Surface Elevation: (CONTIN N T a er y e: . eig t: Not Availa le . ogge y: rilling et o : BO N B in. P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT Mud otar rille y: l ro : . See e end or E planation o S ols ate Starte : oor inate : ote: estern States Soil Conservation nc. E ui ent: Auto a er ole ia eter: SS ER in. . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS Not Availa le E S ES S S S S S S S 6 S S S S S 6 6 . . 6. . . NE OB NO. 6 Silt SAN tan ottled rust dense ine to ediu rained inter edded ith in. thick la ers o sand silt inter edded ith to in. thick la ers o silt elo t Sand S T so e cla tan ottled rust hard contains eakl to oderatel ce ented ones up to in. thick inter edded ith to in. thick la ers o silt sand ( ) Surface Elevation: . Not Availa le . BO N B P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT SS ER . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS E S ES S S S S . . NE 6 6 OB NO. Asphalt concrete PAVEMENT ( in.) over crushed rock BASE CO SE ( in.) Silt SAN ro n loose ine to ediu rained inter edded ith in. thick la er o sand silt at t ediu dense elo t contains or anics at t ro n ottled rust elo t loose inter edded ith to in. thick la ers o sand silt elo t Sand S T so e cla ra sti ine to ediu rained sand cla e ediu sti to sti at t so e sand elo t inter edded ith 6 in. thick la er o silt cla at . t ver sti at t tan ottled rust contains eakl to oderatel ce ented ones up to in. thick elo t r ensit pc r ensit pc Energy Ratio: CME T Truck Mounted rill i Surface Elevation: (CONTIN N T a er y e: . eig t: Not Availa le . ogge y: rilling et o : BO N B in. P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT Mud otar rille y: l ro : . See e end or E planation o S ols ate Starte : oor inate : ote: estern States Soil Conservation nc. E ui ent: Auto a er ole ia eter: SS ER in. . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS Not Availa le E S ES S S S S S S S 6 S S S S S 6 6 6 6 . . NE OB NO. S T so e cla to cla e trace ine to ediu rained sand tan ottled rust sti contains eakl to oderatel ce ented ones up to in. thick Silt SAN red ro n dense ine to ediu rained S T so e cla to cla e so e ine to ediu rained sand ra ver sti sand inter edded ith to in. thick la ers o silt sand lo 6 t Surface Elevation: (CONTIN N T . Not Availa le . BO N B P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT SS ER . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS E S ES S S S S S S 6 S 6 6 . . NE 6 6 OB NO. 6 Silt SAN ra dense ine to coarse rained ( ) Surface Elevation: . Not Availa le . BO N B P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT SS ER . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS E S ES S S . NE OB NO. Crushed rock S AC N ( in.) Silt SAN ro n loose ine to ediu rained ver loose at t ra ro n ediu dense at t ra ro n ediu dense elo t ra elo t S T so e cla to cla e so e ine to ediu rained sand tan ottled rust ver sti contains eakl to oderatel ce ented ones up to in. thick r ensit pc r ensit pc Energy Ratio: CME T Truck Mounted rill i Surface Elevation: (CONTIN N T a er y e: . eig t: Not Availa le . ogge y: rilling et o : BO N B in. P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT Mud otar rille y: l ro : . See e end or E planation o S ols ate Starte : oor inate : ote: estern States Soil Conservation nc. E ui ent: Auto a er ole ia eter: SS ER in. . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS Not Availa le E S ES S S S S S S S 6 S S S S 6 6 6 . . NE OB NO. 6 S T so e cla to cla e so e ine to ediu rained sand tan ottled rust ver sti contains eakl to oderatel ce ented ones up to in. thick inter edded ith to in. thick la ers o silt sand Silt SAN red ro n dense ine to ediu rained S T so e cla to cla e so e ine to ediu rained sand tan ottled rust ver sti ( ) Surface Elevation: . Not Availa le . BO N B P AST C M T M T NES CONTENT B O S PE OOT MO ST E CONTENT SS ER . A TO VANE S EA ST EN T TS N A NE S EA ST EN T TS E S ES S S S S 6 6 . . . NE 6 6 OB NO. Observed By:Advanced By: Date Started: Coordinates: Ground Surface Elevation:Not Available Not Available Oregon Geotechnical Exploration, Inc.N. Hatch 06/1/17 TOTAL DEPTH: 89.239 ft Depth (ft) SPT N60 (UNITLESS) 0 250 0 10 20 30 40 50 60 70 80 90 SBT (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 Tip Resistance (Qt) (tsf) 0 300 Sleeve Friction (Fs) (tsf) 0 18 F.Ratio (%) 0 12 Pore Pressure (U2) (psi) -50 450 Observed By:Advanced By: Date Started: Coordinates: Ground Surface Elevation:Not Available Not Available Oregon Geotechnical Exploration, Inc.N. Hatch 06/1/17 TOTAL DEPTH: 89.239 ft Depth (ft) SPT N60 (UNITLESS) 0 250 0 10 20 30 40 50 60 70 80 90 SBT (UNITLESS) 1 sensitive fine grained 2 organic material 3 clay 4 silty clay to clay 5 clayey silt to silty clay 6 sandy silt to clayey silt 7 silty sand to sandy silt 8 sand to silty sand 9 sand 10 gravelly sand to sand 11 very stiff fine grained (*) 12 sand to clayey sand (*) *SBT/SPT CORRELATION: UBC-1983 0 12 Seismic Velocity (ft/s) 861 626 608 597 728 612 665 786 628 591 2448 2099 1134 1272 2048 1388 831 1377 1473 2709 0 3000 Tip Resistance (Qt) (tsf) 0 300 0 10 20 30 40 50 60 0 10 20 30 40 50 60 70 80 90 100 MC, %PIPLLLLocation Depth, t C a i ication 1941Silty CLAY, some fi e to me i m i e s , y30 8 3 S 10 A C CLAYS LAS C Y, A C S L S P M L C I I D IL CL I IC I I I D IL P A C S L S A CLAY Y S L A C CLAYS LAS C Y I I D IL CL I IC I I I D IL P L L CL A C S L S A A C S L Y CLAYS L LAS C Y A C CLAY Y S L S Y SA S SL LAS C Y P M L A C CLAYS L LAS C Y L L , a p e 22 33 LAS C Y C A CL ML C ML o L CL M o 5970 2017 9A 0 5 10 15 20 25 0.01 0.1 1 10 100 STRESS, TSF 96 31 Initial Location a l c la i ication San SI T, a , n a n an 25.3S 2 NS I ATI N TEST N . 59 0 F NE 201 FI . 10A t t APPENDIX B Site-Specific Seismic-Hazard Evaluation B-1 APPENDIX B SITE-SPECIFIC SEISMIC-HAZARD STUDY GENERAL GRI completed a site-specific seismic-hazard study for the proposed improvements to Tigard High School in Tigard, Oregon. The purpose of our study was to evaluate the potential seismic hazards associated with regional and local seismicity. The site-specific seismic-hazard evaluation is intended to meet the requirements of the 2014 Oregon Structural Specialty Code (OSSC), which is based on the 2012 International Building Code (IBC). Seismic design in accordance with the 2012 IBC is based on American Society of Civil Engineers (ASCE) document 7-10, titled “Minimum Design Loads for Buildings and Other Structures.” Our work was based on the potential for regional and local seismic activity, as described in the existing scientific literature, and the subsurface conditions at the site, as disclosed by the subsurface explorations completed for this project. Specifically, our work included the following tasks: 1) A detailed review of available literature, including published papers, maps, open-file reports, seismic histories and catalogs, works in progress, and other sources of information regarding the tectonic setting, regional and local geology, and historical seismic activity that might have a significant effect on the site. 2) Compilation and evaluation of subsurface data collected at and in the vicinity of the site, including classification and laboratory analyses of soil samples, and review of shear-wave velocity surveys completed at the site. This information was used to prepare a generalized subsurface profile for the site. 3) Identification of the potential seismic events (earthquakes) appropriate for the site and characterization of those events in terms of a generalized design event. 4) Office studies based on the generalized subsurface profile and the generalized design earthquake resulting in conclusions and recommendations concerning the following: a) specific seismic events that might have a significant effect on the site, b) the potential for seismic energy amplification and liquefaction or soil-strength loss at the site, and c) site-specific acceleration response spectra for design of the proposed structure. This appendix describes the work accomplished and summarizes our conclusions and recommendations. Geologic Setting On a regional scale, the site is located at the northern end of the Willamette Valley, a broad, gently deformed, north-south-trending, topographic feature separating the Coast Range to the west from the Cascade Mountains to the east. The site is located approximately 74 km inland from the Cascadia Subduction Zone (CSZ), an active plate boundary along which remnants of the Farallon plate (the Gorda, Juan de Fuca, and Explorer plates) are being subducted beneath the western edge of the North American B-2 plate. The subduction zone is a broad, eastward-dipping zone of contact between the upper portion of the subducting slabs of the Gorda, Juan de Fuca, and Explorer plates and the overriding North American plate, as shown on the Tectonic Setting Summary, Figure 1B. On a local scale, the site is located in the Tualatin Basin, a large, well-defined, southeast-trending structural basin bounded by high-angle, northwest-trending, right-lateral, strike-slip faults considered to be seismogenic. The geologic units in the area are shown on the Regional Geologic Map, Figure 2B. The distribution of nearby Quaternary faults is shown on the Local Fault Map, Figure 3B. Information regarding the continuity and potential activity of these faults is lacking due largely to the scale at which geologic mapping in the area has been conducted and the presence of thick, relatively young, basin-filling sediments that obscure underlying structural features. Other faults may be present within the basin, but clear stratigraphic and/or geophysical evidence regarding their location and extent is not presently available. Additional discussion regarding crustal faults is provided in the Local Crustal Event section below. Because of the proximity of the site to the CSZ and its location within the Tualatin Basin, three distinctly different sources of seismic activity contribute to the potential for the occurrence of damaging earthquakes. Each of these sources is generally considered to be capable of producing damaging earthquakes. Two of these sources are associated with the deep-seated tectonic activity related to the subduction zone; the third is associated with movement on the local, relatively shallow structures within and adjacent to the Tualatin Basin. Subsurface and Geologic Conditions. Published geologic mapping indicates the site is mantled with Missoula flood deposits, locally referred to in the project area as the Willamette Silt Formation (Madin, 1990). In general, Willamette Silt is composed of unconsolidated beds and lenses of silt and sand. Stratification within this formation commonly consists of 4- to 6-in.-thick beds, although in some areas, the silt and sand are massive and the bedding is indistinct or nonexistent. Seismicity General. The geologic and seismologic information available for identifying the potential seismicity at the site is incomplete, and large uncertainties are associated with estimates of the probable magnitude, location, and frequency of occurrence of earthquakes that might affect the site. The available information indicates the potential seismic sources that may affect the site can be grouped into three independent categories: subduction zone events related to sudden slip between the upper surface of the Juan de Fuca plate and the lower surface of the North American plate, subcrustal events related to deformation and volume changes within the subducted mass of the Juan de Fuca plate, and local crustal events associated with movement on shallow, local faults within and adjacent to the Tualatin Basin. Based on our review of currently available information, we have developed generalized design earthquakes for each of these categories. The design earthquakes are characterized by three important properties: size, location relative to the subject site, and the peak horizontal bedrock accelerations produced by the event. In this study, earthquake size is expressed by the moment magnitude (MW); location is expressed as the closest distance to the fault rupture, measured in kilometers; and peak horizontal bedrock accelerations are expressed in units of gravity (1 g = 32.2 ft/sec2 = 981 cm/sec2). B-3 Subduction Zone Event. The last interplate earthquake on the CSZ occurred in January 1700. Geological studies show that great megathrust earthquakes have occurred repeatedly in the past 7,000 years (Atwater et al., 1995; Clague, 1997; Goldfinger et al., 2003; and Kelsey et al., 2005), and geodetic studies (Hyndman and Wang, 1995; Savage et al., 2000) indicate rate of strain accumulation consistent with the assumption that the CSZ is locked beneath offshore northern California, Oregon, Washington, and southern British Columbia (Fluck et al., 1997; Wang et al., 2001). Numerous geological and geophysical studies suggest the CSZ may be segmented (Hughes and Carr, 1980; Weaver and Michaelson, 1985; Guffanti and Weaver, 1988; Goldfinger, 1994; Kelsey and Bockheim, 1994; Mitchell et al., 1994; Personius, 1995; Nelson and Personius, 1996; Witter, 1999), but the most recent studies suggest that for the last great earthquake in 1700, most of the subduction zone ruptured in a single Mw 9.0 earthquake (Satake et al., 1996; Atwater and Hemphill-Haley, 1997; Clague et al., 2000). Published estimates of the probable maximum size of subduction zone events range from moment magnitude MW 8.3 to >9.0. Numerous detailed studies of coastal subsidence, tsunamis, and turbidites yield a wide range of recurrence intervals, but the most complete records (>4,000 years) indicate average intervals of 350 to 600 years between great earthquakes on the CSZ (Adams, 1990; Atwater and Hemphill-Haley, 1997; Witter, 1999; Clague et al., 2000; Kelsey et al., 2002; Kelsey et al., 2005; Witter et al., 2003). Tsunami inundation in buried marshes along the Washington and Oregon coast and stratigraphic evidence from the Cascadia margin support these recurrence intervals (Kelsey et al., 2005; Goldfinger et al., 2003). The U.S. Geological Survey (USGS) probabilistic analysis assumes four potential locations for the location of the eastern edge of the earthquake rupture zone, shown on Figure 4B. The 2008 USGS mapping effort indicates three rupture scenarios are assumed to represent these interface events: 1) MW 9.0 0.2 events that rupture the entire CSZ every 500 years, 2) MW 8.3 to 8.7 events with rupture zones that occur on segments of the CSZ and occur over the entire length of the CSZ during a period of about 500 years, and 3) MW 8.0 to 8.2 events that rupture only segments of the CSZ every 500 years (Petersen et al., 2008). The assumed distribution of earthquakes is shown on the Assumed Magnitude-Frequency Distribution, Figure 5B. This distribution assumes the larger MW 9.0 earthquakes likely occur more often than each of the smaller segmented ruptures, as also indicated by the USGS deaggregation for the site. Therefore, for our deterministic analysis, we have chosen to represent the subduction zone event by a design earthquake of MW 9.0 at a focal depth of 30 km and rupture distance of 74 km. This corresponds to a sudden rupture of the whole length of the Juan de Fuca-North American plate interface with an assumed rupture zone due west of the site. Based on an average of the attenuation relationships published by Atkinson and Boore (2003), Atkinson and Macias (2009), Zhao et al. (2006), and Abrahamson et al. (2015), a subduction zone earthquake of this size and location would result in a peak horizontal bedrock acceleration of approximately 0.21 g at the site. Subcrustal Event. There is no historical record of significant subcrustal, intraslab earthquakes in Oregon. Although both the Puget Sound and northern California region have experienced many of these earthquakes in historical times, Wong (2005) hypothesizes that due to subduction zone geometry, geophysical conditions, and local geology, Oregon may not be subject to intraslab earthquakes. In the Puget Sound area, these moderate to large earthquakes are deep (40 to 60 km) and over 200 km from the deformation front of the subduction zone. Offshore along the northern California coast, the earthquakes are shallower (up to 40 km) and located along the deformation front. Estimates of the probable size, location, and frequency of subcrustal events in Oregon are generally based on comparisons of the CSZ with active convergent plate margins in other parts of the world and on the historical seismic record for the B-4 region surrounding Puget Sound, where significant events known to have occurred within the subducting Juan de Fuca plate have been recorded. Published estimates of the probable maximum size of these events range from moment magnitude MW 7.0 to 7.5. The 1949, 1965, and 2001 documented subcrustal earthquakes in the Puget Sound area correspond to MW 7.1, 6.5, and 6.8, respectively. Published information regarding the location and geometry of the subducting zone indicates a focal depth of 50 km is probable (Weaver and Shedlock, 1989). We have chosen to represent the subcrustal event by a design earthquake of magnitude MW 7.0 at a focal depth of 50 km and a rupture distance of 63 km. Based on the attenuation relationships published by Youngs et al. (1997) and Abrahamson et al. (2015), a subcrustal earthquake of this size and location would result in a peak horizontal bedrock acceleration of approximately 0.17 g at the site. Local Crustal Event. Sudden crustal movements along relatively shallow, local faults in the Portland area, although rare, have been responsible for local crustal earthquakes. The precise relationship between specific earthquakes and individual faults is not well understood since few of the faults in the area are expressed at the ground surface and the foci of the observed earthquakes have not been located with precision. The history of local seismic activity is commonly used as a basis for determining the size and frequency to be expected of local crustal events. Although the historical record of local earthquakes is relatively short (the earliest reported seismic event in the area occurred in 1920), it can serve as a guide for estimating the potential for seismic activity in the area. Based on fault mapping conducted by the USGS (Personius et al., 2003), the inferred location of the Canby-Mollala Fault borders the northeastern corner of the site. However, the USGS does not consider the Canby-Mollala Fault to be an active, contributing source in their Probabilistic Seismic Hazard Analysis (PSHA). Based on our review of the USGS deaggregations for the site (U.S. Geological Survey, 2014), the Portland Hills Fault is the closest crustal fault contributing to the overall seismic hazard at the site. The inferred location of the Portland Hills Fault is approximately 12 km from the site, and the fault has a characteristic earthquake magnitude of MW = 7. A crustal earthquake of this size would result in a peak horizontal bedrock acceleration of approximately 0.45 g at the site based on an average of the next generation attenuation (NGA) ground-motion relations published by Boore et al. (2014), Campbell and Bozorgnia (2014), and Chiou and Youngs (2014). Summary of Deterministic Earthquake Parameters In summary, three distinctly different types of earthquakes affect seismicity in the project area. Deterministic evaluation of the earthquake sources using recently published attenuation ground-motion relations provides estimates of ground response for each individual earthquake type. Unlike probabilistic estimates, these deterministic estimates are not associated with a relative hazard level or probability of occurrence and simply provide an estimate of the ground-motion parameters for each type of fault at a given distance from the site. The basic parameters of each type of earthquake are as follows: B-5 Boore et al. (2014) Probabilistic Considerations The probability of an earthquake of a specific magnitude occurring at a given location is commonly expressed by its return period, i.e., the average length of time between successive occurrences of an earthquake of that size or larger at that location. The return period of a design earthquake is calculated once a project design life and some measure of the acceptable risk that the design earthquake might occur or be exceeded are specified. These expected earthquake recurrences are expressed as a probability of exceedance during a given time period or design life. Historically, building codes have adopted an acceptable risk level by identifying ground-acceleration values that meet or exceed a 10% probability of exceedance in 50 years, which corresponds to an earthquake with an expected recurrence interval of 475 years. Previous versions of the IBC developed response spectra based on ground motions associated with the Maximum Considered Earthquake (MCE), which is generally defined as a probabilistic earthquake with a 2% probability of exceedance in 50 years (return period of about 2,500 years) except where subject to deterministic limitations (Leyendecker and Frankel, 2000). The recent 2012 IBC develops response spectra using a Risk-Targeted Maximum Considered Earthquake (MCER), which is defined as the response spectrum expected to achieve a 1% probability of building collapse within a 50-year period. The design-level response spectrum is calculated as two-thirds of the MCER ground motions. Since the MCER earthquake ground motions were developed by the USGS to incorporate the targeted 1% in 50 years risk of structural collapse based on a generic structural fragility, they are different than the ground motions associated with the traditional MCE. Although site response is evaluated based on the MCER, it should be noted that seismic hazards, such as liquefaction and soil strength loss, are evaluated using the Maximum Considered Earthquake Geometric Mean (MCEG) peak ground acceleration (PGA), which is more consistent with the traditional MCE. The 2012 IBC design methodology uses two mapped spectral acceleration parameters, SS and S1, corresponding to periods of 0.2 and 1.0 sec to develop the MCER earthquake. The SS and S1 parameters for the site located at the approximate latitude and longitude coordinates of 45.4032°N and 122.7691°W are 0.96 and 0.42 g, respectively. Estimated Site Response The effect of a specific seismic event on the site is related to the type and quantity of seismic energy delivered to the bedrock beneath the site by the earthquake and the type and thickness of soil overlying the bedrock at the site. A ground-motion hazard analysis was completed to estimate this site-specific behavior in accordance with Section 21.2 of ASCE 7-10. The ground-motion hazard analysis consisted of four significant components: 1) estimation of bedrock response using recently developed attenuation relationships (deterministic evaluation), 2) estimation of bedrock response using the 2014 USGS-based PSHA (probabilistic evaluation), 3) comparison of the deterministic and probabilistic bedrock-response B-6 spectra to determine the controlling spectrum, and 4) development of recommended response spectra for the four hazard levels. The following paragraphs describe the details of the ground-motion hazard analysis. To estimate the deterministic bedrock-response spectrum, recently developed attenuation relationships were used to evaluate bedrock ground motions at the site. Based on our review of the USGS deaggregations (U.S. Geological Survey, 2014), crustal seismicity and an event on the CSZ represent the largest contributing sources to the seismic hazard at the site. Considering this, we have chosen to estimate the deterministic bedrock response using 84th-percentile ground motions from the following two earthquake scenarios: 1) a MW 7.0 crustal earthquake at a distance of 10 km from the site and 2) a MW 9.0 subduction zone earthquake at a distance of 74 km from the site. The same attenuation relationships outlined in the deterministic section were used to evaluate the crustal and subduction earthquake response. The resulting deterministic bedrock-response spectra are shown on Figure 6B and indicate crustal seismicity controls the hazard at the site. The deterministic MCER bedrock spectrum is taken as the larger of the 84th-percentile ground motions and the deterministic lower limit. The probabilistic bedrock- response spectrum was acquired through the use of the USGS Interactive Deaggregation (U.S. Geological Survey, 2014). The deaggregation was evaluated for a 2% in 50 years probability over a period range of PGA to 5 sec. In accordance with Section 21.2 of ASCE 7-10, the site-specific bedrock MCER response spectrum is taken as the lesser of the probabilistic and deterministic MCER bedrock motions. Figure 6B demonstrates the probabilistic bedrock spectrum is the lesser of the spectra. The site is classified as Site Class D, or a stiff-soil site, based on the average VS30 of 1,050 ft/sec in accordance with Section 20.3 of ASCE 7-10. Corresponding short- and long-period adjustment factors Fa and Fv of 1.12 and 1.58, respectively, were used to develop the probabilistic Site Class D MCER response spectrum. We recommend using the Site Class D MCER and design response spectra shown on Figure 7B for design of the new structure. Seismic Hazards Liquefaction/Cyclic Softening. The results of our evaluation indicate there is a potential that zones of the interbedded silt and silty sand deposit below the groundwater surface at the site could lose strength or liquefy during a code-based earthquake. Based on our analysis, potentially liquefiable soils are present at a depth of 10 ft below the ground surface and extend to a depth of about 35 ft. Our analysis indicates the potential for 1 to 2 in. of seismically induced settlement, which may occur during the earthquake and after earthquake shaking has ceased. Other Hazards. Based on site topography, the risk of earthquake-induced slope instability and/or lateral spreading is low. The risk of damage by tsunami and/or seiche at the site is absent. The inferred location of the Canby-Mollala Fault borders the northeastern corner of the site (Personius et al., 2003); however, the USGS does not consider the Canby-Mollala Fault to be an active, contributing source in their PSHA. The USGS considers the Portland Hills Fault, located about 12 km northeast of the site, to be the closest crustal fault source contributing to the overall seismic hazard at the site. Unless occurring on a previously unmapped or unknown fault, the risk of fault rupture at the site is low. B-7 CONCLUSIONS The 2012 IBC design methodology uses two spectral response parameters, SS and S1, corresponding to periods of 0.2 and 1.0 sec to develop the MCER response spectrum. The SS and S1 parameters for the site are 0.96 and 0.42 g, respectively. The results of the ground-motion hazard analysis indicate the 2012 IBC Site Class D spectrum provides an appropriate estimate of the spectral accelerations at the site. We recommend use of the Site Class D design spectrum shown on Figure 7B for design of the new structure at the site. References Abrahamson, N.A., Gregor, N., and Addo, K., 2015, BC hydro ground motion prediction equations for subduction earthquakes, Earthquake Spectra In-Press. Adams, J., 1990, Paleoseismicity of the Cascadia subduction zone: Evidence from turbidites off the Oregon-Washington margin: Tectonics, vol. 9, no. 4, pp. 569-583. Atkinson, G.M., and Boore, D.M., 2003, Empirical ground motion relations for subduction zone earthquakes and their application to Cascadia and other regions: Seismological Research Letters, vol. 93, no. 4, pp. 1703-1729. Atkinson, G. M., and Macias, M., 2009, Predicted ground motions for great interface earthquakes in the Cascadia Subduction Zone: Bulletin of the Seismological Society of America, vol. 99, no. 3, pp. 1552-1578. Atwater, B.F., and Hemphill-Haley, E., 1997, Recurrence intervals for great earthquakes of the past 3,500 years at northeastern Willapa Bay, Washington: U.S. Geological Survey Professional Paper 1576, p. 108. Atwater, B.F., Nelson, A.R., Clague, J.J., Carver, G.A., Yamaguchi, D.K., Bobrowsky, P.T., Bourgeois, J., Darienzo, M.E., Grant, W.C., Hemphill-Haley, E., Kelsey, H.M., Jacoby, G.C., Nishenko, S.P., Palmer, S.P., Peterson, C.D., and Reinhart, M.A., 1995, Summary of coastal geologic evidence for past great earthquakes at the Cascadia subduction zone: Earthquake Spectra. Boore, D.M., Stewart, J.P, Seyhan, E., and Atkinson, G.M., 2014, NGA-West2 equations for predicting PGA, PGV, and 5% damped PSA for shallow crustal earthquakes: Earthquake Spectra, August 2014, vol. 30, no. 3, pp. 1057-1085. Campbell, K. W., and Bozorgnia, Y., 2014, NGA-West2 ground motion model for average horizontal components of PGA, PGV, and 5% damped linear acceleration response spectra: Submitted to Earthquake Spectra. Chiou, B. S. J., and Youngs, R. R., 2014, Update of the Chiou and Youngs NGA model for the average horizontal component of peak ground motion and response spectra: Submitted to Earthquake Spectra. Clague, J.J., 1997, Evidence for large earthquakes at the Cascadia subduction zone: Reviews of Geophysics, vol. 35, no. 4, pp. 439- 460. Clague, J.J., Atwater, B.F., Wang, K., Wang, Y., and Wong, I., 2000, Penrose conference report--Great Cascadia earthquake tricentennial: GSA Today, vol. 10, no. 11, pp. 14-15. Fluck, P., Hyndman, R.D., and Wang, K., 1997, Three-dimensional dislocation model for great earthquakes of the Cascadia subduction zone: Journal of Geophysical Research, vol. 102, no. B9, pp. 20539-20550. Goldfinger, C., 1994, Active deformation of the Cascadia Forearc--Implications for great earthquake potential in Oregon and Washington, Oregon State University, unpublished dissertation. Goldfinger, C., Nelson, C.H., and Johnson, J.E., 2003, Holocene earthquake records from the Cascadia subduction zone and northern San Andreas fault based on precise dating of offshore turbidites: Annual Review of Earth and Planetary Sciences 31, pp. 555-577. Guffanti, M., and Weaver, C.S., 1988, Distribution of Late Cenozoic volcanic vents in the Cascade Range--Volcanic arc segmentation and regional tectonic considerations: Journal of Geophysical Research, vol. 93, no. B6, pp. 6513-6529. Hughes, J.M., and Carr, M.J., 1980, Segmentation of the Cascade volcanic chain: Geology, vol. 8, pp. 15-17. Hyndman, R.D., and Wang, K., 1995, The rupture zone of Cascadia great earthquakes from current deformation and the thermal regime: Journal of Geophysical Research, vol. 100, no. B11, pp. 22133-22154. Kelsey, H.M., and Bockheim, J.G., 1994, Coastal landscape evolution as a function of eustasy and surface uplift rate, Cascadia margin, southern Oregon: Geological Society of America Bulletin, vol. 106, pp. 840-854. Kelsey, H.M., Witter, R.C., and Hemphill-Haley, E., 2002, Pl.-boundary earthquakes and tsunamis of the past 5500 yr, Sixes River estuary, southern Oregon: Geological Society of America Bulletin, vol. 114, no. 3, pp. 298-314. B-8 Kelsey, H.M., Nelson, A.R., Hemphill-Haley, E., and Witter, R.C., 2005, Tsunami history of an Oregon coastal lake reveals a 4600 yr record of great earthquakes on the Cascadia subduction zone: GSA Bulletin, vol. 117, pp. 1009-1032. Leyendecker, E.V., and Frankel, A.D., 2000, Development of maximum considered earthquake ground motion maps: Earthquake Spectra, vol. 16, no. 1. Madin, I.P.,1990, Earthquake-hazard geology maps of the Portland metropolitan area: Oregon Department of Geology and Mineral Studies Open-File Report 90-02. Mitchell, C.E., Vincent, P., Weldon, R.J. III, and Richards, M.A., 1994, Present-day vertical deformation of the Cascadia margin, Pacific Northwest, United States: Journal of Geophysical Research, vol. 99, no. B6, pp. 12257-12277. Nelson, A.R., and Personius, S.F., 1996, Great-earthquake potential in Oregon and Washington--An overview of recent coastal geologic studies and their bearing on segmentation of Holocene ruptures, central Cascadia subduction zone, in Rogers, A.M., Walsh, T.J., Kockelman, W.J., and Priest, G.R., eds., Assessing earthquake hazards and reducing risk in the Pacific Northwest: U.S. Geological Survey Professional Paper 1560, vol. 1, pp. 91-114. Personius, S.F., 1995, Late Quaternary stream incision and uplift in the forearc of the Cascadia subduction zone, western Oregon: Journal of Geophysical Research, vol. 100, no. B10, pp. 20193-20210. Personius, S. F., Dart, R. L., Bradley, Lee-Ann, and Haller, K. M., 2003, Map and data for Quaternary faults and folds in Oregon: U.S. Geological Survey Open-File Report 03-095. Petersen, M. D., Frankel, A. D., Harmsen, S. C., Mueller, C. S., Haller, K. M., Wheeler, R. L., Wesson, R. L., Zeng, Y., Boyd, O. S., Perkins, D. M., Luco, N., Field, E. H., Wills, C. J., and Rukstales, K. S., 2008, Documentation for the 2008 update of the United States National Seismic Hazard Maps: U.S. Geological Survey Open-File Report 2008-1128. Satake, K., Shimazaki, K., Tsuji, Y., and Ueda, K., 1996, Time and size of a giant earthquake in Cascadia inferred from Japanese tsunami records of January 1700: Nature, vol.379, pp. 246-249. Savage, J.C., Svarc, J.L., Prescott, W.H., and Murray, M.H., 2000, Deformation across the forearc of the Cascadia subduction zone at Cape Blanco, Oregon: Journal of Geophysical Research, vol. 105, no. B2, pp. 3095-3102. U.S. Geological Survey, 2014, Unified hazard tool lookup by latitude, longitude, accessed 04/11/17 from USGS website: https://earthquake.usgs.gov/hazards/interactive/. Wang, Y., He, J., Dragert, H., and James, T.S., 2001, Three-dimensional viscoelastic interseismic deformation model for the Cascadia subduction zone: Earth, Planets and Space, vol. 53, pp. 295-306. Weaver, C.S., and Shedlock, K.M., 1989, Potential subduction, probable intraplate and known crustal earthquake source areas in the Cascadia Subduction Zone: U.S. Geological Survey Open-File Report 89-465, pp. 11-26. Weaver, C.S., and Michaelson, C.A., 1985, Seismicity and volcanism in the Pacific Northwest--Evidence for the segmentation of the Juan de Fuca Pl.: Geophysical Research Letters, vol. 12, no. 4, pp. 215-218. Witter, R.C., 1999, Late Holocene Paleoseismicity, tsunamis and relative sea-level changes along the south-central Cascadia subduction zone, southern Oregon: University of Oregon, unpublished Ph.D dissertation, pp. 178. Witter, R.C., Kelsey, H.M., and Hemphill-Haley, E., 2003, Great Cascadia earthquakes and tsunamis of the past 6700 years, Coquille River estuary, southern coastal Oregon: Geological Society of America Bulletin 115, pp.1289-1306. Wong, I., 2005, Low potential for large intraslab earthquakes in the central Cascadia Subduction Zone: Bulletin of the Seismological Society of America, vol. 95, no. 5. Youngs, R.R., Chiou, S.J., Silva, W.J., and Humphrey, J.R., 1997, Strong ground motion attenuation relationships for subduction zone earthquakes: Seismological Research Letters, vol. 68, no. 1, pp. 58-73. Zhao, J.X., Zhang, J., Asano, A., Ohno, Y., Oouchi, T., Takahashi, T., Ogawa, H., Irikura, K., Thio, H., Somerville, P., Fukushima, Y., and Fukushima, Y., 2006, Attenuation relations of strong ground motion in Japan using site classification based on predominant period: Bulletin of the Seismological Society of America, vol. 96, pp. 898-913. 0 1 2 3 4 Period, T, seconds 0.0 0.2 0.4 0.6 0.8 1.0 1.2 1.4 1.6 1.8 2.0 2.2 Deterministic Bedrock Response Spectrum Based on Portland Hills Fault Hazard (84th Percentile Ground Motions) Deterministic Bedrock Response Spectrum Based on Subduction Zone Hazard (84th Percentile Ground Motions) Probabilistic Bedrock Response Spectrum Based on 2% in 50-Year Hazard (USGS 2014 Deaggregation) Deterministic Lower Limit Response Spectrum 0 1 2 3 4 Period, T, seconds 0.0 0.2 0.4 0.6 0.8 1.0 1.2 Recommended MCER Response Spectrum Recommended Design Response Spectrum Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno ii Document Information Prepared for Tigard-Tualatin School District Project Name Tigard High School Improvements File Reference 1281-Drainage Report.docx Job Reference 21712810 Date December 18, 2017 Contact Information Cardno 6720 SW Macadam Ave, Suite 200 Portland, Oregon 97219 Telephone: 503-419-2500 Facsimile: 503-419-2600 cedomir.jesic@cardno.com www.cardno.com Document Control Version Date Author Author Initials Reviewer Reviewer Initials 1 October 25, 2017 Daniel Child DEC Cedomir Jesic CJ 2 December 18, 2017 Daniel Child DEC Cedomir Jesic CJ © Cardno 2017. Copyright in the whole and every part of this document belongs to Cardno and may not be used, sold, transferred, copied or reproduced in whole or in part in any manner or form or in or on any media to any person other than by agreement with Cardno. This document is produced by Cardno solely for the benefit and use by the client in accordance with the terms of the engagement. Cardno does not and shall not assume any responsibility or liability whatsoever to any third party arising out of any use or reliance by any third party on the content of this document. Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno iii EXECUTIVE SUMMARY The proposed Tigard High School site is located at 9000 SW Durham Rd, Washington County, Oregon (See Figure 1-1 Vicinity Map). The project is a public improvement development project, and will reconstruct the facilities existing conditions.The project includes the construction of adjacent streets, parking lots, tennis courts, infrastructure, and landscape. The proposed storm design will meet the requirements for Clean Water Services as listed in the Design and Construction Standards for Sanitary Sewer and Surface Water Management issued April 2017. Upon analysis of these regulations the existing downstream conveyance system was evaluated using the 25- year storm event and analyzed to ensure sufficient capacity to convey the stormwater runoff such that each public storm sewer line downstream of the site has at least 1 foot of freeboard from the hydraulic grade line to structure’s rim elevation. The design analysis showed that the designed system has sufficient capacity to convey all storms up to and including the 25-year storm event with a minimum of 2.18 feet of freeboard for public storm systems. Onsite stormwater will be treated by a combination of Contech StormFilter catch basins, Contech StormFilter vaults, and pre-treatment with flow-through stormwater planters. Offsite stormwater will be treated by a flow-through planter, and filter strips. Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno iv Table of Contents EXECUTIVE SUMMARY iii 1 VICINITY MAP 6 2 PROJECT DESCRIPTION 7 2.1 Project Overview 7 3 EXISTING CONDITIONS 7 3.1 Topography 7 3.2 Climate 7 3.3 Site Geology 7 3.4 Hydrology 7 3.5 Curve Number 8 3.6 Time of Concentration 8 3.7 Basin Areas 8 4 PROPOSED CONDITIONS 8 4.1 Hydrology 8 4.2 Time of Concentration 8 4.3 Basin Areas 9 5 HYDROLOGIC ANALYSIS DESIGN GUIDELINES 9 5.1 Design Guidelines 9 5.2 Hydrograph Method 9 5.3 Design Storm 9 6 HYDRAULIC ANALYSIS AND DESIGN CHARACTERISTICS 10 6.1 Design Guidelines 10 6.2 System Capacities 10 7 DOWNSTREAM ANALYSIS 10 7.1 Analysis Guidelines 11 7.2 Downstream Conveyance 11 7.3 Downstream System Design 11 7.4 Downstream Hydrology 11 7.4.1 Downstream Geology 11 7.4.2 Downstream Curve Numbers 12 7.4.3 Downstream Time of Concentration 12 7.4.4 Downstream Contributing Basins 12 7.4.5 Downstream Flow Rates 13 7.5 Flow Analysis 14 8 WATER QUALITY 14 8.1.1 Onsite Treatment 14 8.1.2 Offsite Treatment 15 9 SUMMARY 15 Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno v Tables Table 3-1 Soil Characteristics 7 Table 3-2 Existing Times of Concentration 8 Table 3-3 Existing Basin Areas 8 Table 4-1 Post-Developed Basin Areas 9 Table 5-1 Precipitation Depth 9 Table 7-1 Downstream Soil Characteristics 12 Table 7-2 Downstream Times of Concentration 12 Table 7-3 Downstream Basin Areas 13 Table 7-4 Downstream Peak Flow Rates 13 Table 7-5 Flow Analysis Comparison 14 Table 8-1 Contech StormFilter Cartridge Sizing 15 Table 8-2 Offsite Treatment Sizing 15 Figures Figure 1-1 Vicinity Map 6 Figure 5-1 25-Year Clean Water Services Type 1A Rainfall Ditribution 10 Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 6 1 VICINITY MAP Figure 1-1 Vicinity Map Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 7 2 PROJECT DESCRIPTION 2.1 Project Overview The proposed Tigard High School site is located at 9000 SW Durham Rd, Washington County, Oregon (See Figure 1-1 Vicinity Map). The project is a public improvement development project, and will reconstruct the facilities existing conditions .The project includes the construction of adjacent streets,parking lots, tennis courts, infrastructure, and landscape. The proposed storm design will meet the requirements for Clean Water Services as listed in the Design and Construction Standards for Sanitary Sewer and Surface Water Management issued April 2017. 3 EXISTING CONDITIONS 3.1 Topography The existing site is developed land. The highest elevation of 200 is located in the northwest corner of the site. The lowest elevation of 179 is located along the southeast property boundary. Site slopes are approximately 1.2%downward to the southeast (See Exhibit 1 –Existing Basin Delineation –Plan View). 3.2 Climate The site is located approximately 60 miles inland from the Pacific Ocean in Washington County. There is a gradual change in seasons with defined seasonal char acteristics. Average daily temperatures range from 44°F to 68°F. Average annual rainfall recorded in this area is 45 inches. Average annual snowfall is approximately 5.5 inches between December and February. 3.3 Site Geology The underlying soil types on the site, as classified by the United States Department of Agriculture Soil Survey of Washington County, Oregon are identified in Table 3-1 (See Technical Appendix: Hydrologic Soil Group - Washington County (Tigard High School Improvements)). Table 3-1 Soil Characteristics Soil assigned a dual class are classified as group D in their natural condition. Group C soils have slow infiltration rates when saturated. Group D soils have very slow infiltration rates when saturated. 3.4 Hydrology Stormwater at Tigard High School is intercepted by a series of catch basins, area drains, and roof drains, and conveyed to the public storm sewer network at four different discharge locations.The stormwater system discharges into the public storm sewers in SW 92nd Avenue, SW Durham Road, SW 85th Avenue, and Waverly Drive. Stormwater that’s not collected by the onsite conveyance network sheet flows offsite and is either collected by the public storm systems in SW 92nd Avenue, SW Durham Road, SW 85th Avenue, Waverly Drive, or collected by a ditch system in the southeast adjacent Clean Water Services property. Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 8 3.5 Curve Number The curve number represents runoff potential from the soil. The major factors for determining the CN values are hydrologic soil group, cover type, treatment, hydrologic condition and antecedent runoff condition. The selected pervious curve number is 80 –Open Space, good condition.(See Technical Appendix: Table 2-2a –Runoff curve numbers for urban areas). 3.6 Time of Concentration The time of concentration (TC) as described in NEH-4 Chapter 15 is defined in two ways; the time for runoff to travel from the furthermost point of the watershed to the point in question, and the time from the end of excess rainfall to the point of inflection on the trailing limb of the unit hydrograph. Time of concentration can be estimated from several formulas. Clean Water Services guidelines which are based on the NRCS method were used in this analysis. The minimum time of concentration is 5 minutes in highly developed urban areas (i.e. parking lots) and the maximum is 100 minutes in rural areas. The time of concentrations are listed in Table 3-2 for existing conditions (See Technical Appendix: Time of Concentration Calculations). Table 3-2 Existing Times of Concentration Basin Tc, minutes A10 37 B02 38 C01 38 C02 52 For all other existing basins, a time of concentration of 5 minutes was used. 3.7 Basin Areas Impervious and pervious surface areas for existing conditions are shown in Table 3-3.The total property area is 43.11 acres (See Technical Appendix: Exhibit 1 –Existing Downstream Basin Delineation). Table 3-3 Existing Basin Areas 4 PROPOSED CONDITIONS 4.1 Hydrology Stormwater at Tigard High School is intercepted by a series of catch basins, area drains, and roof drains. The stormwater is then treated by Contech StormFilter mechanical treatment systems and then discharges into the public storm sewers in SW 92nd Avenue, SW Durham Road, SW 85th Avenue, and Waverly Drive. Stormwater from pervious areas onsite that are not collected by the onsite conveyance network sheet flows offsite and is either collected by the public storm systems in SW 92nd Avenue, SW Durham Road, SW 85th Avenue, Waverly Drive, or collected by a ditch system in the southeast adjacent Clean Water Services property. 4.2 Time of Concentration A time of concentration of 5 minutes was used for all impacted areas. Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 9 4.3 Basin Areas Impervious and pervious surface areas for the post-developed conditions are shown in Table 4-1 (See Technical Appendix: Exhibit 2 –Proposed Downstream Basin). Table 4-1 Post-Developed Basin Areas 5 HYDROLOGIC ANALYSIS DESIGN GUIDELINES 5.1 Design Guidelines The analysis and design criteria used for stormwater management described in this section will follow the Clean Water Services Design and Construction Standards for Sanitary Sewer and Surface Water Management issued April 2017. Section 5.04.2 describes the allowable flow determination methods including the selected TR-55 NRCS method. 5.2 Hydrograph Method Naturally occurring rainstorms dissipate over long periods of time. The most effective way of estimating storm rainfall is by using the hydrograph method. The NRCS Curve Number method is described in the NRCS National Engineering Handbook -Section 4. The NRCS runoff method equation is: SIP IPQ a a +- - = )( 2 Where: Q =Runoff (cfs)P =Rainfall (inches) S =Potential maximum retention after runoff begins Ia =Initial abstraction During the development of a runoff hydrograph, the above equation is used to compute the incremental runoff depth for each time step from the incremental runoff depth given by the design storm hydrograph. 5.3 Design Storm The rainfall distribution to be used within the Clean Water Services jurisdiction is the design storm of 24-hour duration based on the standard Type 1A rainfall distribution. Table 5-1 shows total precipitation depths for different storm events. The Clean Water Services Design Storm Distribution for a type 1A 24-hour rainfall distribution for a 25-year storm event is shown in Figure 5-1. Table 5-1 Precipitation Depth Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 10 Figure 5-1 25-Year Clean Water Services Type 1A Rainfall Ditribution 6 HYDRAULIC ANALYSIS AND DESIGN CHARACTERISTICS 6.1 Design Guidelines The analysis and design criteria described in this section will follow the Clean Water Service’s Design and Construction Standards for Sanitary Sewer and Surface Water Management. The manual requires storm drainage system and facilities be designed to convey the 25-year storm event with a maximum of 1 foot of freeboard between the finished grade and the hydraulic grade line. 6.2 System Capacities The proposed conveyance system will be designed to convey and contain the peak runoff from a 25-year design storm and will have sufficient capacity to handle all storm events up to and including the 100-year storm event. 7 DOWNSTREAM ANALYSIS A downstream analysis of the Tigard High School site was conducted to evaluate the downstream capacity of the public storm system. Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 11 7.1 Analysis Guidelines The downstream analysis is based on section 2.04.2(m)(3)of the Clean Water Services Design and Construction Standards for Sanitary Sewer and Surface Water Management, issued April 2017. For development constructing new impervious surface of greater than 5,280 square feet, the project is required to: 1)Perform an analysis downstream extending to a point in the drainage system where the additional flow from the proposed development site constitutes 10 percent or less of the total tributary drainage flow. 2)If the additional flow from the proposed development drops to less than 10 percent of the total tributary drainage flow then the analysis will continue for the lesser of: a.One-quarter mile; or b.Until the additional flow constitutes less than 5 percent of the total tributary drainage flow. 7.2 Downstream Conveyance A review of the downstream system as shown by the City of Tigard shows the site connecting to the public storm sewer at four different locations. The connecting public system has three distinct networks . The first distinct storm sewer network in SW Durham Road discharges to Fanno Creek approximately 2,050 feet east of Tigard High School. The site discharges to this network in two locations: at SW Durham Road at the northern end of the property, and at SW 85th Avenue at the eastern end of the property. The second system in SW 92nd Avenue discharges approximately 1,169 feet south along SW 92nd Avenue, south of the intersection of SW 92nd Avenue and Waverly Drive. The third system discharges approximately 1,400 feet south of the site, just south of Waverly Drive, and east of the intersection with SW 92nd Avenue. 7.3 Downstream System Design The upstream basins for this analysis consists of residential area north of SW Durham Road and south of SW Sattler Street, residential development along Waverly Drive, a commercial site along SW 85th Avenue, and along SW Durham Road east of SW 85th, and the Tigard High School site. The contributing basins were developed using the City of Tigard’s GIS taxlot and contour data. Survey, as-built, and GIS information was used to model the downstream storm networks (See Technical Appendix: Exhibit 1 –Existing Downstream Basin Delineation and Exhibit 2 –Proposed Downstream Basin Delineation). 7.4 Downstream Hydrology 7.4.1 Downstream Geology The underlying soil types for the downstream and downstream basin, as classified by the United States Department of Agriculture Soil Survey of Washington County, Oregon are identified in Table 7-1Table 3-1 (See Technical Appendix: Hydrologic Soil Group -Washington County (Tigard HS Vicinity)). Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 12 Table 7-1 Downstream Soil Characteristics Soil Type Hydrologic Group Percent of Area Aloha Silt Loam C/D 48.2% Dayton Silt Loam D 9.3% Hillsboro Loam, 3 to 7 percent slopes B 3.6% Hillsboro Loam, 7 to 12 percent slopes B 6.2% Huberly Silt Loam C/D 12.0% Quatama Loam, 0 to 3 percent slopes C 8.5% Quatama Loam, 3 to 7 percent slopes C 2.4% Urban Land D 9.7% Soil assigned a dual class are classified as group D in their natural condition. Group B soils have a moderate infiltration rate when saturated. Group C soils have slow infiltration rates when saturated. Group D soils have very slow infiltration rates when saturated. 7.4.2 Downstream Curve Numbers The curve number represents runoff potential from the soil. The major factors for determining the CN values are hydrologic soil group, cover type, treatment, hydrologic condition and antecedent runoff condition. The selected pervious curve numbers are 80, 74, and 61 –Open Space, good condition for ‘D’, ‘C’, and ‘B’ soils respectively. (See Technical Appendix: Table 2-2a –Runoff curve numbers for urban areas). 7.4.3 Downstream Time of Concentration The time of concentration (TC) as described in NEH-4 Chapter 15 is defined in two ways; the time for runoff to travel from the furthermost point of the watershed to the point in question, and the time from the end of excess rainfall to the point of inflection on the trailing limb of the unit hydrograph. Time of concentration can be estimated from several formulas. Clean Water Services guidelines which are based on the NRCS method were used in this analysis. The minimum time of concentration is 5 minutes in highly developed urban areas (i.e. parking lots) and the maximum is 100 minutes in rural areas. The time of concentrations are listed in Table 7-2 for downstream basins (See Technical Appendix: Time of Concentration Calculations). Table 7-2 Downstream Times of Concentration Basin Tc, minutes A07 22 A time of concentration of 5 minutes was used for all other downstream basins. 7.4.4 Downstream Contributing Basins Table 7-3 shows a summary of the basin areas contributing to the SW Durham Road, SW 92nd Avenue, and Waverly Drive stormwater systems in the existing and proposed conditions (See Technical Appendix: Exhibit 1 – Existing Downstream Basin Delineation and Exhibit 2 -Proposed Downstream Basin Delineation). Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 13 Table 7-3 Downstream Basin Areas Impervious Pervious % Impervious Total ac ac ac Existing 58.98 15.09 80%74.07 Proposed 59.01 15.74 79%74.75 Existing 8.65 4.13 68%12.78 Proposed 6.20 4.31 59%10.50 Existing 8.92 16.96 34%25.88 Proposed 10.38 17.09 38%27.48 Basin Area Durham Road (Basin A) 92nd Ave (Basin B) Waverly Dr (Basin C) 7.4.5 Downstream Flow Rates Table 7-4 outlines the peak flow rates for the downstream basins for the 25-year storm event (See Technical Appendix:xpswmm Downstream Runoff Data) Table 7-4 Downstream Peak Flow Rates Basin 25-year Peak Flow Rate, cfs A01 0.64 A02 1.51 A03 0.23 A04 0.11 A05 0.28 A06 0.31 A07 42.86 A08 2.65 A09 0.49 A10 2.71 A11 4.02 A12 1.80 B01 3.09 B02 5.19 B03 0.28 C01 5.65 C02 2.41 C03 1.67 C04 1.56 C05 0.76 C06 0.14 Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 14 7.5 Flow Analysis A flow comparison at the SW Durham Road, SW 92nd Avenue, and Waverly Drive systems between the existing and proposed Tigard High School site conditions is shown in Table 7-5 (See Technical Appendix: Downstream Hydrographs). Table 7-5 Flow Analysis Comparison According to the Clean Water Services Design and Construction Standards for Sanitary Sewer and Surface Water Management, issued April 2017, a minimum of 1 foot of freeboard between the hydraulic grade line and the top of the structure or finished grade above each pipe for the 25-year post-developed peak flow rate must be provided for all public lines. During the post-developed conditions, all downstream public pipes meet this requirement (See Technical Appendix: xpswmm Downstream Conveyance Data). 8 WATER QUALITY Water quantity and quality will be conducted by Contech StormFilter vaults and catch basins, as well as flow- through stormwater planters.The proposed on-site flow-through planters are undersized for standalone treatment as per Clean Water Services Standards. These facilities are upstream of the StormFilter vaults and will function as pretreatment, allowing for sedimentation prior to discharging to the vaults.The proposed offsite flow- through planter and filter strips were designed to treat stormwater in the right-of-way and were sized to Clean Water Services Standards. Calculations were conducted according to the Clean Water Services Design and Construction Standards for Sanitary Sewer and Surface Water Management, issued April 2017. 8.1.1 Onsite Treatment All Contech StormFilter systems were sized using the appropriate water quality flow rate. Section 4.05.6(a) of the Clean Water Services standards outlines the formula for water quality flow as: = 0.36 ∗ . . 12 4 ℎ 60 60 Water Quality calculations for the Contech StormFilter systems is outlined in Table 8-1 Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 15 Table 8-1 Contech StormFilter Cartridge Sizing 8.1.2 Offsite Treatment The proposed flow-through planter and filter strips were sized in accordance with Section 4.05.6(b) of the Clean Water Services standards which calls for the use of a 6% sizing factor applied to the impervious area collected by the facilities. Water Quality calculations for the flow-through planter and filter strips are outlined in Table 8-2. Table 8-2 Offsite Treatment Sizing 9 SUMMARY The proposed water quality facility designs follows the Clean Water Services Design and Construction Standards for Sanitary Sewer and Surface Water Management issued in April 2017. Downstream analysis shows that the downstream public storm sewer systems have adequate capacity to convey stormwater discharge from the site. Water quality onsite will be conducted by a combination of Contech StormFilter vaults,Contech StormFilter catch basins, and pre-treatment with flow-through planters.Offsite impervious area will be treated with either a flow- through planter, or filter strips. Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 16 Tigard High School Improvements TECHNICAL APPENDIX Preliminary Drainage Report Tigard High School Improvements December 18, 2017 Cardno 17 Technical Appendix >Exhibit 1 –Existing Downstream Basin Delineation >Exhibit 2 –Proposed Downstream Basin Delineation >Time of Concentration Calculations >Hydrologic Soil Group –Washington County (Tigard High School Improvements) >Hydrologic Soil Group –Washington County (Tigard High School Vicinity) >Table 2-2a –Runoff Curve Numbers for Urban Areas >xpswmm Downstream Schematic Layout >xpswmm Downstream Runoff Data >xpswmm Downstream Conveyance Data >Downstream Hydrographs References 1.Technical Release 55 –Urban Hydrology of Small Watersheds U.S. Department of Agriculture, NRCS 2.Design and Construction Standards for Sanitary Sewer and Surface Water Management , issued April 2017 –Clean Water Services BY DATE Type 5 Type 5 Type 1 Type 5 300 ft 300 ft 10 ft 300 ft 2.5 in 2.5 in 2.5 in 2.5 in 0.01 ft/ft 0.01 ft/ft 0.0100 ft/ft 0.0100 ft/ft 0.59 hr 0.59 hr 0.00 hr 0.59 hr 264 ft 217 ft 2630 ft 342 ft 0.010 ft/ft 0.01 ft/ft 0.010 ft/ft 0.010 ft/ft 1.61 ft/s 1.61 ft/s 2.03 ft/s 2.03 ft/s 0.045 hr 0.037 hr 0.359 hr 0.047 hr 0 ft2 0 ft2 0 ft2 0 ft2 0 ft 0 ft 0 ft 0 ft 0 ft/ft 0 ft/ft 0.00 ft/ft 0.00 ft/ft 0 ft 0 ft 0 ft 0 ft 0.00 ft/s 0.00 ft/s 0.00 ft/s 0.00 ft/s 0.00 ft 0.00 ft 0.00 ft 0.00 ft 0.00 hr 0.00 hr 0.00 hr 0.00 hr 0.63 hr 0.62 hr 0.36 hr 0.63 hr 38 minutes 37 minutes 22 minutes 38 minutes Page 1 of 2 Time of Concentration PROJECT NO.21712810 DEC 10/25/2017 92nd Avenue 85th Avenue Durham Road Waverly Drive SHEET FLOW INPUT B02 A10 A07 C01 Surface Description Grass (short prairie) Grass (short prairie)Smooth Surface Grass (short prairie) Manning's "n"0.15 0.15 0.011 0.15 Flow Length, L (<300 ft) 2-Yr 24 Hour Rainfall, P2 Land Slope, s OUTPUT Travel Time SHALLOW CONCENTRATED FLOW INPUT B02 A10 A07 C01 Surface Description Unpaved Unpaved Paved Paved Flow Length, L Watercourse Slope*, s OUTPUT Average Velocity, V Travel Time CHANNEL FLOW INPUT B02 A10 A07 C01 Cross Sectional Flow Area, a Wetted Perimeter, Pw Channel Slope, s Manning's "n"0.24 0.24 0.24 0.24 Flow Length, L OUTPUT Average Velocity Hydraulic Radius, r = a / Pw Travel Time Watershed or Subarea Tc = Watershed or Subarea Tc = WATER RESOURCES GROUP BY DATE Type 5 Type Type Type 300 ft ft ft ft 2.5 in in in in 0.005 ft/ft ft/ft ft/ft ft/ft 0.77 hr hr hr hr 558 ft ft ft ft 0.010 ft/ft ft/ft ft/ft ft/ft 1.61 ft/s ft/s ft/s ft/s 0.096 hr hr hr hr 0 ft2 ft2 ft2 ft2 0 ft ft ft ft 0 ft/ft ft/ft ft/ft ft/ft 0 ft ft ft ft 0.00 ft/s ft/s ft/s ft/s 0.00 ft ft ft ft 0.00 hr hr hr hr 0.87 hr hr hr hr 52 minutes minutes minutes minutes Page 2 of 2 Surface Description Flow Length, L Watercourse Slope*, s INPUT VALUE Unpaved Average Velocity, V Land Slope, s INPUT OUTPUT Travel Time VALUE 0.24 INPUT OUTPUT WATER RESOURCES GROUP 21712810 Manning's "n" Flow Length, L (<300 ft) 2-Yr 24 Hour Rainfall, P2 Watershed or Subarea Tc = Watershed or Subarea Tc = C02 PROJECT NO. Travel Time 95th Street Surface Description 0.15 Grass (short prairie) Hydraulic Radius, r = a / Pw Average Velocity OUTPUT Travel Time Manning's "n" Cross Sectional Flow Area, a Channel Slope, s Flow Length, L Wetted Perimeter, Pw SHALLOW CONCENTRATED FLOW SHEET FLOW CHANNEL FLOW 10/25/2017DEC Time of Concentration H drolo c So l Grou Ma un t s mbol Ma un t name Rat n Acres n AO ercent of AO 1 Aloha silt loam C/D 22.3 47.9 22 Huberly silt loam C/D 10.3 22.2 37A Quatama loam, 0 to 3 percent slopes C 10.8 23.3 37B Quatama loam, 3 to 7 percent slopes C 3.0 6.5 41 Urban land 0.0 0.1 otals for Area of nterest 4 5 00 0 Descr t on Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D and three dual classes (A/D, B/D, and C/D . The groups are defined as follows Group A. Soils having a high infiltration rate (low runoff potential when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. f a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D , the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Hydrologic Soil Group ashington County, Oregon Tigard High School mprovements Natural Resources Conser at on Ser ce eb Soil Survey National Cooperative Soil Survey 10/6/2017 Page 3 of 4 Rat n O t ons gg egat on Method Dominant Condition om onent e cent toff one S ec f ed e b eak R le Higher Hydrologic Soil Group ashington County, Oregon Tigard High School mprovements Natural Resources Conser at on Ser ce eb Soil Survey National Cooperative Soil Survey 10/6/2017 Page 4 of 4 Hydrologic Soil Group ashington County, Oregon (Tigard HS Vicinity Natural Resources Conser at on Ser ce eb Soil Survey National Cooperative Soil Survey 8/11/2017 Page 1 of 4 517800 517900 518000 518100 518200 518300 518400 518500 518600 518700 518800 518900 517800 517900 518000 518100 518200 518300 518400 518500 518600 518700 518800 518900 45° 24' 43'' N 45° 24' 43'' N 45° 23' 54'' N 45° 23' 54'' N N Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 10N WGS84 0 350 700 1400 2100 Feet 0 100 200 400 600 Meters Map Scale: 1:7,410 if printed on A portrait (8.5" x 11") sheet. H drolog c So l Grou H drolog c So l Grou Summar b Ma n t ash ngton Count Oregon (OR06 Ma un t s mbol Ma un t name Rat ng Acres n AO ercent of AO 1 Aloha silt loam C/D 67.0 48.2 15 Dayton silt loam D 12.9 9.3 21A Hillsboro loam, 0 to 3 percent slopes B 0.0 0.0 21B Hillsboro loam, 3 to 7 percent slopes B 5.0 3.6 21C Hillsboro loam, 7 to 12 percent slopes B 8.6 6.2 22 Huberly silt loam C/D 16.8 12.0 37A Quatama loam, 0 to 3 percent slopes C 11.9 8.5 37B Quatama loam, 3 to 7 percent slopes C 3.4 2.4 41 Urban land 13.5 9.7 Totals for Area of nterest 00 0 Hydrologic Soil Group ashington County, Oregon Tigard HS Vicinity Natural Resources Conser at on Ser ce eb Soil Survey National Cooperative Soil Survey 8/11/2017 Page 3 of 4 Descr t on Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D and three dual classes (A/D, B/D, and C/D . The groups are defined as follows Group A. Soils having a high infiltration rate (low runoff potential when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. f a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D , the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rat ng O t ons gg egat on Method Dominant Condition om onent e cent toff one S ec f ed e b eak R le Higher Hydrologic Soil Group ashington County, Oregon Tigard HS Vicinity Natural Resources Conser at on Ser ce eb Soil Survey National Cooperative Soil Survey 8/11/2017 Page 4 of 4 Area Impervious Tc Rainfall Infiltration ac %min in in in cfs 0.62 100 98 5 3.89 2.02 1.87 0.64 0.15 0 80 5 3.89 --- 1.42 100 98 5 3.89 2.02 1.87 1.51 0.44 0 80 5 3.89 --- 0.22 100 98 5 3.89 2.02 1.87 0.23 0.05 0 80 5 3.89 --- 0.1 100 98 5 3.89 2.02 1.87 0.11 0.03 0 80 5 3.89 --- 0.25 100 98 5 3.89 2.02 1.87 0.28 0.11 0 80 5 3.89 --- 0.3 100 98 5 3.89 2.02 1.87 0.31 0.08 0 80 5 3.89 --- 45.54 100 98 22 3.89 2.04 1.85 42.86 8.04 0 80 22 3.89 --- 2.56 100 98 5 3.89 2.02 1.87 2.65 0.64 0 80 5 3.89 --- 0.52 100 98 5 3.89 2.02 1.87 0.49 0.03 0 80 5 3.89 --- 1.27 100 98 37 3.89 2.05 1.84 2.71 4.81 0 80 37 3.89 --- 4.25 100 98 5 3.89 2.10 1.79 4.02 0.22 0 79 5 3.89 --- 1.93 100 98 5 3.89 3.18 0.71 1.80 0.48 0 61 5 3.89 --- 3.31 100 98 5 3.89 2.02 1.87 3.09 0.05 0 80 5 3.89 --- 5.04 100 98 38 3.89 2.13 1.77 5.19 4.08 0 79 38 3.89 --- Basin B03 0.300 100 98 5 3.89 0.00 3.56 0.28 5.570 100 98 10 3.89 2.03 1.86 5.65 1.220 0 80 10 3.89 --- 1.880 100 98 38 3.89 2.20 1.69 2.41 3.110 0 78 38 3.89 --- 0.380 100 98 52 3.89 2.42 1.47 1.67 6.130 0 75 52 3.89 --- 0.380 100 98 58 3.89 2.42 1.47 1.56 5.950 0 75 58 3.89 --- 0.640 100 98 5 3.89 2.45 1.44 0.76 0.540 0 74 5 3.89 --- Basin C06 0.150 100 80 5 3.89 0.00 3.56 0.14 Basin C04 Basin C05 Basin A01 Basin C01 Basin C02 Basin C03 Basin A02 Basin A03 Basin A04 Basin A05 Basin A06 Basin A07 Basin A08 Basin A09 Basin A10 Basin A11 Basin A12 Basin B01 Basin B02 xpswmm RUNOFF DATA (25YR-STORM EVENT) Downstream Analysis - Existing Conditions - Tigard High School Improvements - Tigard, Oregon Node Information Runoff Information Node Name Curve Number Surface Runoff Area Impervious Tc Rainfall Infiltration ac %min in in in cfs 0.43 100 98 5 3.89 2.03 1.87 0.52 0.28 0 80 5 3.89 --- 0.85 100 98 5 3.89 2.03 1.87 0.85 0.16 0 80 5 3.89 --- 0.19 100 98 5 3.89 2.03 1.87 0.19 0.04 0 80 5 3.89 --- 0.1 100 98 5 3.89 2.03 1.87 0.10 0.01 0 80 5 3.89 --- 0.25 100 98 5 3.89 2.03 1.87 0.28 0.11 0 80 5 3.89 --- 0.3 100 98 5 3.89 2.03 1.87 0.31 0.08 0 80 5 3.89 --- 45.54 100 98 22 3.89 2.04 1.85 36.29 8.04 0 80 22 3.89 --- 2.56 100 98 5 3.89 2.03 1.87 2.61 0.64 0 80 5 3.89 --- 0.52 100 98 5 3.89 2.03 1.87 0.49 0.03 0 80 5 3.89 --- 2.09 100 98 37 3.89 2.06 1.83 2.84 5.65 0 80 37 3.89 --- 4.25 100 98 5 3.89 2.10 1.79 3.96 0.22 0 79 5 3.89 --- 1.93 100 98 5 3.89 3.19 0.71 1.78 0.48 0 61 5 3.89 --- 4.35 100 98 5 3.89 2.03 1.87 4.28 0.71 0 80 5 3.89 --- 1.54 100 98 38 3.89 2.13 1.76 1.86 3.6 0 79 38 3.89 --- Basin B03 0.300 100 98 5 3.89 0.00 3.55 0.27 7.020 100 98 10 3.89 2.11 1.79 6.58 1.360 0 79 10 3.89 --- 1.880 100 98 38 3.89 2.21 1.69 1.88 3.110 0 78 38 3.89 --- 0.380 100 98 52 3.89 2.43 1.47 1.24 6.130 0 75 52 3.89 --- 0.360 100 98 58 3.89 2.43 1.46 1.14 5.950 0 75 58 3.89 --- 0.640 100 98 5 3.89 2.45 1.44 0.74 0.540 0 74 5 3.89 --- Basin C06 0.150 100 80 5 3.89 0.00 3.55 0.14 Basin C04 Basin C05 Basin B01 Basin B02 Basin C01 Basin C02 Basin C03 Basin A12 Basin A01 Basin A02 Basin A03 Basin A04 Basin A05 Basin A06 Basin A07 Basin A08 Basin A09 Basin A10 Basin A11 xpswmm RUNOFF DATA (25YR-STORM EVENT) Downstream Analysis - Proposed Conditions - Tigard High School Improvements - Tigard, Oregon Node Information Runoff Information Node Name Curve Number Surface Runoff Tigard High School—Downstream Hydrographs Tree Inventory & Assessment Tigard High School Tigard, OR Prepared for: Tigard Tualatin School District 6960 SW Sandburg Street Tigard, OR 97223 Prepared by: Oregon Tree Care PO Box 13068 Portland, OR 97213 UPDATED DECEMBER , 2017 October 16, 2017 RE Tree assessment and inventory for trees located on the school district grounds identified as Tigard High School in Tigard, Oregon. Date UPDATED DECEMBER , 2017 October 16,2017 Attention Juliet Jacobsen, Project Coordinator, Day CPM, jjacobsen@daycpm.com Site Address Tigard High School 9000 SW Durham Road, Tigard, Oregon 97224 Contents Assignment & Scope of Report Limits of Assignment Methods Observations & Statements -General Information -Identified Trees with Root Concerns -Identified Trees within 10’ of a Structure Appendix A –Site Plans & Inventory -Site Plan provided by Day CPM -Inventory Site Plan -Tree Inventory Appendix B –Project Documentation Appendix C –Assumptions & Limiting Conditions Appendix D –Bibliography & Glossary Assignment & Scope of Work We were contacted on June 28, 2017 by Juliet Jacobsen, on behalf of the Tigard Tualatin School District, to offer our Certified Arborist consulting/reporting services. Oregon Tree Care (OTC) then conducted a site visit to the property on September 13, 2017. A visual assessment of 275 trees total was conducted that included identification, dbh measurement, inventory mapping, inspection of roots for any existing concerns to surrounding hardscape and structures. On September 18, 2017, we were contacted regarding additional information to be included in the Report. On September 29, 2017, we were asked to tag all inventoried trees which was completed during a subsequent site visit on October 5th.On December 1, 2017 we were asked to include information regarding soil characteristics and protective fencing. The data collected is summarized in this Report. The additional note included in the RFP addressing “quantities, location and character of trees that may require removal due to new construction where that removal will initiate mandatory mitigation” will require a site plan showing planned construction activities in relation to the existing trees –to include the distance from the tree to the edge of any new structures, changes in landscape, excavation, trenching etc. If the ground will be disturbed, measurements to help determine potential encroachment to the CRZ is required. Measurement should be made from the base of the tree to the closest point of ground disturbance or structure. Limits of Assignment Unless stated otherwise: 1) Information contained in this report covers only those trees that were examined and reflects the condition of those trees at the time of inspection; and 2) The inspection is limited to visual examination of the subject trees without dissection, probing, or coring unless explicitly specified. There is no warranty or guarantee, expressed or implied, that problem s or deficiencies of the subject trees may not arise in the future. Additional Assumptions and Limiting Conditions can be found in Appendix C. Methods We used a Visual Tree Assessment (VTA) method to evaluate tree health, structure and root system at ground level. VTA is based on the outward indications of tree stress and growth, as indicated by the formation of new tree parts, the shape of the new wood and the amount of live tissue. Trees adapt to current and past stress by growing wood to support themselves in an upright condition. This type of assessment is facilitated by our personal knowledge of tree growth as it relates to structural integrity. We used a diameter tape marked in inches on one side and with diameter calculations on the opposite for measuring tree diameter. Observations & Statements Based on the described scope of work and after the initial site visit to walk through the property, an inventory was completed to include mapping to match identification numbers for the 275 trees during the initial site visit. All trees, at the time of the site visit, were deemed to have average vigor with the exception of the following: -Tree #235 Norway Maple (Acer platanoides) 2” dbh –condition rating 0 ROOT INSPECTION: Trees included in inventory were inspected for signs of root systems “that have roots that project above the surrounding finish grade and whether or not that projection has caused structural defect in any constructed elements such as buildings, roads, retaining walls, curb s or sidewalk.” At the time of the site visit, we did not witness any root systems that have caused structural defect. SOIL CHARACTERISTICS: Overall, no soil concerns were noted, and no soil issues appear to be having a negative impact on existing trees on site. No signs of soil compaction were noted, and exposed, visible tree roots w not excessive. TREES LOCATED WITHIN 10’ OF A STRUCTURE: Several trees were identified as being located within 10’ of an existing structure. Please see attached inventory. PROTECTIVE BARRIER should be installed around each tree before work begins and through the duration of work to prevent traffic, equipment, etc. from encroaching within the protection zone of each tree. Fencing should extend around the tree on each side to 1’ per 1” dbh. The root protection fencing must be a minimum of 5 -foot high chain link fence. Existing structures and/or existing secured fencing at least 3.5 feet tall can serve as the required protective fencing. Install the fence before any ground -disturbing activities take place, including clearing, grading, or construction. Keep the fence in place until final inspection. The supply and erection of this fencing should be planned as the first priority of operation and should be processed before any other work takes place on the site. The removal of the Tree Protection Fencing should be one of the last operations undertaken on the site. 28 June 2017 Tigard & Tualatin High School Survey - Request for Proposal As a part of the remodel at Tigard High School (THS) and Tualatin High School (TuHS), TTSD desires to contract with a company to perform Arborist services for the above referenced projects under Direct Appointment Procedures as outlined in and in accordance with Public Contracting Rules. The purpose of this work will be to identify: which trees may need to be protected under City and other jurisdictional requirements; which trees may require additional attention due to their location, health, or other condition; and quantities, location and character of trees that may require removal due to new construction where that removal will initiate mandatory mitigation. The work of the THS & TuHS project will be managed by Cathy Kraus with Day CPM, Project Manager for the District. As an initial deliverable to the consultant the District and Bassetti (architect) will make available all necessary information as requested. Detailed Description of Services / Statement of Work. The Arborist shall work in cooperation with the District to provide the following: A full map of the project site, identifying all trees with a trunk size equal to or greater than 2” at a height of 4’ above grade; Identification of the species of each tree; Identification of the health of each tree; Identification of any trees that have roots that project above the surrounding finish grade and whether or not that projection has caused structural defect in any constructed elements such as buildings, roads, retaining walls, curbs or sidewalk; Identification of the location of each tree shown graphically except where the tree is located within 10 feet of a structure or where the canopy of the tree overhangs a structure in which case the actual distance from the centerline of the tree to the structure shall be indicated. A detailed report including all requirements as specified in the attached Urban Forestry Manual for the city of Tigard and Tualatin land use application Consultant will be familiar with City Land Use and Zoning codes and shall be qualified to make recommendations to the District on the impacts that site redevelopment may have on significant trees, once the design process is initiated. Any such services would be contracted at a later date under separate agreement. Schedule. The Work of this Contract shall commence with execution of the contract and shall be completed on or before 17 July, 2017. Consultant and its employees will be required to notify the district in advanced on when they intend to be onsite and notify staff at the facility during visit. Appendix B – Project Documentation Tigard High School Site Appendix C - Assumptions & Limiting Conditions Consultant assumes that any legal description provided to Consultant is correct and that title to property is good and marketable. Consultant assumes no responsibility for legal matters. Consultant assumes all property appraised or evaluated is free and clear, and is under responsible ownership and competent management. Consultant assumes that the property and its use do not violate applicable codes, ordinances, statutes or regulations. Although Consultant has taken care to obtain all information from reliable sources and to verify the data insofar as possible, Consultant does not guarantee and is not responsible for the accuracy of information provided by others. Client may not require Consultant to testify or attend court by reason of any report unless mutually satisfactory contractual arrangements are made, including payment of an additional fee for such Services. Unless otherwise required by law, possession of this report does not imply right of publication or use for any purpose by any person other than the person to whom it is addressed, without the prior express written consent of the Consultant. Unless otherwise required by law, no part of this report shall be conveyed by any person, including the Client, the public through advertising, public relations, news, sales or other media without the Consultant‘s prior express written consent. This report and any values expressed herein represent the opinion of the Consultant, and the Consultant’s fee is in no way contingent upon the reporting of a specific value, a stipulated result, the occurrence of a subsequent event or upon any finding to be reported. Sketches, drawings and photographs in this report, being intended as visual aids, are not necessarily to scale and should not be construed as engineering or architectural reports or surveys. The reproduction of any information generated by architects, engineers or other consultants and any sketches, drawings or photographs is for the express purpose of coordination and ease of reference only. Inclusion of such information on any drawings or other documents does not constitute a representation by Consultant as to the sufficiency or accuracy of the information. Unless otherwise agreed, (1) information contained in this report covers only the items examined and reflects the condition of the those items at the time of inspection; and (2) the inspection is limited to visual examination of accessible items without dissection, excavation, probing, climbing, or coring. Consultant makes no warranty or guarantee, express or implied that the problems or deficiencies of the plans or property in question may not arise in the future. Loss or alteration of any part of this Agreement invalidates the entire report. Appendix D – Bibliography & Glossary Partial Glossary of Terms Critical root zone (CRZ): Portion of the root system that is the minimum necessary to maintain vitality or stability of the tree. Encroachment or damage to the critical root zone will put the tree at risk of failure. DBH: Diameter at Breast Height, typically measured at four and a half feet from ground level. Risk: Likelihood or probability that something will happen. Usually associated with negative consequences. In tree management, the likelihood that a tree or tree part will fall and cause injury or damage. Risk assessment: Process of evaluating what unexpected things could happen, how likely it is, and what the likely outcomes are. In tree management, the systematic process to determine the level of risk posed by a tree, tree part, or group of trees. Vigor: A measure of the increase in plant growth or foliage volume through time after planting. OTC Cares Caring for our environment stems from a deep knowledge of trees. How they work, what keeps them healthy, and knowing when to remove a hazard tree is all part of our training. The International Society of Arboriculture (ISA) sets the industry standard for proper care. Our Certified Arborists are tested and approved by the ISA. With annual education requirements, we stay current in our knowledge and qualifications. Respectfully Submitted, Damien Carré – Owner Certified Arborist, ISA (PN-6405A) Certified Tree Risk Assessor (CTRA 1717) Over 17 years’ experience in the arboriculture industry ISA, PNW-ISA Member, TCIA Member PNW-ISA Arborist of The Year 2016 Ascending the Giants, Board Member; non-profit documenting the champion trees in the Pacific Northwest WesSpur, Resident Training Specialist for Aerial Rescue and SRT programs PNW-ISA, member representative for course design and setup to the Local, Regional, National and International Climbing Championships Disclaimer Arborists are specialists in tree management and care who use their education, knowledge, training and experience to inspect and assess tree health and condition, recommend measures that are likely to enhance the health and beauty of trees, and attempt to identify measures that reduce risk of personal injury or property damage from trees exhibiting defects. Clients may choose to accept or disregard the recommendation of the arborist, or to seek additional advice. Arborists cannot detect every condition that could possibly lead to the structural failure or decline in health of a tree. Trees are living organisms that fail in ways we do not fully understand. Conditions are often hidden within trees and below ground. Arborists cannot guarantee that a tree will be healthy or safe under all circumstances, or for a specified period of time. Likewise, the response to any remedial treatments, like any medicine, cannot be guaranteed. Treatment, pruning or removal of trees may involve considerations beyond the scope of the Arborist’s services such as property boundaries, property ownership, site lines, disputes between neighbors and other issues. Arborists cannot take such considerations into account unless complete and accurate information is disclosed to the Arborist. An Arborist should then be expected to reasonably rely upon the completeness and accuracy of the information provided. In order to accomplish a full assessment and to produce the best information, historical data on each tree (from past observations and reporting) should be provided in accordance with standard systematic tree assessment practices. OTC sincerely has the interest of not only the tree and the environment in mind, but also the residents. -END- October 20, 2017 Project #: 21156 Khoi Le City of Tigard 13125 SW Hall Boulevard Tigard, OR 97223 RE: Tigard High School Reconstruction and Modernization Transportation Assessment Dear Khoi, This letter presents the results of Kittelson & Associates Inc.’s transportation assessment of the proposed reconstruction and modernization of Tigard High School in Tigard, Oregon. This study concludes that the proposed school project can be developed while maintaining acceptable traffic circulation and safety at the campus driveways and adjacent intersections. Improvements recommended in conjunction with the site development include the following. To the extent practical, the Tigard-Tualatin School District (TTSD) should maintain existing bus operations and schedules such that bus arrivals in the AM and School PM peak hour can continue to be accommodated on-site. The student pick-up/drop-off entry should be signed at the new proposed driveway access opposite SW Martha Street. The student pick-up/drop-off area should be signed and striped to require a one-way counter clock-wise circulation pattern consistent with the Manual on Uniform Traffic Control Devices (MUTCD). Guide signs should be provided directing school bus and private passenger vehicle traffic to their respective circulation areas on-site consistent with the MUTCD. The northbound bicycle lane on SW 92nd Avenue should be relocated adjacent to the eastern roadway curb between the northernmost student lot driveway and SW Durham Road (as opposed to the current location between the northbound left- and right-turn vehicle travel lanes). On-site landscaping and any above ground utilities at the site access driveways and internal roadways should be located and maintained to provide adequate sight distance. Any future school landscaping along SW Durham Road and SW 92nd Avenue site frontage should be limited to low lying ground cover that does not impact intersection sight distance. Additional details of the study methodology, findings, and recommendations are provided herein. Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 2 Kittelson & Associates, Inc. Portland, Oregon INTRODUCTION TTSD is proposing to reconstruct and modernize portions of Tigard High School located at 9000 SW Durham Road. Figure 1 illustrates the general site vicinity of the school. The proposed project will include a new classroom wing, relocation of administrative offices, renovations to the Technology and Arts wings, an expanded Commons space, and gym/locker/athletics renovations. While the proposed improvements will create additional building square footage, new classrooms, and new educational/athletic facilities compared to existing conditions, the District is not undertaking the renovations/additions to accommodate significant projected increases in student enrollment. Rather these projects are intended to improve overall campus safety, modernize the academic and athletic experience, and provide more common spaces for the entire student body. In order to accommodate these improvements, new building construction will occur on the north, northwest, and west sides of the existing school building. This construction will result in several circulation and parking changes. First, the existing school bus drop-off/pick-up zone located on the north side of the campus will be modified to accommodate the construction of new classroom wings and administrative offices. This modification will result in a similarly sized drop-off/pick-up lane that is located closer to and parallel to SW Durham Road. Ingress and egress points to this lane will continue via the two existing SW Durham Road site driveways. The second set of circulation modifications will occur on the west side of the campus where the relocation of the existing tennis courts and removal of the athletic field house will result in an expanded westside parking area, revised access along SW 92nd Avenue, and a new student drop-off and pick-up area. Figure 2 illustrates the proposed site plan for the reconstructed school and new parking/circulation areas. Full build-out and occupancy of the reconstructed school is anticipated in 2020. SCOPE OF THE REPORT This report identifies the transportation-related impacts associated with the proposed High School reconstruction and modernization. In order to quantify the existing school trip profile, weekday AM, School PM, and PM peak period traffic counts were conducted amongst the SW 92nd Avenue on-street parking as well as at the following intersections and school driveways: 1. SW Durham Road/SW 92 nd Avenue 2. SW Durham Road/Main High School Ingress Driveway 3. SW Durham Road/Main High School Egress Driveway 4. SW Durham Road/SW 88 th Avenue (for quantifying pedestrian crossing volumes) 5. SW Durham Road/High School Staff Lot West Driveway 6. SW Durham Road/High School Staff Lot East Driveway 7. SW 92 nd Avenue/High School Student Lot Driveway TIGARD HIGH SCHOOL Site Vicinity Tigard, Oregon 1 Figure 6 8 8 47 219 210 99W 26 10 217 47 SITE - Study Intersections## Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 4 Kittelson & Associates, Inc. Portland, Oregon Figure 2 – Proposed Site Plan Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 5 Kittelson & Associates, Inc. Portland, Oregon This report evaluates the following transportation issues: Existing land use and transportation system conditions within the site vicinity during the weekday AM, School PM, and PM peak periods; A review of the anticipated impacts associated with redistribution of existing high school trips to the proposed driveways, parking areas, and drop-off/pick-up areas; On-site access and circulation considerations; and Conclusions and recommendations. EXISTING CONDITIONS This section summarizes the existing characteristics of the transportation system and adjacent land uses in the vicinity of the school campus. Site Conditions and Adjacent Land Uses Tigard High School is located along the south side of SW Durham Road and is bounded by SW 92nd Avenue to the west, SW 85th Avenue to the east, and the residential neighborhood of SW Waverly Drive to the south. Vehicular and bus access to the school campus is currently provided by multiple driveways. Along SW Durham Road, a set of ingress-only and egress-only driveways serve as the main entrance points to the school providing access to the visitor parking area and the school bus drop-off/pick-up lane. A second set of full-access driveways are provided off of SW Durham Road on the east side of the campus providing access to the staff parking area and the Tigard-Tualatin Aquatic District community pool. Along SW 92nd Avenue, a single driveway located just south of the SW Durham Road/SW 92nd Avenue intersection provides access to the student parking area. Transportation Facilities Table 1 identifies the characteristics of key roadways located within the vicinity of the school campus. Figure 3 identifies the existing lane configurations and traffic control devices at the school driveways and adjacent major intersections. TIGARD HIGH SCHOOL Existing Lane Configurations and Traffic Control Devices Tigard, Oregon 3 Figure N - STOP SIGN - TRAFFIC SIGNAL Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 7 Kittelson & Associates, Inc. Portland, Oregon Table 1 – Existing Transportation Facilities Roadway Classification1 Motor Vehicle Travel Lanes Posted Speed (mph)Sidewalks Striped Bicycle Lanes On-Street Parking SW Durham Road Arterial 3 35 Yes Yes No SW 92nd Avenue Neighborhood 2 25 20 during school days Yes2 Yes Yes3 SW 88th Avenue Local Street 2 25 Yes No Yes Notes: 1 Source: City of Tigard Transportation System Plan (TSP). 2 A 8-10 foot concrete sidewalk exists along the high school frontage from SW Durham Road down to approximately the football stadium pedestrian entrance. South of that, the sidewalk transitions to a 6-foot asphalt walkway that is delineated from the adjacent roadway by a line of extruded curbing. Sidewalks are intermittent along the west side of SW 92nd Avenue. 3 On street parking is providing along the eastern side of SW 92nd Avenue via a combination of parallel parking and head-in parking stalls. No on- street parking is allowed along the west side of SW 92nd Avenue. Bicycle/Pedestrian Facilities As noted in Table 1, there are existing bicycle and pedestrian accommodations on the streets surrounding Tigard High School. SW Durham Road has both sidewalks and bicycle lanes which provide an east-west regional connection within the City of Tigard. Along the Tigard High School frontage, available facilities include a 4-foot concrete sidewalk and an adjacent 4-foot wide asphalt pathway. In addition to this infrastructure, there is a signalized pedestrian crossing (rectangular rapid flashing beacon) at SW 88th Avenue to facilitate pedestrian crossings along SW Durham Road. As part of a recent re-striping project by the City of Tigard, SW 92nd Avenue has bicycle lanes in both directions that connect SW Durham Road to Cook Park. Pedestrian accommodations include an 8 to 10 foot wide concrete sidewalk along the northern school frontage from SW Durham Road to approximately the football stadium pedestrian entrance. South of that, the sidewalk transitions to a 6- foot wide asphalt pathway that extends along the athletic field frontage to SW Waverly Drive. Transit Service Local transit service is provided by TriMet within the general site vicinity. Information regarding local transit service within the study area was obtained from the current TriMet system map and bus schedule. TriMet Line 76 provides frequent service along SW Durham Road to the east of Tigard High School and to the north along SW Hall Boulevard. Service is provided Monday through Friday from 6:00 AM to 11:00 PM on 30 minute headways. The closest transit stop is located along SW Hall Boulevard at the SW Hall Boulevard/SW Avon Street intersection approximately 1/4 mile from the high school’s main entrance on SW Durham Road. SW 92nd Avenue On-Street Parking The east side of SW 92nd Avenue is currently striped to accommodate 131 90-degree head-in parking stalls from roughly SW Durham Road to SW Waverly Drive. During school days, the majority of this Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 8 Kittelson & Associates, Inc. Portland, Oregon head-in parking is utilized by high school students. After normal school hours, this parking is utilized by students and spectators at various high school athletic events and youth sporting events. Existing Operations Manual turning movement counts were collected at the study intersections and site driveways in April 2017 when local schools were in session. Traffic counts were collected during the morning (7:00 to 9:00 AM), School PM (2:00 to 4:00 PM), and PM (4:00 to 6:00 PM) peak time periods. Appendix “A” contains the traffic count worksheets. Figure 4 summarizes the operational analyses for the school driveways and adjacent key intersections during the two school peak hours (7:10-8:10 AM and 2:45-3:45 PM) and weekday PM peak hour (5:00- 6:00 PM). As shown, the side street stop-controlled exiting maneuvers at the SW Durham Road/Main High School Egress Driveway and the SW Durham Road/High School Staff Lot East Driveway experience periods of long delay and over capacity conditions during some of the peak study periods. These conditions are typical of many local schools and can be attributed to issues including the combination of capacity constraints on SW Durham Road during peak school and commuting hours, peak school traffic volumes, and the signalized pedestrian crossing beacon at SW 88th Avenue. Despite these constraints and the resulting congestion, field observations revealed that high school related traffic (vehicles and buses) typically does not experience undue delay leaving the school driveways. While exiting maneuvers at school driveways are subject to length delays, the school-related traffic does eventually clear. Appendix “B” contains the 2017 existing conditions operational worksheets. Crash Data Washington County maintains a Safety Priority Index System (SPIS) list to identify existing hazardous intersections for potential safety improvements. Intersections are included in the SPIS list if they have three or more crashes or if they have one or more severe injury or fatal crashes within three consecutive years. No study intersections appear on the Washington County SPIS list dated 2011 to 2013. The Oregon Department of Transportation (ODOT) provided crash history at the study intersections for the period from January 1, 2011 through December 31, 2015. Appendix “C” contains the crash worksheets. The crash type classifications at each intersection were reviewed to assess whether any crash patterns might be identifiable. A detailed review of this crash data did not reveal any discernable patterns that suggest there are existing safety issues at the campus driveways or the study intersections. It should be noted that the existing SW 92nd Avenue/High School Student Lot Exit Driveway will be relocated further south with implementation of the proposed site plan. Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 9 Kittelson & Associates, Inc. Portland, Oregon Table 2 – Intersection Crash History (January 1, 2011 through December 31, 2015) Crash Type Crash Severity Intersection Rear- End Turning Angle Ped Other Property Damage Only Injury Fatal SW Durham Road/SW 92nd Avenue 1 2 0 1 0 1 3 0 SW Durham Road/Main High School Driveways2 9 4 0 0 2 7 8 0 SW Durham Road/SW 88th Avenue 4 1 0 0 0 0 5 0 SW Durham Road/High School Staff Lot Driveways1 2 0 0 0 0 0 2 0 SW 92nd Avenue/High School Student Lot Exit Driveway 2 3 0 0 0 4 1 0 1. ODOT provided crash data for the segment of roadway along SW Durham Road between SW 87 th and SW 88th Avenue. This location encompasses both High School Staff Lot West and East driveways and is shown under High School Staff Lot West driveway. 2. ODOT provided crash data for the segment of roadway along SW Durham Road between SW Kreick Place and SW 88 th Avenue. This location encompasses both the Main High School Ingress and Egress driveways and is shown under High School West Driveway. TIGARD HIGH SCHOOL Existing Traffic Conditions Tigard, Oregon 4 Figure AM Volumes PM VolumesAfternoon Volumes N AM Volumes PM VolumesAfternoon Volumes CM = CRITICAL MOVEMENT (UNSIGNALIZED) LOS = CRITICAL MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/CRITICAL MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = CRITICAL CRITICAL VOLUME-TO-CAPACITY RATIO SW 92nd Avenue On-Street Parking AM Volumes PM VolumesAfternoon Volumes Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 11 Kittelson & Associates, Inc. Portland, Oregon TRAFFIC IMPACT CONSIDERATIONS This section provides a summary of circulation considerations associated with the proposed site reconstruction and modernization. Specific issues addressed include: A summary of the proposed school plan elements and corresponding trip generation implications; A summary of the proposed site-access changes and a qualitative assessment of corresponding circulation and queuing; and Review of on-site parent and bus loading area needs. Proposed Reconstruction and Modernization Plan TTSD is proposing to reconstruct and modernize portions of the existing Tigard High School campus. The school bond-driven project will provide a new classroom wing that will better serve existing academic needs, relocate administrative offices, renovate the Technology and Arts wings, provide new athletic spaces and support facilities, and expanded and modernize the Commons space. In order to accommodate these improvements, two significant campus circulation and parking changes are proposed. First, the existing school bus drop-off/pick-up zone located on the north side of the campus will be modified to accommodate the construction of new classroom wings and administrative offices. This modification will result in a similar linear drop-off/pick-up lane that is located closer to and parallel to SW Durham Road and can accommodate double aisle unloading/loading. Ingress and egress points to this bus lane will continue via the two existing main campus driveways located off of SW Durham Road. Second, with the relocation of the existing tennis courts and removal of the athletic field house on the west side of the campus, the existing student parking area will be modified. Specifically, the parking area and circulation lanes will be reorganized, access to SW 92nd Avenue will be revised, and a new student drop-off and pick-up area will be created. Traffic Implications of Plan From a traffic impact perspective, while the proposed improvements will create additional building square footage, the District is not intending for the reconstruction and modernization to serve any planned or anticipated future increase in student enrollment or faculty numbers. Based on this information, no measureable increase in student staff or bus trips are anticipated beyond existing conditions. As a result, the focus of this traffic study is the assessment of the circulation and access modifications rather than an operational assessment of the impact of new student, faculty, and bus trips. Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 12 Kittelson & Associates, Inc. Portland, Oregon Site Access Changes A detailed list of proposed site access changes are described below: The student parking lot located on the west side of the campus will be revised and the parking stalls/drive aisles will be reoriented to create a more efficient layout pattern. On the east perimeter of the revised lot adjacent to the school building, a new parent drop- off/pick-up zone will be constructed. This new drop-off/pick-up zone is being designed to function in a counter clockwise circulation pattern in association with the SW 92nd Avenue driveway modifications noted below. To improve access to the revised student lot, the existing SW 92nd Avenue driveway located approximately 120’ south of the SW Durham Road/SW 92nd Avenue intersection will be closed and relocated approximately 150’ further to the south. A second driveway to the parking lot will be constructed off of SW 92nd Avenue opposite SW Martha Road. With the relocation of the existing SW 92nd Avenue driveway further to the south, the northbound right-turn lane at the SW Durham Road/SW 92nd Avenue intersection will be lengthened to provide approximately 250 feet of dedicated right-turn storage. Related changes to the adjacent northbound bicycle lane on SW 92nd Avenue are discussed later in this report. Frontage improvements along SW 92nd Avenue and the relocated/new driveways to the student parking lot will result in the loss of approximately 23 head-in parking stalls along SW 92nd Avenue. The loss of head-in parking will be offset by the creation of additional parking stalls in the revised student parking lot. School buses will still be accommodated on the north side of the campus utilizing the same main high school driveway access and exit points off of SW Durham Road. However, the driveway aisle for buses will be reoriented to run more parallel to SW Durham Road. A double loaded drive aisle will provide additional on-site bus storage capacity compared to the existing single aisle. While no additional trips to/from the school campus are assumed, it is anticipated that these proposed circulation changes will lead to some minor redistribution of trips to/from the site. Specifically, the provision of a second campus access driveway on SW 92nd Avenue and the creation of a formal student drop-off/pick-up zone will result in a redistribution of some site driveway trips and where these trips occur off of SW 92nd Avenue. Figure 5 illustrates these anticipated circulation changes. TIGARD HIGH SCHOOL Future School Traffic Conditions Tigard, Oregon 5 Figure AM Volumes PM VolumesAfternoon Volumes N AM Volumes PM VolumesAfternoon Volumes CM = CRITICAL MOVEMENT (UNSIGNALIZED) LOS = CRITICAL MOVEMENT LEVEL OF SERVICE (SIGNALIZED)/CRITICAL MOVEMENT LEVEL OF SERVICE (UNSIGNALIZED) Del = INTERSECTION AVERAGE CONTROL DELAY (SIGNALIZED)/CRITICAL MOVEMENT CONTROL DELAY (UNSIGNALIZED) V/C = CRITICAL CRITICAL VOLUME-TO-CAPACITY RATIO SW 92nd Avenue On-Street Parking AM Volumes PM VolumesAfternoon Volumes Bus Lane Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 14 Kittelson & Associates, Inc. Portland, Oregon The following findings were made based on the redistribution shown in Figure 5: All school trips using the existing SW Durham Road school driveways will continue to do so under the proposed site changes. While new driveways are being proposed off of SW 92nd Avenue, they will redistribute existing driveway turn movements. The anticipated trip re-routing should have no meaningful impact on current turn movement patterns at the SW Durham Road/SW 92nd Avenue intersection and thus should not impact the signalized intersection operations. The new driveway locations will shift driveway turn movements on SW 92nd Avenue away from the signalized intersection, reducing potential turn movement interaction with through movement queues along SW 92nd Avenue. For student drop-off and pick-up maneuvers, it is anticipated that the new southerly SW 92nd Avenue driveway will serve ingress maneuvers while the relocated driveway will serve egress maneuvers. The proposed southerly relocation of the existing SW 92nd Avenue student lot driveway will move the driveway further away from the SW Durham Road/SW 92nd Avenue intersection, thereby: Providing additional vehicle queueing space on the northbound approach to the SW Durham Road/SW 92nd Avenue intersection. Increasing the distance between SW Durham Road and the southbound left-turn movements into the school drop off area, thereby reducing the potential for inbound school drop off trips (southbound left-turns) to queue back to SW Durham Road. Minimize blockage of the student driveway by SE 92nd Avenue through traffic during peak school hours and ensure more student trips can fully exit the campus during peak release times. Student Drop-Off/Pick-Up Area Assessment As shown in Figure 2, a new curbside student drop-off/pick-up zone is being created around the east perimeter of the new student parking lot. The new curbside lane will provide approximately 250 feet (10-12 vehicles) of effective unloading and loading space. Based on field observations which revealed a relatively spread out period of drop-off and pick-up activity, the new drop-off/pick-up area and the adjacent parking lot drive aisles will be adequate to accommodate all student loading demand on site. Bus Loading Area Queuing & Operations Considerations The proposed bus unloading and loading aisle on the north side of the campus will be approximately the same length as the existing bus aisle. However, the aisle will be wide enough to accommodate a double loading of buses. While the District’s unique bus scheduling typically ensures that not all 20 Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 15 Kittelson & Associates, Inc. Portland, Oregon buses are loading kids at one time, this wider drive aisle could accommodate a maximum of 20 full-size school buses on site. We recommend Tigard-Tualatin School District (TTSD) to maintain existing bus operations and schedules to the extent practical such that bus arrivals in the AM and School PM peak hour can continue to be accommodated on-site. SW 92nd Avenue Bicycle Lane Striping As part of the project, frontage improvements will be made along a portion of SW 92nd Avenue to bring the roadway closer to City design standards. These frontage improvements along with the proposed new driveways will result in a need to modify the on-street parking striping. As part of these striping modifications, it is recommended that the existing northbound bicycle lane between the northernmost student lot driveway and SW Durham Road be modified so that it runs adjacent to the curbline instead of between the left- and right-turn lanes. This modification should improve the path and comfort of bicyclists by placing them alongside the curb and sidewalk instead of in a 225 foot long segment of bike lane striped between left-turning and right-turning vehicles approaching SW Durham Road. FINDINGS AND RECOMMENDATIONS Recommendations The Tigard-Tualatin School District (TTSD) should maintain existing bus operations and schedules so that bus arrivals in the AM and School PM peak hour do not exceed the proposed storage space. Student pick-up/drop-off entry should be designated at the new proposed driveway access opposite SW Martha Street. The student pick-up/drop-off area should be signed and striped to require a one-way counter clock-wise circulation pattern consistent with the Manual on Uniform Traffic Control Devices (MUTCD). Guide signs should be provided directing school bus and private passenger vehicle traffic to their respective circulation areas on-site consistent with the MUTCD. The northbound bicycle lane on SW 92nd Avenue should be relocated adjacent to the eastern roadway curb between the northernmost student lot driveway and SW Durham Road (as opposed to the current location between the northbound left- and right-turn vehicle travel lanes). On-site landscaping and any above ground utilities at the site access driveways and internal roadways should be maintained to provide adequate sight distance. Any future school Tigard High School Reconstruction & Modernization Traffic Impact Analysis Project #: 21156 October 20, 2017 Page: 16 Kittelson & Associates, Inc. Portland, Oregon landscaping along SW Durham Road and SW 92nd Avenue site frontage should be limited to low lying ground cover that does not impact intersection sight distance. Please contact us if you have any questions regarding our analysis findings or recommendations. Sincerely, KITTELSON & ASSOCIATES, INC. Matt Hughart, AICP Nick Gross Chris Brehmer, P.E. Associate Planner Planner Senior Principal Engineer APPENDICES A. Traffic Counts B. Existing Conditions Worksheets C. Crash Data D. Future School Conditions Worksheets Appendix A Traffic Counts Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:22 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 92nd Ave -- SW Durham Ave QC JOB #:14391001 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 92nd Ave (Northbound) SW 92nd Ave (Southbound) SW Durham Ave (Eastbound) SW Durham Ave (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 4 0 0 0 0 0 0 71 3 0 1 16 0 0 95 7:05 AM 0 0 13 0 0 0 0 0 0 53 3 0 2 10 0 0 81 7:10 AM 1 0 9 0 0 0 0 0 0 68 3 0 0 17 0 0 98 7:15 AM 4 0 10 0 0 0 0 0 0 59 8 0 6 26 0 0 113 7:20 AM 7 0 9 0 0 0 0 0 0 42 18 0 2 14 0 0 92 7:25 AM 8 0 14 0 0 0 0 0 0 52 21 0 3 21 0 0 119 7:30 AM 10 0 8 0 0 0 0 0 0 51 17 0 3 22 0 0 111 7:35 AM 11 0 10 0 0 0 0 0 0 31 12 0 5 23 0 0 92 7:40 AM 10 0 9 0 0 0 0 0 0 48 40 0 4 25 0 0 136 7:45 AM 16 0 11 0 0 0 0 0 0 43 22 0 8 28 0 0 128 7:50 AM 19 0 9 0 0 0 0 0 0 34 23 0 7 29 0 0 121 7:55 AM 15 0 6 0 0 0 0 0 0 46 41 0 7 16 0 0 131 1317 8:00 AM 15 0 1 0 0 0 0 0 0 37 15 0 7 32 0 0 107 1329 8:05 AM 10 0 5 0 0 0 0 0 0 41 6 0 1 28 0 0 91 1339 8:10 AM 1 0 3 0 0 0 0 0 0 33 1 0 2 29 0 0 69 1310 8:15 AM 6 0 5 0 0 0 0 0 0 41 3 0 3 27 0 0 85 1282 8:20 AM 1 0 4 0 0 0 0 0 0 41 2 0 4 30 0 0 82 1272 8:25 AM 2 0 8 0 0 0 0 0 0 48 8 0 2 32 0 0 100 1253 8:30 AM 6 0 5 0 0 0 0 0 0 42 1 0 3 32 0 0 89 1231 8:35 AM 1 0 6 0 0 0 0 0 0 57 5 0 1 24 0 0 94 1233 8:40 AM 1 0 3 0 0 0 0 0 0 55 2 0 3 18 0 0 82 1179 8:45 AM 4 0 3 0 0 0 0 0 0 57 2 0 1 22 0 0 89 1140 8:50 AM 2 0 7 0 0 0 0 0 0 44 3 0 4 31 0 0 91 1110 8:55 AM 2 0 7 0 0 0 0 0 0 55 1 0 3 33 0 0 101 1080 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 180 0 116 0 0 0 0 0 0 500 340 0 76 328 0 0 1540 Heavy Trucks 0 0 4 0 0 0 0 20 4 4 12 0 44 Pedestrians 28 32 0 20 80 Bicycles 0 0 0 0 0 0 0 1 0 0 0 0 1 Railroad Stopped Buses Comments: Peak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:40 AM -- 7:55 AM 126 0 101 000 0 552 226 53 281 0 227 0 778 334 0 279 653 407 0.93 0.83 0.75 0.00 0.87 0.8 0.0 3.0 0.00.00.0 0.0 4.9 0.4 9.4 9.3 0.0 1.8 0.0 3.6 9.3 0.0 2.2 4.6 6.6 19 18 0 20 0 0 0 000 0 3 0 0 1 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:22 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS West Dwy -- SW Durham Rd QC JOB #:14391003 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS West Dwy (Northbound) HS West Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 4 0 0 0 5 7:05 AM 0 0 0 0 0 0 0 0 0 0 1 0 4 0 0 0 5 7:10 AM 0 0 0 0 0 0 0 0 0 0 3 0 5 0 0 0 8 7:15 AM 0 0 0 0 0 0 0 0 0 0 7 0 13 0 0 0 20 7:20 AM 0 0 0 0 0 0 0 0 0 0 4 0 6 0 0 0 10 7:25 AM 0 0 0 0 0 0 0 0 0 0 4 0 15 0 0 0 19 7:30 AM 0 0 0 0 0 0 0 0 0 0 3 0 12 0 0 0 15 7:35 AM 0 0 0 0 0 0 0 0 0 0 2 0 12 0 0 0 14 7:40 AM 0 0 0 0 0 0 0 0 0 0 5 0 20 0 0 0 25 7:45 AM 0 0 0 0 0 0 0 0 0 0 3 0 19 0 0 0 22 7:50 AM 0 0 0 0 0 0 0 0 0 0 3 0 26 0 0 0 29 7:55 AM 0 0 0 0 0 0 0 0 0 0 9 0 28 0 0 0 37 209 8:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 21 0 0 0 22 226 8:05 AM 0 0 0 0 0 0 0 0 0 0 3 0 8 0 0 0 11 232 8:10 AM 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 231 8:15 AM 0 0 0 0 0 0 0 0 0 0 5 0 4 0 0 0 9 220 8:20 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 212 8:25 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 196 8:30 AM 0 0 0 0 0 0 0 0 0 0 5 0 2 0 0 0 7 188 8:35 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 176 8:40 AM 0 0 0 0 0 0 0 0 0 0 2 0 1 0 0 0 3 154 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 132 8:50 AM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 105 8:55 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 68 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 0 0 0 0 0 0 0 0 60 0 292 0 0 0 352 Heavy Trucks 0 0 0 0 0 0 0 0 0 4 0 0 4 Pedestrians 8 0 0 0 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:45 AM -- 8:00 AM 0 0 0 000 0 0 47 185 0 0 0 0 47 185 0 232 0 0 0.78 0.62 0.00 0.00 0.66 0.0 0.0 0.0 0.00.00.0 0.0 0.0 17.0 6.5 0.0 0.0 0.0 0.0 17.0 6.5 0.0 8.6 0.0 0.0 8 0 0 0 0 0 0 000 0 0 1 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:22 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS East Dwy -- SW Durham Rd QC JOB #:14391005 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS East Dwy (Northbound) HS East Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6 7:05 AM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 7:10 AM 3 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 7 7:15 AM 4 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 9 7:20 AM 1 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 7 7:25 AM 0 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 11 7:30 AM 2 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 11 7:35 AM 3 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 15 7:40 AM 2 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 10 7:45 AM 2 0 16 0 0 0 0 0 0 0 0 0 0 0 0 0 18 7:50 AM 2 0 13 0 0 0 0 0 0 0 0 0 0 0 0 0 15 7:55 AM 5 0 16 0 0 0 0 0 0 0 0 0 0 0 0 0 21 133 8:00 AM 7 0 19 0 0 0 0 0 0 0 0 0 0 0 0 0 26 153 8:05 AM 2 0 11 0 0 0 0 0 0 0 0 0 0 0 0 0 13 163 8:10 AM 1 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 7 163 8:15 AM 1 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 6 160 8:20 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 154 8:25 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 145 8:30 AM 2 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 3 137 8:35 AM 1 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 6 128 8:40 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 119 8:45 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 103 8:50 AM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 90 8:55 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 70 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 56 0 192 0 0 0 0 0 0 0 0 0 0 0 0 0 248 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:50 AM -- 8:05 AM 33 0 130 000 0 0 0 0 0 0 163 0 0 0 0 0 130 33 0.00 0.00 0.66 0.00 0.66 30.3 0.0 6.2 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 11.0 0.0 0.0 0.0 0.0 0.0 6.2 30.3 8 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:22 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 88th Ave -- SW Durham Rd QC JOB #:14391007 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 88th Ave (Northbound) SW 88th Ave (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 78 0 0 0 22 1 0 101 7:05 AM 0 0 0 0 0 0 2 0 0 70 0 0 0 14 0 0 86 7:10 AM 0 0 0 0 0 0 0 0 0 77 0 0 0 23 1 0 101 7:15 AM 0 0 0 0 0 0 2 0 0 56 0 0 0 37 1 0 96 7:20 AM 0 0 0 0 0 0 0 0 1 53 0 0 0 30 2 0 86 7:25 AM 0 0 0 0 0 0 0 0 0 72 0 0 0 29 1 0 102 7:30 AM 0 0 0 0 0 0 5 0 0 63 0 0 0 32 0 0 100 7:35 AM 0 0 0 0 0 0 2 0 0 55 0 0 0 38 1 0 96 7:40 AM 0 0 0 0 2 0 7 0 1 52 0 0 0 36 1 0 99 7:45 AM 0 0 0 0 1 0 6 0 0 76 0 0 0 50 1 0 134 7:50 AM 0 0 0 0 2 0 5 0 1 55 0 0 0 56 2 0 121 7:55 AM 0 0 0 0 4 0 8 0 0 49 0 0 0 34 0 0 95 1217 8:00 AM 0 0 0 0 2 0 4 0 1 49 0 0 0 47 2 0 105 1221 8:05 AM 0 0 0 0 0 0 4 0 1 72 0 0 0 33 1 0 111 1246 8:10 AM 0 0 0 0 2 0 1 0 2 46 0 0 0 36 0 0 87 1232 8:15 AM 0 0 0 0 0 0 2 0 0 46 0 0 0 31 0 0 79 1215 8:20 AM 0 0 0 0 0 0 0 0 1 41 0 0 0 36 0 0 78 1207 8:25 AM 0 0 0 0 1 0 0 0 0 57 0 0 0 36 1 0 95 1200 8:30 AM 0 0 0 0 0 0 1 0 1 45 0 0 0 34 0 0 81 1181 8:35 AM 0 0 0 0 0 0 0 0 0 66 0 0 0 26 2 0 94 1179 8:40 AM 0 0 0 0 1 0 0 0 0 64 0 0 0 22 1 0 88 1168 8:45 AM 0 0 0 0 0 0 0 0 0 56 0 0 0 21 0 0 77 1111 8:50 AM 0 0 0 0 0 0 1 0 1 55 0 0 0 39 0 0 96 1086 8:55 AM 0 0 0 0 0 0 0 0 0 55 0 0 0 37 0 0 92 1083 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 0 0 20 0 72 0 8 732 0 0 0 568 16 0 1416 Heavy Trucks 0 0 0 0 0 0 0 28 0 0 24 0 52 Pedestrians 56 228 308 0 592 Bicycles 0 0 0 0 0 0 0 1 0 0 1 0 2 Railroad Stopped Buses Comments: Peak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:40 AM -- 7:55 AM 0 0 0 11043 5 729 0 0 445 13 0 54 734 458 18 0 740 488 0.97 0.78 0.00 0.52 0.88 0.0 0.0 0.0 0.00.00.0 0.0 4.0 0.0 0.0 7.2 0.0 0.0 0.0 4.0 7.0 0.0 0.0 3.9 6.6 62 204 280 2 0 0 0 000 0 4 0 0 4 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:22 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS Swim West Dwy -- SW Durham Rd QC JOB #:14391009 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS Swim West Dwy (Northbound) HS Swim West Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 7:05 AM 1 0 2 0 0 0 0 0 0 0 3 0 0 0 0 0 6 7:10 AM 0 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0 4 7:15 AM 1 0 3 0 0 0 0 0 0 0 6 0 0 0 0 0 10 7:20 AM 2 0 4 0 0 0 0 0 0 0 3 0 0 0 0 0 9 7:25 AM 0 0 5 0 0 0 0 0 0 0 8 0 0 0 0 0 13 7:30 AM 1 0 7 0 0 0 0 0 0 0 2 0 0 0 0 0 10 7:35 AM 1 0 7 0 0 0 0 0 0 0 0 0 0 0 0 0 8 7:40 AM 0 0 7 0 0 0 0 0 0 0 1 0 0 0 0 0 8 7:45 AM 0 0 4 0 0 0 0 0 0 0 1 0 0 0 0 0 5 7:50 AM 0 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 6 7:55 AM 0 0 10 0 0 0 0 0 0 0 0 0 0 0 0 0 10 90 8:00 AM 0 0 8 0 0 0 0 0 0 0 1 0 1 0 0 0 10 99 8:05 AM 2 0 1 0 0 0 0 0 0 0 1 0 0 0 0 0 4 97 8:10 AM 2 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 5 98 8:15 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 89 8:20 AM 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 82 8:25 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 70 8:30 AM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 61 8:35 AM 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 55 8:40 AM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 48 8:45 AM 1 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 3 46 8:50 AM 1 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 4 44 8:55 AM 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 36 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 12 0 48 0 0 0 0 0 0 0 68 0 0 0 0 0 128 Heavy Trucks 0 0 0 0 0 0 0 0 4 0 0 0 4 Pedestrians 72 0 0 0 72 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:15 AM -- 7:30 AM 7 0 63 000 0 0 26 1 0 0 70 0 26 1 0 27 63 7 0.38 0.25 0.73 0.00 0.76 0.0 0.0 0.0 0.00.00.0 0.0 0.0 3.8 0.0 0.0 0.0 0.0 0.0 3.8 0.0 0.0 3.7 0.0 0.0 70 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:22 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS Swim East Dwy -- SW Durham Rd QC JOB #:14391011 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS Swim East Dwy (Northbound) HS Swim East Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 7:05 AM 0 0 1 0 0 0 0 0 0 0 0 0 6 0 0 0 7 7:10 AM 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 7:15 AM 1 0 1 0 0 0 0 0 0 0 0 0 20 0 0 0 22 7:20 AM 0 0 4 0 0 0 0 0 0 0 0 0 22 0 0 0 26 7:25 AM 0 0 2 0 0 0 0 0 0 0 0 0 13 0 0 0 15 7:30 AM 0 0 3 0 0 0 0 0 0 0 1 0 20 0 0 0 24 7:35 AM 0 0 3 0 0 0 0 0 0 0 0 0 12 0 0 0 15 7:40 AM 1 0 0 0 0 0 0 0 0 0 0 0 12 0 0 0 13 7:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 7:50 AM 0 0 3 0 0 0 0 0 0 0 0 0 14 0 0 0 17 7:55 AM 0 0 4 0 0 0 0 0 0 0 0 0 15 0 0 0 19 175 8:00 AM 0 0 2 0 0 0 0 0 0 0 0 0 9 0 0 0 11 183 8:05 AM 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 4 180 8:10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 174 8:15 AM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 155 8:20 AM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 2 131 8:25 AM 0 0 4 0 0 0 0 0 0 0 0 0 1 0 0 0 5 121 8:30 AM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 98 8:35 AM 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 3 86 8:40 AM 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 4 77 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 70 8:50 AM 0 0 3 0 0 0 0 0 0 0 0 0 6 0 0 0 9 62 8:55 AM 2 0 2 0 0 0 0 0 0 0 0 0 5 0 0 0 9 52 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 36 0 0 0 0 0 0 0 4 0 220 0 0 0 260 Heavy Trucks 0 0 4 0 0 0 0 0 0 0 0 0 4 Pedestrians 12 0 0 0 12 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:20 AM -- 7:35 AM 3 0 22 000 0 0 1 154 0 0 25 0 1 154 0 155 22 3 0.25 0.70 0.69 0.00 0.69 33.3 0.0 9.1 0.00.00.0 0.0 0.0 0.0 1.3 0.0 0.0 12.0 0.0 0.0 1.3 0.0 1.3 9.1 33.3 14 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:22 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 92nd Ave -- HS Exit Dwy QC JOB #:14391013 CITY/STATE:Washington, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 92nd Ave (Northbound) SW 92nd Ave (Southbound) HS Exit Dwy (Eastbound) HS Exit Dwy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 7:00 AM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 0 0 3 7:05 AM 0 0 1 0 3 0 0 0 0 0 0 0 0 0 0 0 4 7:10 AM 0 0 0 0 3 0 0 0 0 0 0 0 1 0 2 0 6 7:15 AM 0 0 0 0 7 0 0 0 0 0 0 0 0 0 4 0 11 7:20 AM 0 0 4 0 14 0 0 0 0 0 0 0 1 0 6 0 25 7:25 AM 0 0 5 0 17 0 0 0 0 0 0 0 3 0 10 0 35 7:30 AM 0 0 4 0 16 0 0 0 0 0 0 0 1 0 7 0 28 7:35 AM 0 0 2 0 10 0 0 0 0 0 0 0 0 0 5 0 17 7:40 AM 0 0 7 0 32 0 0 0 0 0 0 0 0 0 8 0 47 7:45 AM 0 0 12 0 17 0 0 0 0 0 0 0 2 0 12 0 43 7:50 AM 0 0 15 0 19 0 0 0 0 0 0 0 1 0 12 0 47 7:55 AM 0 0 23 0 34 0 0 0 0 0 0 0 0 0 12 0 69 335 8:00 AM 0 0 9 0 12 0 0 0 0 0 0 0 3 0 9 0 33 365 8:05 AM 0 0 2 0 3 0 0 0 0 0 0 0 4 0 5 0 14 375 8:10 AM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 370 8:15 AM 0 0 2 0 2 0 0 0 0 0 0 0 2 0 4 0 10 369 8:20 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 345 8:25 AM 0 0 0 0 5 0 0 0 0 0 0 0 0 0 1 0 6 316 8:30 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 2 0 3 291 8:35 AM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 0 0 2 276 8:40 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 230 8:45 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 187 8:50 AM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 140 8:55 AM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 72 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 200 0 280 0 0 0 0 0 0 0 12 0 144 0 636 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 7:10 AM -- 8:10 AM Peak 15-Min: 7:45 AM -- 8:00 AM 0 0 83 18400 0 0 0 16 0 92 83 184 0 108 92 16 267 0 0.00 0.69 0.42 0.66 0.59 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 5 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 92nd Ave -- SW Durham Ave QC JOB #:14391002 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 92nd Ave (Northbound) SW 92nd Ave (Southbound) SW Durham Ave (Eastbound) SW Durham Ave (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 2:15 PM 1 0 3 0 0 0 0 0 0 47 2 0 7 40 0 0 100 2:20 PM 3 0 2 0 0 0 0 0 0 48 4 0 2 51 0 0 110 2:25 PM 4 0 4 0 0 0 0 0 0 37 5 0 4 46 0 0 100 2:30 PM 1 0 4 0 0 0 0 0 0 28 1 0 3 50 0 0 87 2:35 PM 2 0 8 0 0 0 0 0 0 46 2 0 3 39 0 0 100 2:40 PM 2 0 2 0 0 0 0 0 0 62 3 0 3 52 0 0 124 2:45 PM 3 0 3 0 0 0 0 0 0 48 4 0 8 51 0 0 117 2:50 PM 0 0 4 0 0 0 0 0 0 50 3 0 6 67 0 0 130 2:55 PM 7 0 4 0 0 0 0 0 0 39 7 0 5 40 0 0 102 1262 3:00 PM 12 0 7 0 0 0 0 0 0 35 8 0 5 47 0 0 114 1285 3:05 PM 13 0 10 0 0 0 0 0 0 40 5 0 2 25 0 0 95 1292 3:10 PM 45 0 12 0 0 0 0 0 0 22 5 0 6 41 0 0 131 1310 3:15 PM 39 0 19 0 0 0 0 0 0 38 5 0 4 59 0 0 164 1374 3:20 PM 25 0 15 0 0 0 0 0 0 22 5 0 9 57 0 0 133 1397 3:25 PM 10 0 8 0 0 0 0 0 0 37 4 0 5 85 0 0 149 1446 3:30 PM 14 0 2 0 0 0 0 0 0 31 4 0 6 40 0 0 97 1456 3:35 PM 11 0 4 0 0 0 0 0 0 31 2 0 0 51 0 0 99 1455 3:40 PM 3 0 5 0 0 0 0 0 0 37 4 0 8 60 0 0 117 1448 3:45 PM 6 0 8 0 0 0 0 0 0 29 5 0 6 44 0 0 98 1429 3:50 PM 3 0 3 0 0 0 0 0 0 54 3 0 4 63 0 0 130 1429 3:55 PM 6 0 4 0 0 0 0 0 0 40 2 0 5 66 0 0 123 1450 4:00 PM 2 0 3 0 0 0 0 0 0 48 6 0 6 48 0 0 113 1449 4:05 PM 7 0 6 0 0 0 0 0 0 50 8 0 5 62 0 0 138 1492 4:10 PM 4 0 3 0 0 0 0 0 0 39 7 0 5 64 0 0 122 1483 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 296 0 168 0 0 0 0 0 0 388 56 0 72 804 0 0 1784 Heavy Trucks 0 0 8 0 0 0 0 28 0 4 56 0 96 Pedestrians 28 8 0 20 56 Bicycles 0 0 1 0 0 0 0 0 0 0 0 0 1 Railroad Stopped Buses Comments: Peak-Hour: 2:45 PM -- 3:45 PM Peak 15-Min: 3:15 PM -- 3:30 PM 182 0 93 000 0 430 56 64 623 0 275 0 486 687 0 120 523 805 0.80 0.78 0.44 0.00 0.81 0.0 0.0 4.3 0.00.00.0 0.0 5.8 0.0 7.8 4.8 0.0 1.5 0.0 5.1 5.1 0.0 4.2 5.5 3.7 23 4 0 24 0 0 1 000 0 2 0 0 1 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS West Dwy -- SW Durham Rd QC JOB #:14391004 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS West Dwy (Northbound) HS West Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 2:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 2:20 PM 0 0 0 0 0 0 0 0 0 0 2 0 3 0 0 0 5 2:25 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2:35 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2:40 PM 0 0 0 0 0 0 0 0 0 0 0 0 2 0 0 0 2 2:45 PM 0 0 0 0 0 0 0 0 0 0 2 0 5 0 0 0 7 2:50 PM 0 0 0 0 0 0 0 0 0 0 2 0 3 0 0 0 5 2:55 PM 0 0 0 0 0 0 0 0 0 0 4 0 4 0 0 0 8 38 3:00 PM 0 0 0 0 0 0 0 0 0 0 3 0 2 0 0 0 5 41 3:05 PM 0 0 0 0 0 0 0 0 0 0 3 0 2 0 0 0 5 42 3:10 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 4 46 3:15 PM 0 0 0 0 0 0 0 0 0 0 2 0 3 0 0 0 5 50 3:20 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 4 49 3:25 PM 0 0 0 0 0 0 0 0 0 0 0 0 7 0 0 0 7 55 3:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 57 3:35 PM 0 0 0 0 0 0 0 0 0 0 1 0 1 0 0 0 2 58 3:40 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 58 3:45 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 52 3:50 PM 0 0 0 0 0 0 0 0 0 0 1 0 5 0 0 0 6 53 3:55 PM 0 0 0 0 0 0 0 0 0 0 1 0 4 0 0 0 5 50 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 46 4:05 PM 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 4 45 4:10 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 44 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 0 0 0 0 0 0 0 0 32 0 48 0 0 0 80 Heavy Trucks 0 0 0 0 0 0 0 0 4 4 0 0 8 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 2:45 PM -- 3:45 PM Peak 15-Min: 2:45 PM -- 3:00 PM 0 0 0 000 0 0 23 35 0 0 0 0 23 35 0 58 0 0 0.58 0.67 0.00 0.00 0.73 0.0 0.0 0.0 0.00.00.0 0.0 0.0 43.5 31.4 0.0 0.0 0.0 0.0 43.5 31.4 0.0 36.2 0.0 0.0 5 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS East Dwy -- SW Durham Rd QC JOB #:14391006 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS East Dwy (Northbound) HS East Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 2:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:20 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2:25 PM 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 5 2:30 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2:35 PM 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2:40 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 2:45 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 2:50 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 2:55 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 24 3:00 PM 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 27 3:05 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 28 3:10 PM 7 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 11 37 3:15 PM 5 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 10 47 3:20 PM 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 5 50 3:25 PM 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 49 3:30 PM 1 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 4 51 3:35 PM 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 54 3:40 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 53 3:45 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 53 3:50 PM 3 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 5 55 3:55 PM 1 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 6 59 4:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 57 4:05 PM 2 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 6 61 4:10 PM 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 5 55 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 52 0 52 0 0 0 0 0 0 0 0 0 0 0 0 0 104 Heavy Trucks 24 0 44 0 0 0 0 0 0 0 0 0 68 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 2:45 PM -- 3:45 PM Peak 15-Min: 3:10 PM -- 3:25 PM 19 0 34 000 0 0 0 0 0 0 53 0 0 0 0 0 34 19 0.00 0.00 0.51 0.00 0.51 36.8 0.0 41.2 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 39.6 0.0 0.0 0.0 0.0 0.0 41.2 36.8 5 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 88th Ave -- SW Durham Rd QC JOB #:14391008 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 88th Ave (Northbound) SW 88th Ave (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 2:15 PM 0 0 0 0 1 0 1 0 3 42 0 0 0 45 2 0 94 2:20 PM 0 0 0 0 1 0 1 0 1 47 0 0 0 57 0 0 107 2:25 PM 0 0 0 0 0 0 2 0 0 46 0 0 0 48 0 0 96 2:30 PM 0 0 0 0 1 0 1 0 0 36 0 0 0 53 1 0 92 2:35 PM 0 0 0 0 0 0 1 0 1 50 0 0 0 45 1 0 98 2:40 PM 0 0 0 0 0 0 0 0 0 65 0 0 0 57 0 0 122 2:45 PM 0 0 0 0 0 0 0 0 0 56 0 0 0 70 5 0 131 2:50 PM 0 0 0 0 0 0 0 0 1 48 0 0 0 72 1 0 122 2:55 PM 0 0 0 0 1 0 0 0 1 43 0 0 0 45 1 0 91 1247 3:00 PM 0 0 0 0 0 0 1 0 0 39 0 0 0 51 0 0 91 1246 3:05 PM 0 0 0 0 2 0 1 0 0 30 0 0 0 27 2 0 62 1222 3:10 PM 0 0 0 0 2 0 4 0 1 48 0 0 0 42 0 0 97 1203 3:15 PM 0 0 0 0 1 0 1 0 1 54 0 0 0 64 0 0 121 1230 3:20 PM 0 0 0 0 0 0 1 0 1 53 0 0 0 68 1 0 124 1247 3:25 PM 0 0 0 0 1 0 2 0 2 42 0 0 0 67 0 0 114 1265 3:30 PM 0 0 0 0 1 0 0 0 0 42 0 0 0 48 0 0 91 1264 3:35 PM 0 0 0 0 0 0 1 0 0 35 0 0 0 53 0 0 89 1255 3:40 PM 0 0 0 0 1 0 1 0 3 40 0 0 0 64 1 0 110 1243 3:45 PM 0 0 0 0 0 0 1 0 0 35 0 0 0 51 1 0 88 1200 3:50 PM 0 0 0 0 2 0 2 0 3 52 0 0 0 69 1 0 129 1207 3:55 PM 0 0 0 0 0 0 3 0 0 56 0 0 0 70 0 0 129 1245 4:00 PM 0 0 0 0 0 0 1 0 1 48 0 0 0 47 0 0 97 1251 4:05 PM 0 0 0 0 0 0 3 0 2 58 0 0 0 73 1 0 137 1326 4:10 PM 0 0 0 0 0 0 1 0 2 39 0 0 0 68 0 0 110 1339 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 0 0 8 0 16 0 16 596 0 0 0 796 4 0 1436 Heavy Trucks 0 0 0 0 0 4 0 64 0 0 56 0 124 Pedestrians 96 104 176 0 376 Bicycles 0 0 0 0 0 0 2 0 0 0 1 0 3 Railroad Stopped Buses Comments: Peak-Hour: 2:45 PM -- 3:45 PM Peak 15-Min: 3:15 PM -- 3:30 PM 0 0 0 9012 10 530 0 0 671 11 0 21 540 682 21 0 539 683 0.85 0.85 0.00 0.48 0.87 0.0 0.0 0.0 33.30.08.3 0.0 6.2 0.0 0.0 5.8 18.2 0.0 19.0 6.1 6.0 9.5 0.0 6.7 5.9 96 90 156 0 0 0 0 000 2 3 0 0 1 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS Swim West Dwy -- SW Durham Rd QC JOB #:14391010 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS Swim West Dwy (Northbound) HS Swim West Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 2:15 PM 0 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 3 2:20 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2:25 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2:30 PM 1 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 4 2:35 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 2:40 PM 0 0 0 0 0 0 0 0 0 0 10 0 2 0 0 0 12 2:45 PM 7 0 3 0 0 0 0 0 0 0 6 0 2 0 0 0 18 2:50 PM 2 0 5 0 0 0 0 0 0 0 3 0 2 0 0 0 12 2:55 PM 1 0 3 0 0 0 0 0 0 0 9 0 0 0 0 0 13 73 3:00 PM 0 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0 7 75 3:05 PM 0 0 8 0 0 0 0 0 0 0 1 0 0 0 0 0 9 84 3:10 PM 2 0 10 0 0 0 0 0 0 0 6 0 1 0 0 0 19 100 3:15 PM 1 0 6 0 0 0 0 0 0 0 3 0 0 0 0 0 10 107 3:20 PM 5 0 3 0 0 0 0 0 0 0 4 0 1 0 0 0 13 119 3:25 PM 3 0 8 0 0 0 0 0 0 0 5 0 0 0 0 0 16 135 3:30 PM 1 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 4 135 3:35 PM 2 0 3 0 0 0 0 0 0 0 0 0 1 0 0 0 6 139 3:40 PM 2 0 2 0 0 0 0 0 0 0 1 0 0 0 0 0 5 132 3:45 PM 1 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 5 119 3:50 PM 3 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 5 112 3:55 PM 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 3 102 4:00 PM 0 0 1 0 0 0 0 0 0 0 6 0 0 0 0 0 7 102 4:05 PM 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 95 4:10 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 78 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 40 0 44 0 0 0 0 0 0 0 72 0 16 0 0 0 172 Heavy Trucks 4 0 0 0 0 0 0 0 4 0 0 0 8 Pedestrians 16 0 0 0 16 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 2:45 PM -- 3:45 PM Peak 15-Min: 2:45 PM -- 3:00 PM 26 0 55 000 0 0 44 7 0 0 81 0 44 7 0 51 55 26 0.61 0.44 0.75 0.00 0.77 3.8 0.0 0.0 0.00.00.0 0.0 0.0 2.3 28.6 0.0 0.0 1.2 0.0 2.3 28.6 0.0 5.9 0.0 3.8 61 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS Swim East Dwy -- SW Durham Rd QC JOB #:14391012 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS Swim East Dwy (Northbound) HS Swim East Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 2:15 PM 0 0 1 0 0 0 0 0 0 0 0 0 1 0 0 0 2 2:20 PM 0 0 3 0 0 0 0 0 0 0 0 0 1 0 0 0 4 2:25 PM 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 3 2:30 PM 1 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 5 2:35 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 2:40 PM 0 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 3 2:45 PM 1 0 3 0 0 0 0 0 0 0 0 0 2 0 0 0 6 2:50 PM 0 0 4 0 0 0 0 0 0 0 0 0 5 0 0 0 9 2:55 PM 2 0 4 0 0 0 0 0 0 0 0 0 7 0 0 0 13 58 3:00 PM 1 0 5 0 0 0 0 0 0 0 0 0 12 0 0 0 18 74 3:05 PM 0 0 11 0 0 0 0 0 0 0 0 0 3 0 0 0 14 83 3:10 PM 1 0 12 0 0 0 0 0 0 0 0 0 5 0 0 0 18 98 3:15 PM 0 0 13 0 0 0 0 0 0 0 0 0 5 0 0 0 18 114 3:20 PM 1 0 3 0 0 0 0 0 0 0 0 0 6 0 0 0 10 120 3:25 PM 0 0 6 0 0 0 0 0 0 0 0 0 4 0 0 0 10 127 3:30 PM 1 0 6 0 0 0 0 0 0 0 0 0 2 0 0 0 9 131 3:35 PM 1 0 3 0 0 0 0 0 0 0 0 0 3 0 0 0 7 135 3:40 PM 1 0 7 0 0 0 0 0 0 0 0 0 2 0 0 0 10 142 3:45 PM 0 0 2 0 0 0 0 0 0 0 0 0 4 0 0 0 6 142 3:50 PM 0 0 3 0 0 0 0 0 0 0 0 0 4 0 0 0 7 140 3:55 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 4 131 4:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 4 117 4:05 PM 1 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 4 107 4:10 PM 2 0 1 0 0 0 0 0 0 0 0 0 7 0 0 0 10 99 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 8 0 112 0 0 0 0 0 0 0 0 0 80 0 0 0 200 Heavy Trucks 0 0 4 0 0 0 0 0 0 0 0 0 4 Pedestrians 32 0 0 0 32 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 2:45 PM -- 3:45 PM Peak 15-Min: 3:00 PM -- 3:15 PM 9 0 77 000 0 0 0 56 0 0 86 0 0 56 0 56 77 9 0.00 0.58 0.58 0.00 0.71 0.0 0.0 5.2 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 4.7 0.0 0.0 0.0 0.0 0.0 5.2 0.0 17 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 92nd Ave -- HS Exit Dwy QC JOB #:14391014 CITY/STATE:Washington, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 92nd Ave (Northbound) SW 92nd Ave (Southbound) HS Exit Dwy (Eastbound) HS Exit Dwy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 2:15 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 2:20 PM 0 0 0 0 2 0 0 0 0 0 0 0 0 0 0 0 2 2:25 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 3 0 4 2:30 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 2:35 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 0 1 2:40 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 2:45 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 3 0 6 2:50 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 2:55 PM 0 0 1 0 3 0 0 0 0 0 0 0 0 0 6 0 10 28 3:00 PM 0 0 1 0 3 0 0 0 0 0 0 0 1 0 13 0 18 45 3:05 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 23 0 24 69 3:10 PM 0 0 0 0 2 0 0 0 0 0 0 0 0 0 10 0 12 81 3:15 PM 0 0 1 0 1 0 0 0 0 0 0 0 2 0 15 0 19 99 3:20 PM 0 0 0 0 3 0 0 0 0 0 0 0 3 0 23 0 29 126 3:25 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 8 0 11 133 3:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 10 0 11 143 3:35 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 5 0 5 147 3:40 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 3 0 3 149 3:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 7 0 8 151 3:50 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 4 0 6 156 3:55 PM 0 0 1 0 1 0 0 0 0 0 0 0 1 0 5 0 8 154 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 138 4:05 PM 0 0 0 0 2 0 0 0 0 0 0 0 1 0 4 0 7 121 4:10 PM 0 0 0 0 4 0 0 0 0 0 0 0 0 0 5 0 9 118 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 4 0 24 0 0 0 0 0 0 0 20 0 192 0 240 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 2:45 PM -- 3:45 PM Peak 15-Min: 3:10 PM -- 3:25 PM 0 0 3 2000 0 0 0 7 0 119 3 20 0 126 119 7 23 0 0.00 0.59 0.38 0.71 0.62 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 3 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 92nd Ave -- SW Durham Ave QC JOB #:14391002 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 92nd Ave (Northbound) SW 92nd Ave (Southbound) SW Durham Ave (Eastbound) SW Durham Ave (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 2 0 3 0 0 0 0 0 0 48 6 0 6 48 0 0 113 1449 4:05 PM 7 0 6 0 0 0 0 0 0 50 8 0 5 62 0 0 138 1492 4:10 PM 4 0 3 0 0 0 0 0 0 39 7 0 5 64 0 0 122 1483 4:15 PM 4 0 4 0 0 0 0 0 0 43 5 0 6 66 0 0 128 1447 4:20 PM 1 0 4 0 0 0 0 0 0 55 6 0 5 63 0 0 134 1448 4:25 PM 6 0 1 0 0 0 0 0 0 48 6 0 10 65 0 0 136 1435 4:30 PM 4 0 4 0 0 0 0 0 0 47 3 0 6 63 0 0 127 1465 4:35 PM 4 0 4 0 0 0 0 0 0 48 4 0 6 68 0 0 134 1500 4:40 PM 6 0 3 0 0 0 0 0 0 45 6 0 9 62 0 0 131 1514 4:45 PM 7 0 7 0 0 0 0 0 0 43 4 0 7 60 0 0 128 1544 4:50 PM 4 0 1 0 0 0 0 0 0 48 2 0 6 78 0 0 139 1553 4:55 PM 10 0 3 0 0 0 0 0 0 36 8 0 7 79 0 0 143 1573 5:00 PM 6 0 7 0 0 0 0 0 0 48 13 0 6 66 0 0 146 1606 5:05 PM 6 0 8 0 0 0 0 0 0 50 3 0 10 66 0 0 143 1611 5:10 PM 6 0 3 0 0 0 0 0 0 46 11 0 10 67 0 0 143 1632 5:15 PM 8 0 6 0 0 0 0 0 0 42 11 0 14 69 0 0 150 1654 5:20 PM 18 0 8 0 0 0 0 0 0 45 10 0 11 72 0 0 164 1684 5:25 PM 13 0 5 0 0 0 0 0 0 44 15 0 12 68 0 0 157 1705 5:30 PM 12 0 6 0 0 0 0 0 0 45 5 0 10 70 0 0 148 1726 5:35 PM 3 0 5 0 0 0 0 0 0 45 11 0 13 77 0 0 154 1746 5:40 PM 10 0 8 0 0 0 0 0 0 45 8 0 7 69 0 0 147 1762 5:45 PM 6 0 10 0 0 0 0 0 0 34 4 0 9 64 0 0 127 1761 5:50 PM 1 0 12 0 0 0 0 0 0 47 9 0 9 72 0 0 150 1772 5:55 PM 18 0 6 0 0 0 0 0 0 45 8 0 12 68 0 0 157 1786 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 156 0 76 0 0 0 0 0 0 524 144 0 148 836 0 0 1884 Heavy Trucks 0 0 0 0 0 0 0 8 0 4 4 0 16 Pedestrians 0 8 0 12 20 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:15 PM -- 5:30 PM 107 0 84 000 0 536 108 123 828 0 191 0 644 951 0 231 620 935 0.94 0.95 0.77 0.00 0.95 0.0 0.0 1.2 0.00.00.0 0.0 2.4 0.0 1.6 0.5 0.0 0.5 0.0 2.0 0.6 0.0 0.9 2.3 0.4 4 7 0 5 1 0 0 000 0 1 0 0 3 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS West Dwy -- SW Durham Rd QC JOB #:14391004 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS West Dwy (Northbound) HS West Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 46 4:05 PM 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 4 45 4:10 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 44 4:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 42 4:20 PM 0 0 0 0 0 0 0 0 0 0 2 0 5 0 0 0 7 45 4:25 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 41 4:30 PM 0 0 0 0 0 0 0 0 0 0 0 0 4 0 0 0 4 41 4:35 PM 0 0 0 0 0 0 0 0 0 0 2 0 2 0 0 0 4 43 4:40 PM 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 1 42 4:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 5 46 4:50 PM 0 0 0 0 0 0 0 0 0 0 2 0 1 0 0 0 3 43 4:55 PM 0 0 0 0 0 0 0 0 0 0 0 0 1 0 0 0 1 39 5:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 41 5:05 PM 0 0 0 0 0 0 0 0 0 0 4 0 3 0 0 0 7 44 5:10 PM 0 0 0 0 0 0 0 0 0 0 1 0 4 0 0 0 5 46 5:15 PM 0 0 0 0 0 0 0 0 0 0 1 0 10 0 0 0 11 54 5:20 PM 0 0 0 0 0 0 0 0 0 0 7 0 9 0 0 0 16 63 5:25 PM 0 0 0 0 0 0 0 0 0 0 2 0 10 0 0 0 12 72 5:30 PM 0 0 0 0 0 0 0 0 0 0 1 0 5 0 0 0 6 74 5:35 PM 0 0 0 0 0 0 0 0 0 0 3 0 2 0 0 0 5 75 5:40 PM 0 0 0 0 0 0 0 0 0 0 1 0 3 0 0 0 4 78 5:45 PM 0 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 3 76 5:50 PM 0 0 0 0 0 0 0 0 0 0 1 0 2 0 0 0 3 76 5:55 PM 0 0 0 0 0 0 0 0 0 0 2 0 8 0 0 0 10 85 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 0 0 0 0 0 0 0 0 40 0 116 0 0 0 156 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 0 0 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:15 PM -- 5:30 PM 0 0 0 000 0 0 23 62 0 0 0 0 23 62 0 85 0 0 0.58 0.53 0.00 0.00 0.54 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS East Dwy -- SW Durham Rd QC JOB #:14391006 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS East Dwy (Northbound) HS East Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 57 4:05 PM 2 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 6 61 4:10 PM 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 5 55 4:15 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 47 4:20 PM 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 46 4:25 PM 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 46 4:30 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 45 4:35 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 42 4:40 PM 1 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 2 43 4:45 PM 2 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 4 44 4:50 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 39 4:55 PM 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 38 5:00 PM 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 41 5:05 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 36 5:10 PM 0 0 5 0 0 0 0 0 0 0 0 0 0 0 0 0 5 36 5:15 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 36 5:20 PM 3 0 8 0 0 0 0 0 0 0 0 0 0 0 0 0 11 43 5:25 PM 1 0 12 0 0 0 0 0 0 0 0 0 0 0 0 0 13 52 5:30 PM 1 0 9 0 0 0 0 0 0 0 0 0 0 0 0 0 10 59 5:35 PM 3 0 6 0 0 0 0 0 0 0 0 0 0 0 0 0 9 67 5:40 PM 2 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 5 70 5:45 PM 0 0 3 0 0 0 0 0 0 0 0 0 0 0 0 0 3 69 5:50 PM 0 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 4 73 5:55 PM 1 0 4 0 0 0 0 0 0 0 0 0 0 0 0 0 5 73 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 20 0 116 0 0 0 0 0 0 0 0 0 0 0 0 0 136 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 8 0 0 0 8 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:20 PM -- 5:35 PM 11 0 62 000 0 0 0 0 0 0 73 0 0 0 0 0 62 11 0.00 0.00 0.54 0.00 0.54 0.0 0.0 3.2 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 2.7 0.0 0.0 0.0 0.0 0.0 3.2 0.0 4 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 88th Ave -- SW Durham Rd QC JOB #:14391008 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 88th Ave (Northbound) SW 88th Ave (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 0 0 0 0 1 0 1 48 0 0 0 47 0 0 97 1251 4:05 PM 0 0 0 0 0 0 3 0 2 58 0 0 0 73 1 0 137 1326 4:10 PM 0 0 0 0 0 0 1 0 2 39 0 0 0 68 0 0 110 1339 4:15 PM 0 0 0 0 0 0 1 0 0 51 0 0 0 69 1 0 122 1340 4:20 PM 0 0 0 0 1 0 1 0 2 60 0 0 0 77 2 0 143 1359 4:25 PM 0 0 0 0 0 0 0 0 2 52 0 0 0 75 1 0 130 1375 4:30 PM 0 0 0 0 0 0 1 0 3 48 0 0 0 68 1 0 121 1405 4:35 PM 0 0 0 0 0 0 0 0 1 48 0 0 0 81 1 0 131 1447 4:40 PM 0 0 0 0 0 0 0 0 1 45 0 0 0 68 0 0 114 1451 4:45 PM 0 0 0 0 0 0 0 0 3 56 0 0 0 73 1 0 133 1496 4:50 PM 0 0 0 0 0 0 3 0 1 47 0 0 0 81 0 0 132 1499 4:55 PM 0 0 0 0 2 0 2 0 2 43 0 0 0 80 1 0 130 1500 5:00 PM 0 0 0 0 1 0 1 0 3 54 0 0 0 80 1 0 140 1543 5:05 PM 0 0 0 0 0 0 1 0 4 51 0 0 0 79 0 0 135 1541 5:10 PM 0 0 0 0 0 0 2 0 0 57 0 0 0 84 0 0 143 1574 5:15 PM 0 0 0 0 0 0 0 0 0 46 0 0 0 85 0 0 131 1583 5:20 PM 0 0 0 0 1 0 1 0 0 51 0 0 0 89 0 0 142 1582 5:25 PM 0 0 0 0 1 0 1 0 1 65 0 0 0 87 1 0 156 1608 5:30 PM 0 0 0 0 0 0 0 0 0 57 0 0 0 85 2 0 144 1631 5:35 PM 0 0 0 0 0 0 0 0 0 51 0 0 0 88 2 0 141 1641 5:40 PM 0 0 0 0 1 0 0 0 0 57 0 0 0 76 1 0 135 1662 5:45 PM 0 0 0 0 0 0 2 0 0 44 0 0 0 79 1 0 126 1655 5:50 PM 0 0 0 0 0 0 0 0 2 52 0 0 0 81 2 0 137 1660 5:55 PM 0 0 0 0 1 0 0 0 1 58 0 0 0 87 3 0 150 1680 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 0 0 8 0 8 0 4 692 0 0 0 1044 12 0 1768 Heavy Trucks 0 0 0 0 0 0 0 20 0 0 4 0 24 Pedestrians 36 36 28 0 100 Bicycles 0 0 0 0 0 0 0 0 0 0 1 0 1 Railroad Stopped Buses Comments: Peak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:20 PM -- 5:35 PM 0 0 0 508 11 643 0 0 1000 13 0 13 654 1013 24 0 648 1008 0.94 0.96 0.00 0.65 0.95 0.0 0.0 0.0 0.00.00.0 0.0 2.6 0.0 0.0 0.7 0.0 0.0 0.0 2.6 0.7 0.0 0.0 2.6 0.7 21 20 21 0 0 0 0 000 0 1 0 0 4 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS Swim West Dwy -- SW Durham Rd QC JOB #:14391010 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS Swim West Dwy (Northbound) HS Swim West Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 1 0 0 0 0 0 0 0 6 0 0 0 0 0 7 102 4:05 PM 1 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 2 95 4:10 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 78 4:15 PM 2 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0 6 74 4:20 PM 2 0 2 0 0 0 0 0 0 0 13 0 0 0 0 0 17 78 4:25 PM 1 0 4 0 0 0 0 0 0 0 3 0 0 0 0 0 8 70 4:30 PM 2 0 3 0 0 0 0 0 0 0 2 0 0 0 0 0 7 73 4:35 PM 1 0 0 0 0 0 0 0 0 0 4 0 1 0 0 0 6 73 4:40 PM 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 2 70 4:45 PM 1 0 2 0 0 0 0 0 0 0 4 0 1 0 0 0 8 73 4:50 PM 2 0 1 0 0 0 0 0 0 0 2 0 0 0 0 0 5 73 4:55 PM 1 0 2 0 0 0 0 0 0 0 6 0 0 0 0 0 9 79 5:00 PM 5 0 1 0 0 0 0 0 0 0 3 0 0 0 0 0 9 81 5:05 PM 2 0 2 0 0 0 0 0 0 0 2 0 0 0 0 0 6 85 5:10 PM 2 0 1 0 0 0 0 0 0 0 5 0 1 0 0 0 9 92 5:15 PM 6 0 2 0 0 0 0 0 0 0 5 0 0 0 0 0 13 99 5:20 PM 1 0 4 0 0 0 0 0 0 0 4 0 0 0 0 0 9 91 5:25 PM 1 0 4 0 0 0 0 0 0 0 6 0 0 0 0 0 11 94 5:30 PM 3 0 4 0 0 0 0 0 0 0 3 0 0 0 0 0 10 97 5:35 PM 1 0 5 0 0 0 0 0 0 0 3 0 0 0 0 0 9 100 5:40 PM 0 0 3 0 0 0 0 0 0 0 4 0 0 0 0 0 7 105 5:45 PM 8 0 3 0 0 0 0 0 0 0 3 0 0 0 0 0 14 111 5:50 PM 2 0 5 0 0 0 0 0 0 0 9 0 1 0 0 0 17 123 5:55 PM 7 0 5 0 0 0 0 0 0 0 11 0 1 0 0 0 24 138 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 68 0 52 0 0 0 0 0 0 0 92 0 8 0 0 0 220 Heavy Trucks 0 0 0 0 0 0 0 0 4 0 0 0 4 Pedestrians 24 0 0 0 24 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:45 PM -- 6:00 PM 38 0 39 000 0 0 58 3 0 0 77 0 58 3 0 61 39 38 0.63 0.38 0.64 0.00 0.63 0.0 0.0 0.0 0.00.00.0 0.0 0.0 3.4 0.0 0.0 0.0 0.0 0.0 3.4 0.0 0.0 3.3 0.0 0.0 15 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:HS Swim East Dwy -- SW Durham Rd QC JOB #:14391012 CITY/STATE:Tigard, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At HS Swim East Dwy (Northbound) HS Swim East Dwy (Southbound) SW Durham Rd (Eastbound) SW Durham Rd (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 4 117 4:05 PM 1 0 2 0 0 0 0 0 0 0 0 0 1 0 0 0 4 107 4:10 PM 2 0 1 0 0 0 0 0 0 0 0 0 7 0 0 0 10 99 4:15 PM 1 0 0 0 0 0 0 0 0 0 0 0 3 0 0 0 4 85 4:20 PM 1 0 5 0 0 0 0 0 0 0 0 0 9 0 0 0 15 90 4:25 PM 2 0 0 0 0 0 0 0 0 0 0 0 5 0 0 0 7 87 4:30 PM 0 0 3 0 0 0 0 0 0 0 0 0 4 0 0 0 7 85 4:35 PM 0 0 2 0 0 0 0 0 0 0 0 0 0 0 0 0 2 80 4:40 PM 0 0 5 0 0 0 0 0 0 0 0 0 5 0 0 0 10 80 4:45 PM 1 0 6 0 0 0 0 0 0 0 0 0 5 0 0 0 12 86 4:50 PM 0 0 3 0 0 0 0 0 0 0 0 0 6 0 0 0 9 88 4:55 PM 0 0 3 0 0 0 0 0 0 0 0 0 4 0 0 0 7 91 5:00 PM 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 3 90 5:05 PM 0 0 1 0 0 0 0 0 0 0 0 0 2 0 0 0 3 89 5:10 PM 0 0 3 0 0 0 0 0 0 0 1 0 4 0 0 0 8 87 5:15 PM 0 0 3 0 0 0 0 0 0 0 1 0 0 0 0 0 4 87 5:20 PM 0 0 3 0 0 0 0 0 0 0 0 0 4 0 0 0 7 79 5:25 PM 0 0 2 0 0 0 0 0 0 0 0 0 5 0 0 0 7 79 5:30 PM 1 0 3 0 0 0 0 0 0 0 1 0 4 0 0 0 9 81 5:35 PM 0 0 2 0 0 0 0 0 0 0 0 0 2 0 0 0 4 83 5:40 PM 1 0 2 0 0 0 0 0 0 0 0 0 7 0 0 0 10 83 5:45 PM 0 0 6 0 0 0 0 0 0 0 1 0 7 0 0 0 14 85 5:50 PM 3 0 7 0 0 0 0 0 0 0 1 0 4 0 0 0 15 91 5:55 PM 1 0 10 0 0 0 0 0 0 0 0 0 10 0 0 0 21 105 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 16 0 92 0 0 0 0 0 0 0 8 0 84 0 0 0 200 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 12 0 0 0 12 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:45 PM -- 6:00 PM 6 0 43 000 0 0 5 51 0 0 49 0 5 51 0 56 43 6 0.63 0.61 0.45 0.00 0.53 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 5 0 0 0 0 0 0 000 0 0 0 0 0 0 NA NA NA NA NA NA NA NA Type of peak hour being reported: User-Defined Method for determining peak hour: Total Entering Volume Report generated on 10/20/2017 10:23 AM SOURCE: Quality Counts, LLC (http://www.qualitycounts.net) 1-877-580-2212 LOCATION:SW 92nd Ave -- HS Exit Dwy QC JOB #:14391014 CITY/STATE:Washington, OR DATE:Tue, Apr 25 2017 5-Min Count Period Beginning At SW 92nd Ave (Northbound) SW 92nd Ave (Southbound) HS Exit Dwy (Eastbound) HS Exit Dwy (Westbound) Total Hourly Totals Left Thru Right U Left Thru Right U Left Thru Right U Left Thru Right U 4:00 PM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 0 2 138 4:05 PM 0 0 0 0 2 0 0 0 0 0 0 0 1 0 4 0 7 121 4:10 PM 0 0 0 0 4 0 0 0 0 0 0 0 0 0 5 0 9 118 4:15 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 4 0 7 106 4:20 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 1 78 4:25 PM 0 0 1 0 4 0 0 0 0 0 0 0 3 0 2 0 10 77 4:30 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 4 0 6 72 4:35 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 2 69 4:40 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 7 0 10 76 4:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 0 0 1 0 2 70 4:50 PM 0 0 1 0 0 0 0 0 0 0 0 0 0 0 1 0 2 66 4:55 PM 0 0 0 0 2 0 0 0 0 0 0 0 3 0 6 0 11 69 5:00 PM 0 0 1 0 4 0 0 0 0 0 0 0 0 0 4 0 9 76 5:05 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 6 0 8 77 5:10 PM 0 0 0 0 5 0 0 0 0 0 0 0 0 0 4 0 9 77 5:15 PM 0 0 0 0 3 0 0 0 0 0 0 0 0 0 8 0 11 81 5:20 PM 0 0 0 0 3 0 0 0 0 0 0 0 1 0 12 0 16 96 5:25 PM 0 0 3 0 5 0 0 0 0 0 0 0 3 0 5 0 16 102 5:30 PM 0 0 0 0 2 0 0 0 0 0 0 0 0 0 10 0 12 108 5:35 PM 0 0 0 0 5 0 0 0 0 0 0 0 0 0 5 0 10 116 5:40 PM 0 0 1 0 3 0 0 0 0 0 0 0 0 0 7 0 11 117 5:45 PM 0 0 0 0 1 0 0 0 0 0 0 0 1 0 5 0 7 122 5:50 PM 0 0 2 0 3 0 0 0 0 0 0 0 0 0 5 0 10 130 5:55 PM 0 0 0 0 5 0 0 0 0 0 0 0 1 0 12 0 18 137 Peak 15-Min Northbound Southbound Eastbound Westbound TotalFlowratesLeftThruRightULeftThruRightULeftThruRightULeftThruRightU All Vehicles 0 0 12 0 40 0 0 0 0 0 0 0 16 0 108 0 176 Heavy Trucks 0 0 0 0 0 0 0 0 0 0 0 0 0 Pedestrians 0 0 0 4 4 Bicycles 0 0 0 0 0 0 0 0 0 0 0 0 0 Railroad Stopped Buses Comments: Peak-Hour: 5:00 PM -- 6:00 PM Peak 15-Min: 5:20 PM -- 5:35 PM 0 0 7 4000 0 0 0 7 0 83 7 40 0 90 83 7 47 0 0.00 0.73 0.58 0.83 0.78 0.0 0.0 0.0 0.00.00.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0 0 0 4 0 0 0 000 0 0 0 0 0 1 NA NA NA NA NA NA NA NA Appendix B Existing Traffic Conditions Existing Traffic Conditions Weekday AM Peak Hour 101: SW 92nd Ave & SW Durham Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exam.syn Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 552 226 53 281 126 101 Future Volume (vph) 552 226 53 281 126 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1810 1615 1648 1743 1787 1448 Flt Permitted 1.00 1.00 0.36 1.00 0.95 1.00 Satd. Flow (perm) 1810 1615 625 1743 1787 1448 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 634 260 61 323 145 116 RTOR Reduction (vph) 0 44 0 0 0 102 Lane Group Flow (vph) 634 216 61 323 145 14 Confl. Peds. (#/hr) 19 19 20 Confl. Bikes (#/hr) 3 Heavy Vehicles (%) 5% 0% 9% 9% 1% 3% Turn Type NA Prot D.P+P NA Prot Perm Protected Phases 2 2 1 6 8 Permitted Phases 2 8 Actuated Green, G (s) 78.9 78.9 83.2 87.2 13.3 13.3 Effective Green, g (s) 78.9 78.9 83.2 87.2 13.3 13.3 Actuated g/C Ratio 0.72 0.72 0.76 0.79 0.12 0.12 Clearance Time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Vehicle Extension (s) 4.0 4.0 1.5 4.0 2.0 2.0 Lane Grp Cap (vph) 1298 1158 512 1381 216 175 v/s Ratio Prot c0.35 0.13 0.00 c0.19 c0.08 v/s Ratio Perm 0.09 0.01 v/c Ratio 0.49 0.19 0.12 0.23 0.67 0.08 Uniform Delay, d1 6.8 5.1 4.1 2.9 46.3 42.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.4 0.0 0.4 6.3 0.1 Delay (s) 8.1 5.4 4.1 3.3 52.6 43.0 Level of Service A A A A D D Approach Delay (s) 7.3 3.4 48.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Existing Traffic Conditions Weekday AM Peak Hour 102: HS West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exam.syn Synchro 8 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 606 47 185 334 0 0 Future Volume (Veh/h) 606 47 185 334 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 Hourly flow rate (vph) 918 71 280 506 0 0 Pedestrians 8 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 394 pX, platoon unblocked 0.84 0.84 0.84 vC, conflicting volume 997 2028 962 vC1, stage 1 conf vol 962 vC2, stage 2 conf vol 1066 vCu, unblocked vol 900 2129 858 tC, single (s) 4.2 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.3 3.5 3.3 p0 queue free % 55 100 100 cM capacity (veh/h) 619 158 302 Direction, Lane # EB 1 WB 1 WB 2 Volume Total 989 280 506 Volume Left 0 280 0 Volume Right 71 0 0 cSH 1700 619 1700 Volume to Capacity 0.58 0.45 0.30 Queue Length 95th (ft) 0 59 0 Control Delay (s) 0.0 15.5 0.0 Lane LOS C Approach Delay (s) 0.0 5.5 Approach LOS Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions Weekday AM Peak Hour 103: HS East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exam.syn Synchro 8 Report Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 606 0 0 486 33 130 Future Volume (Veh/h) 606 0 0 486 33 130 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 Hourly flow rate (vph) 918 0 0 736 50 197 Pedestrians 8 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 727 pX, platoon unblocked 0.85 0.85 0.85 vC, conflicting volume 926 1662 926 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 822 1691 822 tC, single (s) 4.1 6.7 6.3 tC, 2 stage (s) tF (s) 2.2 3.8 3.4 p0 queue free % 100 32 36 cM capacity (veh/h) 686 74 309 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 918 736 50 197 Volume Left 0 0 50 0 Volume Right 0 0 0 197 cSH 1700 1700 74 309 Volume to Capacity 0.54 0.43 0.68 0.64 Queue Length 95th (ft) 0 0 78 102 Control Delay (s) 0.0 0.0 123.8 35.0 Lane LOS F D Approach Delay (s) 0.0 0.0 53.0 Approach LOS F Intersection Summary Average Delay 6.9 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions Weekday AM Peak Hour 104: SW Durham Rd & SW 88th Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exam.syn Synchro 8 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 5 731 443 13 11 43 Future Volume (Veh/h) 5 731 443 13 11 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 6 831 503 15 13 49 Pedestrians 280 2 204 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 23 0 17 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 928 pX, platoon unblocked 0.92 vC, conflicting volume 722 1560 994 vC1, stage 1 conf vol 714 vC2, stage 2 conf vol 845 vCu, unblocked vol 722 1565 994 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 99 96 74 cM capacity (veh/h) 738 296 191 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 6 831 518 62 Volume Left 6 0 0 13 Volume Right 0 0 15 49 cSH 738 1700 1700 206 Volume to Capacity 0.01 0.49 0.30 0.30 Queue Length 95th (ft) 1 0 0 30 Control Delay (s) 9.9 0.0 0.0 29.8 Lane LOS A D Approach Delay (s) 0.1 0.0 29.8 Approach LOS D Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 Existing Traffic Conditions Weekday AM Peak Hour 105: HS Swim West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exam.syn Synchro 8 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 714 26 1 451 7 63 Future Volume (Veh/h) 714 26 1 451 7 63 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Hourly flow rate (vph) 939 34 1 593 9 83 Pedestrians 70 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 6 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1092 pX, platoon unblocked 0.93 0.93 0.93 vC, conflicting volume 1043 1621 1026 vC1, stage 1 conf vol 1026 vC2, stage 2 conf vol 595 vCu, unblocked vol 1008 1630 990 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 100 97 69 cM capacity (veh/h) 608 281 264 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 973 594 92 Volume Left 0 1 9 Volume Right 34 0 83 cSH 1700 608 266 Volume to Capacity 0.57 0.00 0.35 Queue Length 95th (ft) 0 0 37 Control Delay (s) 0.0 0.0 25.6 Lane LOS A D Approach Delay (s) 0.0 0.0 25.6 Approach LOS D Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions Weekday AM Peak Hour 106: HS Swim East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exam.syn Synchro 8 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 776 1 154 451 3 22 Future Volume (Veh/h) 776 1 154 451 3 22 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69 Hourly flow rate (vph) 1125 1 223 654 4 32 Pedestrians 14 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1140 2240 1140 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1140 2240 1140 tC, single (s) 4.1 6.7 6.3 tC, 2 stage (s) tF (s) 2.2 3.8 3.4 p0 queue free % 63 83 86 cM capacity (veh/h) 609 24 234 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 1126 223 654 36 Volume Left 0 223 0 4 Volume Right 1 0 0 32 cSH 1700 609 1700 117 Volume to Capacity 0.66 0.37 0.38 0.31 Queue Length 95th (ft) 0 42 0 30 Control Delay (s) 0.0 14.3 0.0 48.7 Lane LOS B E Approach Delay (s) 0.0 3.6 48.7 Approach LOS E Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15 Existing Traffic Conditions Weekday AM Peak Hour 107: SW 92nd Ave & HS Exit Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exam.syn Synchro 8 Report Page 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 16 92 135 83 184 95 Future Volume (Veh/h) 16 92 135 83 184 95 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 Hourly flow rate (vph) 27 156 229 141 312 161 Pedestrians 5 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 246 pX, platoon unblocked vC, conflicting volume 1090 304 375 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1090 304 375 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 85 79 74 cM capacity (veh/h) 177 737 1190 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 183 370 473 Volume Left 27 0 312 Volume Right 156 141 0 cSH 502 1700 1190 Volume to Capacity 0.36 0.22 0.26 Queue Length 95th (ft) 41 0 26 Control Delay (s) 16.2 0.0 6.9 Lane LOS C A Approach Delay (s) 16.2 0.0 6.9 Approach LOS C Intersection Summary Average Delay 6.1 Intersection Capacity Utilization 44.3% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions School PM Peak Hour 101: SW 92nd Ave & SW Durham Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exschoolpm.syn Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 430 56 64 623 182 93 Future Volume (vph) 430 56 64 623 182 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.91 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1792 1615 1658 1810 1805 1416 Flt Permitted 1.00 1.00 0.41 1.00 0.95 1.00 Satd. Flow (perm) 1792 1615 710 1810 1805 1416 Peak-hour factor, PHF 0.81 0.81 0.81 0.81 0.81 0.81 Adj. Flow (vph) 531 69 79 769 225 115 RTOR Reduction (vph) 0 16 0 0 0 97 Lane Group Flow (vph) 531 53 79 769 225 18 Confl. Peds. (#/hr) 23 23 24 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 6% 0% 8% 5% 0% 4% Turn Type NA Prot D.P+P NA Prot Perm Protected Phases 2 2 1 6 8 Permitted Phases 2 8 Actuated Green, G (s) 75.1 75.1 79.6 83.6 16.9 16.9 Effective Green, g (s) 75.1 75.1 79.6 83.6 16.9 16.9 Actuated g/C Ratio 0.68 0.68 0.72 0.76 0.15 0.15 Clearance Time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Vehicle Extension (s) 4.0 4.0 1.5 4.0 2.0 2.0 Lane Grp Cap (vph) 1223 1102 552 1375 277 217 v/s Ratio Prot 0.30 0.03 0.01 c0.42 c0.12 v/s Ratio Perm 0.10 0.01 v/c Ratio 0.43 0.05 0.14 0.56 0.81 0.08 Uniform Delay, d1 7.9 5.7 4.9 5.5 45.0 39.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.1 0.0 1.6 15.6 0.1 Delay (s) 9.0 5.8 4.9 7.2 60.6 40.0 Level of Service A A A A E D Approach Delay (s) 8.6 6.9 53.6 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Existing Traffic Conditions School PM Peak Hour 102: HS West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exschoolpm.syn Synchro 8 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 500 23 35 687 0 0 Future Volume (Veh/h) 500 23 35 687 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 Hourly flow rate (vph) 694 32 49 954 0 0 Pedestrians 5 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 394 pX, platoon unblocked 0.86 0.86 0.86 vC, conflicting volume 731 1767 715 vC1, stage 1 conf vol 715 vC2, stage 2 conf vol 1052 vCu, unblocked vol 608 1810 590 tC, single (s) 4.4 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.5 3.5 3.3 p0 queue free % 93 100 100 cM capacity (veh/h) 728 265 441 Direction, Lane # EB 1 WB 1 WB 2 Volume Total 726 49 954 Volume Left 0 49 0 Volume Right 32 0 0 cSH 1700 728 1700 Volume to Capacity 0.43 0.07 0.56 Queue Length 95th (ft) 0 5 0 Control Delay (s) 0.0 10.3 0.0 Lane LOS B Approach Delay (s) 0.0 0.5 Approach LOS Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions School PM Peak Hour 103: HS East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exschoolpm.syn Synchro 8 Report Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 500 0 0 703 19 34 Future Volume (Veh/h) 500 0 0 703 19 34 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.51 0.51 0.51 0.51 0.51 0.51 Hourly flow rate (vph) 980 0 0 1378 37 67 Pedestrians 5 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 727 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 985 2363 985 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 907 2494 907 tC, single (s) 4.1 6.8 6.6 tC, 2 stage (s) tF (s) 2.2 3.8 3.7 p0 queue free % 100 0 73 cM capacity (veh/h) 656 21 246 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 980 1378 37 67 Volume Left 0 0 37 0 Volume Right 0 0 0 67 cSH 1700 1700 21 246 Volume to Capacity 0.58 0.81 1.74 0.27 Queue Length 95th (ft) 0 0 121 27 Control Delay (s) 0.0 0.0 739.9 25.0 Lane LOS F D Approach Delay (s) 0.0 0.0 279.4 Approach LOS F Intersection Summary Average Delay 11.8 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions School PM Peak Hour 104: SW Durham Rd & SW 88th Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exschoolpm.syn Synchro 8 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 10 524 691 11 9 12 Future Volume (Veh/h) 10 524 691 11 9 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 11 602 794 13 10 14 Pedestrians 156 90 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 13 7 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 928 pX, platoon unblocked vC, conflicting volume 897 1514 1046 vC1, stage 1 conf vol 890 vC2, stage 2 conf vol 624 vCu, unblocked vol 897 1514 1046 tC, single (s) 4.1 6.7 6.3 tC, 2 stage (s) 5.7 tF (s) 2.2 3.8 3.4 p0 queue free % 98 96 94 cM capacity (veh/h) 708 279 217 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 11 602 807 24 Volume Left 11 0 0 10 Volume Right 0 0 13 14 cSH 708 1700 1700 239 Volume to Capacity 0.02 0.35 0.47 0.10 Queue Length 95th (ft)1 0 0 8 Control Delay (s) 10.2 0.0 0.0 21.7 Lane LOS B C Approach Delay (s) 0.2 0.0 21.7 Approach LOS C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 Existing Traffic Conditions School PM Peak Hour 105: HS Swim West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exschoolpm.syn Synchro 8 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 489 44 7 676 26 55 Future Volume (Veh/h) 489 44 7 676 26 55 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 635 57 9 878 34 71 Pedestrians 61 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 5 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1092 pX, platoon unblocked vC, conflicting volume 753 1620 724 vC1, stage 1 conf vol 724 vC2, stage 2 conf vol 896 vCu, unblocked vol 753 1620 724 tC, single (s) 4.4 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.5 3.5 3.3 p0 queue free % 99 89 83 cM capacity (veh/h) 709 306 407 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 692 887 105 Volume Left 0 9 34 Volume Right 57 0 71 cSH 1700 709 367 Volume to Capacity 0.41 0.01 0.29 Queue Length 95th (ft) 0 1 29 Control Delay (s) 0.0 0.4 18.7 Lane LOS A C Approach Delay (s) 0.0 0.4 18.7 Approach LOS C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions School PM Peak Hour 106: HS Swim East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exschoolpm.syn Synchro 8 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 554 0 56 674 9 77 Future Volume (Veh/h) 554 0 56 674 9 77 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 780 0 79 949 13 108 Pedestrians 17 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 797 1904 797 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 797 1904 797 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 90 81 71 cM capacity (veh/h) 822 68 376 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 780 79 949 121 Volume Left 0 79 0 13 Volume Right 0 0 0 108 cSH 1700 822 1700 253 Volume to Capacity 0.46 0.10 0.56 0.48 Queue Length 95th (ft) 0 8 0 60 Control Delay (s) 0.0 9.8 0.0 31.5 Lane LOS A D Approach Delay (s) 0.0 0.8 31.5 Approach LOS D Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions School PM Peak Hour 107: SW 92nd Ave & HS Exit Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\exschoolpm.syn Synchro 8 Report Page 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 7 119 156 3 20 100 Future Volume (Veh/h) 7 119 156 3 20 100 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 Hourly flow rate (vph) 11 192 252 5 32 161 Pedestrians 3 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 246 pX, platoon unblocked vC, conflicting volume 482 258 260 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 482 258 260 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 76 98 cM capacity (veh/h) 532 784 1313 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 203 257 193 Volume Left 11 0 32 Volume Right 192 5 0 cSH 764 1700 1313 Volume to Capacity 0.27 0.15 0.02 Queue Length 95th (ft) 27 0 2 Control Delay (s) 11.4 0.0 1.5 Lane LOS B A Approach Delay (s) 11.4 0.0 1.5 Approach LOS B Intersection Summary Average Delay 4.0 Intersection Capacity Utilization 33.0% ICU Level of Service A Analysis Period (min) 15 Existing Traffic Conditions PM Peak Hour 101: SW 92nd Ave & SW Durham Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\expm.syn Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 536 108 123 828 107 84 Future Volume (vph) 536 108 123 828 107 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1863 1615 1767 1900 1805 1544 Flt Permitted 1.00 1.00 0.40 1.00 0.95 1.00 Satd. Flow (perm) 1863 1615 743 1900 1805 1544 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 564 114 129 872 113 88 RTOR Reduction (vph) 0 22 0 0 0 78 Lane Group Flow (vph) 564 92 129 872 113 10 Confl. Peds. (#/hr) 4 4 5 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 0% 2% 0% 0% 1% Turn Type NA Prot D.P+P NA Prot Perm Protected Phases 2 2 1 6 8 Permitted Phases 2 8 Actuated Green, G (s) 78.7 78.7 84.6 88.6 11.9 11.9 Effective Green, g (s) 78.7 78.7 84.6 88.6 11.9 11.9 Actuated g/C Ratio 0.72 0.72 0.77 0.81 0.11 0.11 Clearance Time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Vehicle Extension (s) 4.0 4.0 1.5 4.0 2.0 2.0 Lane Grp Cap (vph) 1332 1155 626 1530 195 167 v/s Ratio Prot 0.30 0.06 0.01 c0.46 c0.06 v/s Ratio Perm 0.15 0.01 v/c Ratio 0.42 0.08 0.21 0.57 0.58 0.06 Uniform Delay, d1 6.4 4.7 3.6 3.8 46.7 44.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.1 0.1 1.5 2.6 0.1 Delay (s) 7.4 4.9 3.7 5.4 49.3 44.1 Level of Service A A A A D D Approach Delay (s) 7.0 5.2 47.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Existing Traffic Conditions PM Peak Hour 102: HS West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\expm.syn Synchro 8 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 597 23 62 951 0 0 Future Volume (Veh/h) 597 23 62 951 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.54 0.54 0.54 0.54 0.54 0.54 Hourly flow rate (vph) 1106 43 115 1761 0 0 Pedestrians 5 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 394 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1154 3124 1132 vC1, stage 1 conf vol 1132 vC2, stage 2 conf vol 1991 vCu, unblocked vol 1102 3369 1077 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 79 100 100 cM capacity (veh/h) 557 85 233 Direction, Lane # EB 1 WB 1 WB 2 Volume Total 1149 115 1761 Volume Left 0 115 0 Volume Right 43 0 0 cSH 1700 557 1700 Volume to Capacity 0.68 0.21 1.04 Queue Length 95th (ft) 0 19 0 Control Delay (s) 0.0 13.1 0.0 Lane LOS B Approach Delay (s) 0.0 0.8 Approach LOS Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 Existing Traffic Conditions PM Peak Hour 103: HS East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\expm.syn Synchro 8 Report Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 597 0 0 1002 11 62 Future Volume (Veh/h) 597 0 0 1002 11 62 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.54 0.54 0.54 0.54 0.54 0.54 Hourly flow rate (vph) 1106 0 0 1856 20 115 Pedestrians 4 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 727 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1110 2966 1110 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1053 3182 1053 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 0 52 cM capacity (veh/h) 581 10 238 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 1106 1856 20 115 Volume Left 0 0 20 0 Volume Right 0 0 0 115 cSH 1700 1700 10 238 Volume to Capacity 0.65 1.09 1.98 0.48 Queue Length 95th (ft) 0 0 86 61 Control Delay (s) 0.0 0.0 1184.4 33.5 Lane LOS F D Approach Delay (s) 0.0 0.0 204.0 Approach LOS F Intersection Summary Average Delay 8.9 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 Existing Traffic Conditions PM Peak Hour 104: SW Durham Rd & SW 88th Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\expm.syn Synchro 8 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 11 648 994 13 5 8 Future Volume (Veh/h) 11 648 994 13 5 8 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 12 682 1046 14 5 8 Pedestrians 21 20 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 2 2 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 928 pX, platoon unblocked vC, conflicting volume 1080 1779 1094 vC1, stage 1 conf vol 1073 vC2, stage 2 conf vol 706 vCu, unblocked vol 1080 1779 1094 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 98 98 97 cM capacity (veh/h) 642 275 254 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 12 682 1060 13 Volume Left 12 0 0 5 Volume Right 0 0 14 8 cSH 642 1700 1700 262 Volume to Capacity 0.02 0.40 0.62 0.05 Queue Length 95th (ft)1 0 0 4 Control Delay (s) 10.7 0.0 0.0 19.5 Lane LOS B C Approach Delay (s) 0.2 0.0 19.5 Approach LOS C Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 15 Existing Traffic Conditions PM Peak Hour 105: HS Swim West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\expm.syn Synchro 8 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 595 58 3 969 38 39 Future Volume (Veh/h) 595 58 3 969 38 39 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 Hourly flow rate (vph) 944 92 5 1538 60 62 Pedestrians 15 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1092 pX, platoon unblocked vC, conflicting volume 1051 2553 1005 vC1, stage 1 conf vol 1005 vC2, stage 2 conf vol 1548 vCu, unblocked vol 1051 2553 1005 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 99 64 79 cM capacity (veh/h) 662 166 292 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 1036 1543 122 Volume Left 0 5 60 Volume Right 92 0 62 cSH 1700 662 212 Volume to Capacity 0.61 0.01 0.57 Queue Length 95th (ft) 0 1 79 Control Delay (s) 0.0 0.9 42.6 Lane LOS A E Approach Delay (s) 0.0 0.9 42.6 Approach LOS E Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 Existing Traffic Conditions PM Peak Hour 106: HS Swim East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\expm.syn Synchro 8 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 629 5 51 966 6 43 Future Volume (Veh/h) 629 5 51 966 6 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.52 0.52 0.52 0.52 0.52 0.52 Hourly flow rate (vph) 1210 10 98 1858 12 83 Pedestrians 5 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1225 3274 1220 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1225 3274 1220 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 83 0 62 cM capacity (veh/h) 574 8 221 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 1220 98 1858 95 Volume Left 0 98 0 12 Volume Right 10 0 0 83 cSH 1700 574 1700 52 Volume to Capacity 0.72 0.17 1.09 1.81 Queue Length 95th (ft) 0 15 0 230 Control Delay (s) 0.0 12.6 0.0 554.5 Lane LOS B F Approach Delay (s) 0.0 0.6 554.5 Approach LOS F Intersection Summary Average Delay 16.5 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 Existing Traffic Conditions PM Peak Hour 107: SW 92nd Ave & HS Exit Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\expm.syn Synchro 8 Report Page 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 7 83 108 7 40 191 Future Volume (Veh/h) 7 83 108 7 40 191 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 Hourly flow rate (vph) 9 106 138 9 51 245 Pedestrians 4 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 246 pX, platoon unblocked vC, conflicting volume 494 146 151 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 494 146 151 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 98 88 96 cM capacity (veh/h) 518 903 1438 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 115 147 296 Volume Left 9 0 51 Volume Right 106 9 0 cSH 853 1700 1438 Volume to Capacity 0.13 0.09 0.04 Queue Length 95th (ft) 12 0 3 Control Delay (s) 9.9 0.0 1.6 Lane LOS A A Approach Delay (s) 9.9 0.0 1.6 Approach LOS A Intersection Summary Average Delay 2.9 Intersection Capacity Utilization 31.1% ICU Level of Service A Analysis Period (min) 15 Appendix C Crash Data Appendix D Future School Conditions Worksheets Future School Traffic Conditions Weekday AM Peak Hour 101: SW 92nd Ave & SW Durham Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 552 226 53 281 126 101 Future Volume (vph) 552 226 53 281 126 101 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.92 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1810 1615 1648 1743 1787 1448 Flt Permitted 1.00 1.00 0.36 1.00 0.95 1.00 Satd. Flow (perm) 1810 1615 625 1743 1787 1448 Peak-hour factor, PHF 0.87 0.87 0.87 0.87 0.87 0.87 Adj. Flow (vph) 634 260 61 323 145 116 RTOR Reduction (vph) 0 44 0 0 0 102 Lane Group Flow (vph) 634 216 61 323 145 14 Confl. Peds. (#/hr) 19 19 20 Heavy Vehicles (%) 5% 0% 9% 9% 1% 3% Turn Type NA Prot D.P+P NA Prot Perm Protected Phases 2 2 1 6 8 Permitted Phases 2 8 Actuated Green, G (s) 78.9 78.9 83.2 87.2 13.3 13.3 Effective Green, g (s) 78.9 78.9 83.2 87.2 13.3 13.3 Actuated g/C Ratio 0.72 0.72 0.76 0.79 0.12 0.12 Clearance Time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Vehicle Extension (s) 4.0 4.0 1.5 4.0 2.0 2.0 Lane Grp Cap (vph) 1298 1158 512 1381 216 175 v/s Ratio Prot c0.35 0.13 0.00 c0.19 c0.08 v/s Ratio Perm 0.09 0.01 v/c Ratio 0.49 0.19 0.12 0.23 0.67 0.08 Uniform Delay, d1 6.8 5.1 4.1 2.9 46.3 42.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.3 0.4 0.0 0.4 6.3 0.1 Delay (s) 8.1 5.4 4.1 3.3 52.6 43.0 Level of Service A A A A D D Approach Delay (s) 7.3 3.4 48.3 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 13.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.51 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 55.8% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Future School Traffic Conditions Weekday AM Peak Hour 102: HS West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 606 47 185 334 0 0 Future Volume (Veh/h) 606 47 185 334 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 Hourly flow rate (vph) 918 71 280 506 0 0 Pedestrians 8 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 394 pX, platoon unblocked 0.84 0.84 0.84 vC, conflicting volume 997 2028 962 vC1, stage 1 conf vol 962 vC2, stage 2 conf vol 1066 vCu, unblocked vol 900 2129 858 tC, single (s) 4.2 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.3 3.5 3.3 p0 queue free % 55 100 100 cM capacity (veh/h) 619 158 302 Direction, Lane # EB 1 WB 1 WB 2 Volume Total 989 280 506 Volume Left 0 280 0 Volume Right 71 0 0 cSH 1700 619 1700 Volume to Capacity 0.58 0.45 0.30 Queue Length 95th (ft) 0 59 0 Control Delay (s) 0.0 15.5 0.0 Lane LOS C Approach Delay (s) 0.0 5.5 Approach LOS Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday AM Peak Hour 103: HS East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 606 0 0 486 33 130 Future Volume (Veh/h) 606 0 0 486 33 130 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.66 0.66 0.66 0.66 0.66 0.66 Hourly flow rate (vph) 918 0 0 736 50 197 Pedestrians 8 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 727 pX, platoon unblocked 0.85 0.85 0.85 vC, conflicting volume 926 1662 926 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 822 1691 822 tC, single (s) 4.1 6.7 6.3 tC, 2 stage (s) tF (s) 2.2 3.8 3.4 p0 queue free % 100 32 36 cM capacity (veh/h) 686 74 309 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 918 736 50 197 Volume Left 0 0 50 0 Volume Right 0 0 0 197 cSH 1700 1700 74 309 Volume to Capacity 0.54 0.43 0.68 0.64 Queue Length 95th (ft) 0 0 78 102 Control Delay (s) 0.0 0.0 123.8 35.0 Lane LOS F D Approach Delay (s) 0.0 0.0 53.0 Approach LOS F Intersection Summary Average Delay 6.9 Intersection Capacity Utilization 51.7% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday AM Peak Hour 104: SW Durham Rd & SW 88th Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 5 731 443 13 11 43 Future Volume (Veh/h) 5 731 443 13 11 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.88 0.88 0.88 0.88 0.88 0.88 Hourly flow rate (vph) 6 831 503 15 13 49 Pedestrians 280 2 204 Lane Width (ft) 12.0 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 4.0 Percent Blockage 23 0 17 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 928 pX, platoon unblocked 0.92 vC, conflicting volume 722 1560 994 vC1, stage 1 conf vol 714 vC2, stage 2 conf vol 845 vCu, unblocked vol 722 1565 994 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 99 96 74 cM capacity (veh/h) 738 296 191 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 6 831 518 62 Volume Left 6 0 0 13 Volume Right 0 0 15 49 cSH 738 1700 1700 206 Volume to Capacity 0.01 0.49 0.30 0.30 Queue Length 95th (ft) 1 0 0 30 Control Delay (s) 9.9 0.0 0.0 29.8 Lane LOS A D Approach Delay (s) 0.1 0.0 29.8 Approach LOS D Intersection Summary Average Delay 1.3 Intersection Capacity Utilization 58.5% ICU Level of Service B Analysis Period (min) 15 Future School Traffic Conditions Weekday AM Peak Hour 105: HS Swim West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 714 26 1 451 7 63 Future Volume (Veh/h) 714 26 1 451 7 63 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.76 0.76 0.76 0.76 0.76 0.76 Hourly flow rate (vph) 939 34 1 593 9 83 Pedestrians 70 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 6 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1092 pX, platoon unblocked 0.93 0.93 0.93 vC, conflicting volume 1043 1621 1026 vC1, stage 1 conf vol 1026 vC2, stage 2 conf vol 595 vCu, unblocked vol 1008 1630 990 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 100 97 69 cM capacity (veh/h) 608 281 264 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 973 594 92 Volume Left 0 1 9 Volume Right 34 0 83 cSH 1700 608 266 Volume to Capacity 0.57 0.00 0.35 Queue Length 95th (ft) 0 0 37 Control Delay (s) 0.0 0.0 25.6 Lane LOS A D Approach Delay (s) 0.0 0.0 25.6 Approach LOS D Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 50.3% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday AM Peak Hour 106: HS Swim East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 776 1 154 451 3 22 Future Volume (Veh/h) 776 1 154 451 3 22 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.69 0.69 0.69 0.69 0.69 0.69 Hourly flow rate (vph) 1125 1 223 654 4 32 Pedestrians 14 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1140 2240 1140 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1140 2240 1140 tC, single (s) 4.1 6.7 6.3 tC, 2 stage (s) tF (s) 2.2 3.8 3.4 p0 queue free % 63 83 86 cM capacity (veh/h) 609 24 234 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 1126 223 654 36 Volume Left 0 223 0 4 Volume Right 1 0 0 32 cSH 1700 609 1700 117 Volume to Capacity 0.66 0.37 0.38 0.31 Queue Length 95th (ft) 0 42 0 30 Control Delay (s) 0.0 14.3 0.0 48.7 Lane LOS B E Approach Delay (s) 0.0 3.6 48.7 Approach LOS E Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 62.8% ICU Level of Service B Analysis Period (min) 15 Future School Traffic Conditions Weekday AM Peak Hour 107: SW 92nd Ave & HS Exit Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 16 92 135 25 55 201 Future Volume (Veh/h) 16 92 135 25 55 201 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.59 0.59 0.59 0.59 0.59 0.59 Hourly flow rate (vph) 27 156 229 42 93 341 Pedestrians 5 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 246 pX, platoon unblocked vC, conflicting volume 782 255 276 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 782 255 276 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 92 80 93 cM capacity (veh/h) 338 785 1293 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 183 271 434 Volume Left 27 0 93 Volume Right 156 42 0 cSH 657 1700 1293 Volume to Capacity 0.28 0.16 0.07 Queue Length 95th (ft) 28 0 6 Control Delay (s) 12.6 0.0 2.3 Lane LOS B A Approach Delay (s) 12.6 0.0 2.3 Approach LOS B Intersection Summary Average Delay 3.7 Intersection Capacity Utilization 39.6% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday AM Peak Hour 108: SW 92nd Ave & New HS Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttam.syn Synchro 8 Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 0 0 160 57 130 87 Future Volume (Veh/h) 0 0 160 57 130 87 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.25 0.25 0.25 0.25 0.25 0.25 Hourly flow rate (vph) 0 0 640 228 520 348 Pedestrians 5 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 654 pX, platoon unblocked vC, conflicting volume 2147 759 873 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 2147 759 873 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 100 100 33 cM capacity (veh/h) 18 408 778 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 0 868 868 Volume Left 0 0 520 Volume Right 0 228 0 cSH 1700 1700 778 Volume to Capacity 0.00 0.51 0.67 Queue Length 95th (ft) 0 0 130 Control Delay (s) 0.0 0.0 17.3 Lane LOS A C Approach Delay (s) 0.0 0.0 17.3 Approach LOS A Intersection Summary Average Delay 8.6 Intersection Capacity Utilization 30.7% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday School PM Peak Hour 101: SW 92nd Ave & SW Durham Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 430 56 64 623 182 93 Future Volume (vph) 430 56 64 623 182 93 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.91 Flpb, ped/bikes 1.00 1.00 0.99 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1792 1615 1658 1810 1805 1416 Flt Permitted 1.00 1.00 0.41 1.00 0.95 1.00 Satd. Flow (perm) 1792 1615 710 1810 1805 1416 Peak-hour factor, PHF 0.81 0.81 0.81 0.81 0.81 0.81 Adj. Flow (vph) 531 69 79 769 225 115 RTOR Reduction (vph) 0 16 0 0 0 97 Lane Group Flow (vph) 531 53 79 769 225 18 Confl. Peds. (#/hr) 23 23 24 Confl. Bikes (#/hr) 2 Heavy Vehicles (%) 6% 0% 8% 5% 0% 4% Turn Type NA Prot D.P+P NA Prot Perm Protected Phases 2 2 1 6 8 Permitted Phases 2 8 Actuated Green, G (s) 75.1 75.1 79.6 83.6 16.9 16.9 Effective Green, g (s) 75.1 75.1 79.6 83.6 16.9 16.9 Actuated g/C Ratio 0.68 0.68 0.72 0.76 0.15 0.15 Clearance Time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Vehicle Extension (s) 4.0 4.0 1.5 4.0 2.0 2.0 Lane Grp Cap (vph) 1223 1102 552 1375 277 217 v/s Ratio Prot 0.30 0.03 0.01 c0.42 c0.12 v/s Ratio Perm 0.10 0.01 v/c Ratio 0.43 0.05 0.14 0.56 0.81 0.08 Uniform Delay, d1 7.9 5.7 4.9 5.5 45.0 39.9 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.1 0.1 0.0 1.6 15.6 0.1 Delay (s) 9.0 5.8 4.9 7.2 60.6 40.0 Level of Service A A A A E D Approach Delay (s) 8.6 6.9 53.6 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 16.4 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.63 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 54.0% ICU Level of Service A Analysis Period (min) 15 c Critical Lane Group Future School Traffic Conditions Weekday School PM Peak Hour 102: HS West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 500 23 35 687 0 0 Future Volume (Veh/h) 500 23 35 687 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.72 0.72 0.72 0.72 0.72 0.72 Hourly flow rate (vph) 694 32 49 954 0 0 Pedestrians 5 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 394 pX, platoon unblocked 0.86 0.86 0.86 vC, conflicting volume 731 1767 715 vC1, stage 1 conf vol 715 vC2, stage 2 conf vol 1052 vCu, unblocked vol 608 1810 590 tC, single (s) 4.4 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.5 3.5 3.3 p0 queue free % 93 100 100 cM capacity (veh/h) 728 265 441 Direction, Lane # EB 1 WB 1 WB 2 Volume Total 726 49 954 Volume Left 0 49 0 Volume Right 32 0 0 cSH 1700 728 1700 Volume to Capacity 0.43 0.07 0.56 Queue Length 95th (ft) 0 5 0 Control Delay (s) 0.0 10.3 0.0 Lane LOS B Approach Delay (s) 0.0 0.5 Approach LOS Intersection Summary Average Delay 0.3 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday School PM Peak Hour 103: HS East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 500 0 0 703 19 34 Future Volume (Veh/h) 500 0 0 703 19 34 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.51 0.51 0.51 0.51 0.51 0.51 Hourly flow rate (vph) 980 0 0 1378 37 67 Pedestrians 5 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 727 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 985 2363 985 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 907 2494 907 tC, single (s) 4.1 6.8 6.6 tC, 2 stage (s) tF (s) 2.2 3.8 3.7 p0 queue free % 100 0 73 cM capacity (veh/h) 656 21 246 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 980 1378 37 67 Volume Left 0 0 37 0 Volume Right 0 0 0 67 cSH 1700 1700 21 246 Volume to Capacity 0.58 0.81 1.74 0.27 Queue Length 95th (ft) 0 0 121 27 Control Delay (s) 0.0 0.0 739.9 25.0 Lane LOS F D Approach Delay (s) 0.0 0.0 279.4 Approach LOS F Intersection Summary Average Delay 11.8 Intersection Capacity Utilization 47.0% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday School PM Peak Hour 104: SW Durham Rd & SW 88th Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 10 524 691 11 9 12 Future Volume (Veh/h) 10 524 691 11 9 12 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.87 0.87 0.87 0.87 0.87 0.87 Hourly flow rate (vph) 11 602 794 13 10 14 Pedestrians 156 90 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 13 7 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 928 pX, platoon unblocked vC, conflicting volume 897 1514 1046 vC1, stage 1 conf vol 890 vC2, stage 2 conf vol 624 vCu, unblocked vol 897 1514 1046 tC, single (s) 4.1 6.7 6.3 tC, 2 stage (s) 5.7 tF (s) 2.2 3.8 3.4 p0 queue free % 98 96 94 cM capacity (veh/h) 708 279 217 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 11 602 807 24 Volume Left 11 0 0 10 Volume Right 0 0 13 14 cSH 708 1700 1700 239 Volume to Capacity 0.02 0.35 0.47 0.10 Queue Length 95th (ft)1 0 0 8 Control Delay (s) 10.2 0.0 0.0 21.7 Lane LOS B C Approach Delay (s) 0.2 0.0 21.7 Approach LOS C Intersection Summary Average Delay 0.4 Intersection Capacity Utilization 57.1% ICU Level of Service B Analysis Period (min) 15 Future School Traffic Conditions Weekday School PM Peak Hour 105: HS Swim West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 489 44 7 676 26 55 Future Volume (Veh/h) 489 44 7 676 26 55 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.77 0.77 0.77 0.77 0.77 0.77 Hourly flow rate (vph) 635 57 9 878 34 71 Pedestrians 61 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 5 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1092 pX, platoon unblocked vC, conflicting volume 753 1620 724 vC1, stage 1 conf vol 724 vC2, stage 2 conf vol 896 vCu, unblocked vol 753 1620 724 tC, single (s) 4.4 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.5 3.5 3.3 p0 queue free % 99 89 83 cM capacity (veh/h) 709 306 407 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 692 887 105 Volume Left 0 9 34 Volume Right 57 0 71 cSH 1700 709 367 Volume to Capacity 0.41 0.01 0.29 Queue Length 95th (ft) 0 1 29 Control Delay (s) 0.0 0.4 18.7 Lane LOS A C Approach Delay (s) 0.0 0.4 18.7 Approach LOS C Intersection Summary Average Delay 1.4 Intersection Capacity Utilization 52.7% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday School PM Peak Hour 106: HS Swim East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 554 0 56 674 9 77 Future Volume (Veh/h) 554 0 56 674 9 77 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.71 0.71 0.71 0.71 0.71 0.71 Hourly flow rate (vph) 780 0 79 949 13 108 Pedestrians 17 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 797 1904 797 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 797 1904 797 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 90 81 71 cM capacity (veh/h) 822 68 376 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 780 79 949 121 Volume Left 0 79 0 13 Volume Right 0 0 0 108 cSH 1700 822 1700 253 Volume to Capacity 0.46 0.10 0.56 0.48 Queue Length 95th (ft) 0 8 0 60 Control Delay (s) 0.0 9.8 0.0 31.5 Lane LOS A D Approach Delay (s) 0.0 0.8 31.5 Approach LOS D Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 47.7% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday School PM Peak Hour 107: SW 92nd Ave & HS Exit Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 38 56 156 0 0 100 Future Volume (Veh/h) 38 56 156 0 0 100 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.62 0.62 0.62 0.62 0.62 0.62 Hourly flow rate (vph) 61 90 252 0 0 161 Pedestrians 3 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 246 pX, platoon unblocked vC, conflicting volume 416 255 255 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 416 255 255 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 90 89 100 cM capacity (veh/h) 595 787 1318 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 151 252 161 Volume Left 61 0 0 Volume Right 90 0 0 cSH 696 1700 1318 Volume to Capacity 0.22 0.15 0.00 Queue Length 95th (ft) 21 0 0 Control Delay (s) 11.6 0.0 0.0 Lane LOS B Approach Delay (s) 11.6 0.0 0.0 Approach LOS B Intersection Summary Average Delay 3.1 Intersection Capacity Utilization 20.9% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday School PM Peak Hour 108: SW 92nd Ave & HS New Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttschoolpm.syn Synchro 8 Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 13 19 137 3 20 118 Future Volume (Veh/h) 13 19 137 3 20 118 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.25 0.25 0.25 0.25 0.25 0.25 Hourly flow rate (vph) 52 76 548 12 80 472 Pedestrians 3 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 654 pX, platoon unblocked vC, conflicting volume 1189 557 563 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1189 557 563 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 73 86 92 cM capacity (veh/h) 193 532 1016 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 128 560 552 Volume Left 52 0 80 Volume Right 76 12 0 cSH 310 1700 1016 Volume to Capacity 0.41 0.33 0.08 Queue Length 95th (ft) 49 0 6 Control Delay (s) 24.5 0.0 2.1 Lane LOS C A Approach Delay (s) 24.5 0.0 2.1 Approach LOS C Intersection Summary Average Delay 3.5 Intersection Capacity Utilization 28.6% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday PM Peak Hour 101: SW 92nd Ave & SW Durham Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (vph) 536 108 123 828 107 84 Future Volume (vph) 536 108 123 828 107 84 Ideal Flow (vphpl) 1900 1900 1900 1900 1900 1900 Total Lost time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Lane Util. Factor 1.00 1.00 1.00 1.00 1.00 1.00 Frpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 0.97 Flpb, ped/bikes 1.00 1.00 1.00 1.00 1.00 1.00 Frt 1.00 0.85 1.00 1.00 1.00 0.85 Flt Protected 1.00 1.00 0.95 1.00 0.95 1.00 Satd. Flow (prot) 1863 1615 1767 1900 1805 1544 Flt Permitted 1.00 1.00 0.40 1.00 0.95 1.00 Satd. Flow (perm) 1863 1615 743 1900 1805 1544 Peak-hour factor, PHF 0.95 0.95 0.95 0.95 0.95 0.95 Adj. Flow (vph) 564 114 129 872 113 88 RTOR Reduction (vph) 0 22 0 0 0 78 Lane Group Flow (vph) 564 92 129 872 113 10 Confl. Peds. (#/hr) 4 4 5 Confl. Bikes (#/hr) 1 Heavy Vehicles (%) 2% 0% 2% 0% 0% 1% Turn Type NA Prot D.P+P NA Prot Perm Protected Phases 2 2 1 6 8 Permitted Phases 2 8 Actuated Green, G (s) 78.7 78.7 84.6 88.6 11.9 11.9 Effective Green, g (s) 78.7 78.7 84.6 88.6 11.9 11.9 Actuated g/C Ratio 0.72 0.72 0.77 0.81 0.11 0.11 Clearance Time (s) 5.0 5.0 4.0 5.0 4.5 4.5 Vehicle Extension (s) 4.0 4.0 1.5 4.0 2.0 2.0 Lane Grp Cap (vph) 1332 1155 626 1530 195 167 v/s Ratio Prot 0.30 0.06 0.01 c0.46 c0.06 v/s Ratio Perm 0.15 0.01 v/c Ratio 0.42 0.08 0.21 0.57 0.58 0.06 Uniform Delay, d1 6.4 4.7 3.6 3.8 46.7 44.0 Progression Factor 1.00 1.00 1.00 1.00 1.00 1.00 Incremental Delay, d2 1.0 0.1 0.1 1.5 2.6 0.1 Delay (s) 7.4 4.9 3.7 5.4 49.3 44.1 Level of Service A A A A D D Approach Delay (s) 7.0 5.2 47.0 Approach LOS A A D Intersection Summary HCM 2000 Control Delay 10.3 HCM 2000 Level of Service B HCM 2000 Volume to Capacity ratio 0.59 Actuated Cycle Length (s) 110.0 Sum of lost time (s) 13.5 Intersection Capacity Utilization 58.9% ICU Level of Service B Analysis Period (min) 15 c Critical Lane Group Future School Traffic Conditions Weekday PM Peak Hour 102: HS West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 597 23 62 951 0 0 Future Volume (Veh/h) 597 23 62 951 0 0 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.54 0.54 0.54 0.54 0.54 0.54 Hourly flow rate (vph) 1106 43 115 1761 0 0 Pedestrians 5 Lane Width (ft) 0.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 394 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1154 3124 1132 vC1, stage 1 conf vol 1132 vC2, stage 2 conf vol 1991 vCu, unblocked vol 1102 3369 1077 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 79 100 100 cM capacity (veh/h) 557 85 233 Direction, Lane # EB 1 WB 1 WB 2 Volume Total 1149 115 1761 Volume Left 0 115 0 Volume Right 43 0 0 cSH 1700 557 1700 Volume to Capacity 0.68 0.21 1.04 Queue Length 95th (ft) 0 19 0 Control Delay (s) 0.0 13.1 0.0 Lane LOS B Approach Delay (s) 0.0 0.8 Approach LOS Intersection Summary Average Delay 0.5 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 Future School Traffic Conditions Weekday PM Peak Hour 103: HS East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 3 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 597 0 0 1002 11 62 Future Volume (Veh/h) 597 0 0 1002 11 62 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.54 0.54 0.54 0.54 0.54 0.54 Hourly flow rate (vph) 1106 0 0 1856 20 115 Pedestrians 4 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 727 pX, platoon unblocked 0.87 0.87 0.87 vC, conflicting volume 1110 2966 1110 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1053 3182 1053 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 100 0 52 cM capacity (veh/h) 581 10 238 Direction, Lane # EB 1 WB 1 NB 1 NB 2 Volume Total 1106 1856 20 115 Volume Left 0 0 20 0 Volume Right 0 0 0 115 cSH 1700 1700 10 238 Volume to Capacity 0.65 1.09 1.98 0.48 Queue Length 95th (ft) 0 0 86 61 Control Delay (s) 0.0 0.0 1184.4 33.5 Lane LOS F D Approach Delay (s) 0.0 0.0 204.0 Approach LOS F Intersection Summary Average Delay 8.9 Intersection Capacity Utilization 62.7% ICU Level of Service B Analysis Period (min) 15 Future School Traffic Conditions Weekday PM Peak Hour 104: SW Durham Rd & SW 88th Ave 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 4 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Volume (veh/h) 11 648 994 13 5 8 Future Volume (Veh/h) 11 648 994 13 5 8 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.95 0.95 0.95 0.95 0.95 0.95 Hourly flow rate (vph) 12 682 1046 14 5 8 Pedestrians 21 20 Lane Width (ft) 12.0 12.0 Walking Speed (ft/s) 4.0 4.0 Percent Blockage 2 2 Right turn flare (veh) Median type None TWLTL Median storage veh) 2 Upstream signal (ft) 928 pX, platoon unblocked vC, conflicting volume 1080 1779 1094 vC1, stage 1 conf vol 1073 vC2, stage 2 conf vol 706 vCu, unblocked vol 1080 1779 1094 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 98 98 97 cM capacity (veh/h) 642 275 254 Direction, Lane # EB 1 EB 2 WB 1 SB 1 Volume Total 12 682 1060 13 Volume Left 12 0 0 5 Volume Right 0 0 14 8 cSH 642 1700 1700 262 Volume to Capacity 0.02 0.40 0.62 0.05 Queue Length 95th (ft)1 0 0 4 Control Delay (s) 10.7 0.0 0.0 19.5 Lane LOS B C Approach Delay (s) 0.2 0.0 19.5 Approach LOS C Intersection Summary Average Delay 0.2 Intersection Capacity Utilization 68.2% ICU Level of Service C Analysis Period (min) 15 Future School Traffic Conditions Weekday PM Peak Hour 105: HS Swim West Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 5 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 595 58 3 969 38 39 Future Volume (Veh/h) 595 58 3 969 38 39 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.63 0.63 0.63 0.63 0.63 0.63 Hourly flow rate (vph) 944 92 5 1538 60 62 Pedestrians 15 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 1 Right turn flare (veh) Median type TWLTL None Median storage veh) 2 Upstream signal (ft) 1092 pX, platoon unblocked vC, conflicting volume 1051 2553 1005 vC1, stage 1 conf vol 1005 vC2, stage 2 conf vol 1548 vCu, unblocked vol 1051 2553 1005 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) 5.4 tF (s) 2.2 3.5 3.3 p0 queue free % 99 64 79 cM capacity (veh/h) 662 166 292 Direction, Lane # EB 1 WB 1 NB 1 Volume Total 1036 1543 122 Volume Left 0 5 60 Volume Right 92 0 62 cSH 1700 662 212 Volume to Capacity 0.61 0.01 0.57 Queue Length 95th (ft) 0 1 79 Control Delay (s) 0.0 0.9 42.6 Lane LOS A E Approach Delay (s) 0.0 0.9 42.6 Approach LOS E Intersection Summary Average Delay 2.4 Intersection Capacity Utilization 64.5% ICU Level of Service C Analysis Period (min) 15 Future School Traffic Conditions Weekday PM Peak Hour 106: HS Swim East Dwy & SW Durham Rd 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 6 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Volume (veh/h) 629 5 51 966 6 43 Future Volume (Veh/h) 629 5 51 966 6 43 Sign Control Free Free Stop Grade 0% 0% 0% Peak Hour Factor 0.52 0.52 0.52 0.52 0.52 0.52 Hourly flow rate (vph) 1210 10 98 1858 12 83 Pedestrians 5 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) pX, platoon unblocked vC, conflicting volume 1225 3274 1220 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1225 3274 1220 tC, single (s) 4.1 6.4 6.2 tC, 2 stage (s) tF (s) 2.2 3.5 3.3 p0 queue free % 83 0 62 cM capacity (veh/h) 574 8 221 Direction, Lane # EB 1 WB 1 WB 2 NB 1 Volume Total 1220 98 1858 95 Volume Left 0 98 0 12 Volume Right 10 0 0 83 cSH 1700 574 1700 52 Volume to Capacity 0.72 0.17 1.09 1.81 Queue Length 95th (ft) 0 15 0 230 Control Delay (s) 0.0 12.6 0.0 554.5 Lane LOS B F Approach Delay (s) 0.0 0.6 554.5 Approach LOS F Intersection Summary Average Delay 16.5 Intersection Capacity Utilization 60.8% ICU Level of Service B Analysis Period (min) 15 Future School Traffic Conditions Weekday PM Peak Hour 107: SW 92nd Ave & HS Exit Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 7 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 22 32 108 11 17 191 Future Volume (Veh/h) 22 32 108 11 17 191 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.78 0.78 0.78 0.78 0.78 0.78 Hourly flow rate (vph) 28 41 138 14 22 245 Pedestrians 4 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 246 pX, platoon unblocked vC, conflicting volume 438 149 156 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 438 149 156 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 95 95 98 cM capacity (veh/h) 569 900 1432 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 69 152 267 Volume Left 28 0 22 Volume Right 41 14 0 cSH 728 1700 1432 Volume to Capacity 0.09 0.09 0.02 Queue Length 95th (ft) 8 0 1 Control Delay (s) 10.5 0.0 0.7 Lane LOS B A Approach Delay (s) 10.5 0.0 0.7 Approach LOS B Intersection Summary Average Delay 1.9 Intersection Capacity Utilization 27.7% ICU Level of Service A Analysis Period (min) 15 Future School Traffic Conditions Weekday PM Peak Hour 108: SW 92nd Ave & New HS Dwy 10/20/2017 H:\21\21156 - Tigard Tualatin School Bond Projects\synchro\Tigard HS\ttpm.syn Synchro 8 Report Page 8 Movement WBL WBR NBT NBR SBL SBT Lane Configurations Traffic Volume (veh/h) 14 22 97 8 11 202 Future Volume (Veh/h) 14 22 97 8 11 202 Sign Control Stop Free Free Grade 0% 0% 0% Peak Hour Factor 0.25 0.25 0.25 0.25 0.25 0.25 Hourly flow rate (vph) 56 88 388 32 44 808 Pedestrians 4 Lane Width (ft) 12.0 Walking Speed (ft/s) 4.0 Percent Blockage 0 Right turn flare (veh) Median type None None Median storage veh) Upstream signal (ft) 654 pX, platoon unblocked vC, conflicting volume 1304 408 424 vC1, stage 1 conf vol vC2, stage 2 conf vol vCu, unblocked vol 1304 408 424 tC, single (s) 6.4 6.2 4.1 tC, 2 stage (s) tF (s) 3.5 3.3 2.2 p0 queue free % 67 86 96 cM capacity (veh/h) 171 645 1142 Direction, Lane # WB 1 NB 1 SB 1 Volume Total 144 420 852 Volume Left 56 0 44 Volume Right 88 32 0 cSH 311 1700 1142 Volume to Capacity 0.46 0.25 0.04 Queue Length 95th (ft) 58 0 3 Control Delay (s) 26.2 0.0 1.0 Lane LOS D A Approach Delay (s) 26.2 0.0 1.0 Approach LOS D Intersection Summary Average Delay 3.3 Intersection Capacity Utilization 27.9% ICU Level of Service A Analysis Period (min) 15 July 19, 2017 Project #: 21156 Khoi Le City of Tigard 13125 SW Hall Boulevard Tigard, OR 97223 RE: Preliminary Sight Distance Certification – Tigard High School Parking Lot Access Off of SW 92nd Avenue Dear Khoi, As part of the proposed reconstruction and modernization of Tigard High School, two new site driveways are proposed off of SW 92nd Avenue. Both driveways are proposed to be full access. As required by the City of Tigard, a preliminary sight distance certification has been prepared for each. In accordance with Tigard Development Code Section 18.705.030.H.1 and Policy on Geometric Design of Highways and Streets, 6th Edition (published by the American Association of State Highway and Transportation Officials, AASHTO), a minimum of 280 feet of intersection sight distance (for the critical left-turn from stop movement) and 155 feet of stopping sight distance is desired for a speed of 25 mph1. Intersection sight distance was measured at each of the two proposed SW 92nd Avenue site driveways. The measurements were based on an eye height of 3.5 feet and an object height of 3.5 feet above the road; measured 14.5 feet from the edge of the travel way. Looking north (to the right) and south (to the left) from each location along SW 92nd Avenue, in excess of 500 feet of intersection sight distance is available given the lack of horizontal and vertical curvature. Based on these field speed observations and sight distance measurements, we hereby preliminarily certify that sufficient intersection sight distance is available at both driveways along SW 92nd Avenue, subject to the following: Any future landscaping along the SW 92nd Avenue school site frontage should be limited to low lying ground cover that does not impact intersection sight distance. 1 The posted speed along SW 92nd Avenue is 25 mph. The posted speed drops to 20 mph along the school site frontage between 7:00 AM and 5:00 PM. For the purposes of the sight distance evaluation, the more conservative 25 mph speed was utilized. TYPE SA1 Parking lot BEGA -US 1000 BEGA Way, Carpinteria, CA 93013 ( 805 ) 6 84-0533 FAX ( 80 5 ) 56 6 -9 474 www .beg a -us .com ©copyright BEGA-US 2016 Updated 05/16 A A B Type: BEGA Product: Project: Voltage: Color: Options: Modified: Post construction: One piece extruded aluminum with internally welded die-cast aluminum base. Die castingas are marine grade, co er free ( 0 3 co er content A360 0 alum num alloy Enclosure: One piece die-cast aluminum top housing, secured by two captive stainless steel screws threaded into stainless steel inserts. Clear tempered safety glass. Reflector made of pure anodized aluminum. Fully gasketed using a molded silicone high temperature gasket for weather tight operation. Electrical: 18 9 L D lum na re, 22 4 total system watts, -30 C start tem erature ntegral 120V through 277V electron c L D dr ver, 0-10V d mm ng L D module(s are ava lable from factory for easy re lacement Standard L D color tem erature s 3000K w th an 85 CR Ava lable n 4000K (85 CR add suff x K4 to order Note: LEDs supplied with luminaire. Due to the dynamic nature of LED technology, LED luminaire data on this sheet is subject to change at the discretion of BEGA-US. For the most current technical data, please refer to www.bega-us.com. Options: Optional asymmetrical wide beam distribution available for optimal bollard spacing specify AWD. Optional integral emergency battery ack ava lable s ec fy K Battery w ll o erate the f xture at full 100 out ut for 90 m nutes Amb ent tem erature must not go below -20 C and must not exceed 50 C Options can be specified individually or concurrently. Finish: All BEGA standard finishes are polyester powder coat with m n mum 3 m l th ckness Ava lable n four standard B GA colors: Black (BLK h te ( H Bron e (BR S lver (SLV o s ec fy, add appropriate suffix to catalog number. Custom colors supplied on special order. Anchor base: Heavy cast alum num, slotted for rec se al gnment ounts to B GA 79 817 anchorage k t Bollards are secured to the base w th one (1 sta nless steel set screw CSA certified to U.S. and Canadian standards, suitable for wet locat ons rotect on class 65 Weight: 14 6 lbs Luminaire Lumens: 1508 LED Bollard - Fully shielded Lamp A B 99 058 18.9 W LED 7 5 8 39 3 8 Type SB1 Site Bollard At Grade LS9402LED Vedita The LS9402LED is a brilliant LED stake mounted accent, featuring dimming control options: When high output is required, it can be deployed in its full output, 2 W configuration; If a dot of light is required, it can be set as low as 0.2 W, (either by the factory or in the field). Alternatively, the luminaire can be dynamically dimmed via Lumascape d5 driver technology. This luminaire also comes with a stake that can be set at 0° or 30° to suit any landscape or planter application. Constructed in part from 316 marine grade stainless steel, this luminaire also comes with Lumascape proprietary ElectroPolishPlus™ surface treatment as standard. Specifications Lamp Source 1 W or 2 W LED White (4 300 K typical) Warm white (3 000 K typical) Blue (470 nm) Approved Use Suitable for wet locations Control Signal 0-10 V (current sourcing) PWM On-site or factory-programmable brightness IP Rating IP68 Construction 316 marine grade stainless steel bezel Installation Type Stakemount Standard Inclusion MicroAntiLeach™ wire entry 6.5' (2 m) cord Remote Transformers / Power Supplies Order separately Refer to Technical Data section for application specific options Ambient Operating Temperature -4 °F to 122 °F (-20 °C to 50 °C) Surface Temperature 149 °F (65 °C) Photometrics Refer to www.lumascape.com Any luminaire can become hot - take care with appropriate use and placement 30° 0° LS9402LED LAMP Description Wattage Color Code LED 1 W White (4 300 K typical)1W4 Warm white (3 000 K typical)1H4 Blue (470 nm)1B4 2 W White (4 300 K typical)2W4 Warm white (3 000 K typical)2H4 Blue (470 nm)2B4 FINISH Description Code Stainless steel SS SS OPTICAL SYSTEM Beam Code Narrow 11°NR Medium 20°ME Wide 35°WD Linear 10° x 45°LN Flood FL (2) (2) Recommended for use with lower brightness settings only. LS9402LED Vedita INPUT VOLTAGE Description Code 0-10 V or PWM Dimmable Driver, 12-15 V, 60 Hz or 12-24 V DC 13-DIM(1) (1) Requires appropriate transformer. 13-DIM IP68 Dimmable Wiring Diagram Reference Input Voltage LED Color Control Type Wiring Diagram 13-DIM Single Color PWM 2,3,4 1300 Industrial Road, Unit #19 San Carlos, CA 94070 FREE CALL 1-866-695-5862 US & Canada info@lumascape.com www.lumascape.com Type SC1 Landscape Accent WOLFF + KATERRA Type SD1 Canopy Downlighting Type: BEGA Product: Project: Voltage: Color: Options: Modified: BEGA -US 1000 BEGA Way, Carpinteria, CA 93013 ( 805 ) 6 84-0533 FAX ( 80 5 ) 56 6 -9 474 www .beg a -us .com ©copyright BEGA-US 2016 Updated 03/16 Housing: Constructed of one piece die-cast aluminum provided with a bracket for attachment to standard recessed 3 1/2“ or 4“ octagonal junction box. Die castings are marine grade, copper free ( 0 3 co er content A3 0 0 alum num alloy Enclosure: One piece die-cast aluminum frame secured by two (2 ca t ve, sta nless steel set screws threaded nto sta nless steel inserts. Clear crystal glass lens with diffuse interior coating. Fully gasketed for weather tight operation using a molded silicone rubber gasket. Electrical: 10.5W LED luminaire, 12.5 total system watts, -30°C start temperature. Integral 120V through 277V electronic LED driver, 0-10V d mm ng D module(s are ava lable from factory for easy replacement. Standard LED color temperature is 3000K with an 85 CR Ava lable n 4000K ( 5 CR add suff x K4 to order Note: LEDs supplied with luminaire. Due to the dynamic nature of LED technology, LED luminaire data on this sheet is subject to change at the discretion of BEGA-US. For the most current technical data, please refer to www.bega-us.com. Finish: All BEGA standard finishes are polyester powder coat with minimum 3 mil thickness. Available in four standard BEGA colors: Black (B K h te ( H Bron e (BR S lver (S V o s ec fy, add appropriate suffix to catalog number. Custom colors supplied on special order. CSA certified to U.S. and Canadian standards, suitable for wet locations. Protection class IP64 Weight: 3.1 lbs. Luminaire Lumens: 428 LED wall luminaires with one sided light output Light emission on one side Lamp A B C 33 449 10.5 W LED 4 3 4 5 1 2 5 1 2 Type SE1 Building Facade LIGHTING USA Less than 0.1% copper content – Marine Grade LM6 Aluminum 8 step degrease and phosphate process “fit for purpose”memory retentive silicon gaskets excellent mechanical strength and thermal dissipation properties Standard 10kv surge suppressor UV Stabilized 4.9Mil thick powder coat paint Marine grade 316 Stainless steel. special anti seize compound crystal clear low iron glass exceptional light control and precise distribution of light. L80 /B10 at 50,000 hours Standard Options Options (Consult Factory for Pricing) Type SF1 Pedestrian/Pathway ENERGY REPORT To: Project Name: Subject: Bassetti Architecture Date: 01/15/18 TTSD Tigard High School From: Ladan Ghobad Design Development Energy Results cc: Joshua Checkis, jcheckis@glumac.com This report summarizes the results and assumptions of the Tigard High School energy analysis. Results A proposed energy model was built based on the Design Development Drawings, incorporating the following energy efficiency measures: Efficient Variable Air Volume (VAV) air handling units with DX cooling coils and hot water heating for multizone and single zone units, RTU-1 thru 11. Efficient 100% VAV outdoor air units with DX cooling coils and hot water heating for Locker rooms and Ceramics Classroom, OSA 1-2. Efficient 100% VAV makeup air units for Kitchen, KLN room, and Autoshop, MUA 1 thru 3. High-performance envelope LED lighting system and enhanced lighting control system Plug load management via occupancy controlled power outlets and occupants’ behavioral changes Reduced water consumption due to low flow fixtures To determine the energy savings, the proposed model is compared to a baseline model that is based on the SEED Appendix L Modeling Guidelines and 2014 Oregon Energy Code. These results are shown below: Table 1. Modeling Results. End Use Type Baseline [kBtu] Design [kBtu] Heating (Natural Gas) 3,474,746 3,127,109 Cooling 586,066 502,862 Interior Lighting 1,113,629 367,004 Exterior Lighting 70,902 70,902 Interior Equipment 838,486 628,864 Fans 2,226,940 1,429,724 Pumps 5,902 14,076 DHW (Natural Gas) 600,562 510,477 Total End Uses 8,917,235 6,651,019 EUI 55.14 41.13 Building Area 161,708 Percent Energy Savings 25% Most the savings come from the proposed lighting, heating, and fan energy. Proposed Lighting Power Densities (LPDs) are roughly 50% lower than 2014 Oregon Energy Code. VAV system reduces outdoor air flow based on the internal load fluctuations; consequently, it saves heating and cooling energy compared to the baseline’s CAV systems (RTU-4, RTU-7 thru 10, OSA-1&2, MUA- 1 thru 3), which are required to bring excessive outdoor air to a comfortable temperature range. The TTSD Tigard High School Page 2 of 5 proposed DX cooling coils are more efficient than baseline cooling coils. In additions, the proposed VAV fans are more energy efficient than the baseline’s fans. Figure 1. Baseline and Proposed End Use Comparison. Figure 2. Proposed Design Annual End Use Pie Chart Energy Modeling Methodology The analysis was conducted by creating the building geometry in Revit 2017, based on the architectural Revit model. The building geometry was then exported via gbXML into DesignBuilder, which is an advance energy modeling tool, which uses Department of Energy’s EnergyPlus engine 0.00 5.00 10.00 15.00 20.00 25.00 Heating Cooling Interior Lighting Exterior Lighting Interior Equipment Fans Pumps DHW Baseline Proposed Design TTSD Tigard High School Page 3 of 5 for simulation. In DesignBuilder, site properties, building constructions, and building systems were defined based on information and drawings available as part of the Design Development set documentation. This was then compared to a baseline energy model that was constructed using the SEED Appendix L Modeling Guidelines. By using this integrated BIM process the physical building geometry can be modeled at a much higher accuracy and yield more reliable results. Energy Efficiency Features Proposed HVAC System Table 2. Major Mechanical Equipment in Proposed Design. Equipment List Baseline System Design System Cooling Coil Efficiency Supply Fan TSP (inWG) Heat Recovery Baseline Design Baseline Design Baseline Design RTU 1 ASHRAE Sys 5- VAV w/Reheat VAV 2.84 3.05 6.08 4.31 NR - RTU 3 ASHRAE Sys 5- VAV w/Reheat VAV 2.93 2.93 5.47 3.97 NR - RTU 4 ASHRAE Sys 3-CAV SZ-AC VAV 2.84 2.84 4.55 4.25 NR - RTU 5 ASHRAE Sys 5- VAV w/Reheat VAV 2.93 3.08 3.00 1.50 NR - RTU 6 ASHRAE Sys 5- VAV w/Reheat VAV 2.93 3.31 4.40 2.90 NR - RTU 7 ASHRAE Sys 3-CAV SZ-AC VAV 2.84 2.84 4.58 4.12 NR - RTU 8 ASHRAE Sys 3-CAV SZ-AC VAV 3.22 3.40 4.30 2.80 NR - RTU 9 ASHRAE Sys 3-CAV SZ-AC VAV 3.28 3.63 4.00 2.50 NR - RTU 10 ASHRAE Sys 3-CAV SZ-AC VAV 3.58 3.63 4.00 2.50 NR - RTU 11 ASHRAE Sys 5- VAV w/Reheat VAV 2.84 2.93 4.87 3.37 NR - OSA1 ASHRAE Sys 3-CAV SZ-AC VAV 3.22 3.43 4.10 2.6 Y -50% Y- 55% OSA2 ASHRAE Sys 3-CAV SZ-AC VAV 3.22 3.43 3.90 2.4 Y -50% Y- 55% MUA1 ASHRAE Sys 3-CAV SZ-AC VAV NA NA 4.00 2.5 Y -50% - MUA2 ASHRAE Sys 3-CAV SZ-AC VAV NA NA 4.00 2.5 NR - MUA3 ASHRAE Sys 3-CAV SZ-AC VAV NA NA 4.00 2.5 NR - High-Performance Envelope The baseline and proposed envelope are modeled as shown below. The proposed envelope is based on the DD drawings and specs, and the baseline envelope is based on Oregon Energy Code Maximum U-Values. Table 3. Baseline and Proposed Construction Material Properties. Construction Materials Baseline Design Roof U-0.048, R-20 U-0.032, R-30 Walls Wood Frame U-0.063, R-21 JJ/EE Walls: U-0.029, R-34.8 FF/DD/CC Walls: U-0.030, R-33.88 Floor Slab on grade unheated R-0 Slab on grade unheated R-0 Window (non-metal frame) U-0.35 SHGC-0.4 U-0.20 SHGC-0.26 TTSD Tigard High School Page 4 of 5 Table 4. Proposed Design Opaque Construction Properties. LED Lighting System The proposed lighting system incorporates all LED fixtures, with daylight sensors and occupancy sensors as shown in the Table 5. Table 3. Baseline and Proposed Lighting Power Densities. Baseline Design SPACE TYPE LPD OCC Sensor DL Sensor LPD OCC sensor DL sensors Break Room 0.73 Y N 0.43 N N Classrooms 1.23 Y N 0.50 N Y Commons 1.11 N Y 0.40 N Y Conference 1.11 Y N 0.52 Y N Corridor 0.41 N Y 0.32 N Y Lobby 0.90 N Y 0.81 N N Mechanical Room 0.95 N N 0.74 N N Office 0.97 Y N 0.52 N Y Stair 0.49 Y N 0.23 Y to 50% N Storage 0.63 N N 0.06 Y N Reception 1.39 N Y 0.52 N Y WALLS JJ- WOOD STUD/CMU EE- CMU BASE conductivity Thickness R-value U-value LAYER 1 CMU 2.63 4 1.521 LAYER 2 2 1/2" rigid insulation 0.25 3.125 12.5 LAYER 3 1" Plywood, Wood framing 5 1/2" LAYER 4 Batt insulation 5" cavity insulation 0.29 3.8 13.0 LAYER 3 1" Plywood LAYER 5 5/8" Gypsum Board Assembly R-34.8 U-0.029 FF, DD, CC conductivity Thickness R-value U-value LAYER 1 Exterior Sheathing 1 LAYER 2 2 1/2" rigid insulation 2.5 12.5 LAYER 3 1" Plywood, Wood framing 6" LAYER 4 Batt insulation 5" cavity insulation 0.29 3.8 13.0 LAYER 3 1" Plywood LAYER 5 5/8" Gypsum Board Assembly R-33.88 U-0.030 ROOF Metal Roof system LAYER 1 7" Rigid insulation 0.24 7 30 Assembly R-30 U-0.032 TTSD Tigard High School Page 5 of 5 Restrooms 0.82 Y N 1.35 Y N Team Room 0.52 Y N 0.93 Y N Kitchen 0.99 N N 0.31 N N Gymnasium 2.00 N Y 1.00 Y Y Fitness Center 1.35 N Y 0.76 Y Y Locker Rooms 0.52 Y N 0.18 Y N Vestibule 0.41 N N 0.38 N Y