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MMD2016-00037
NOTICE OF TYPE I DECISION a MINOR MODIFICATION TO APPROVED CONDITIONAL USE MMD2016-00037 WESTSIDE CHRISTIAN HIGH SCHOOL 120 DAYS = May 25,2017 SECTION I. APPLICATION SUMMARY FILE NAME: Westside Christian High School CASE NO.: Minor Modification to Approved Conditional Use MMD2016-00037 PROPOSAL: The applicant requests a minor modification to an approved conditional use. Specifically, the applicant proposes to increase the size of an approved soccer field at Westside Christian High School, in order to comply with Oregon School Activities Association (OSAA) standards. Additional modifications include: a reconfigured on-site pedestrian walkway that complies with the Americans with Disabilities Act (ADA); new retaining walls and fences surrounding the soccer field; updates to the approved on-site landscaping; and updates to the approved on-site storm water drainage system. APPLICANT: Westside Christian High School Attn: Dan Davis 8200 SW Pfaffle Street Tigard,OR 97223 OWNER: Same as applicant LOCATION: 8200 SW Pfaffle Street WCTM 1S136CC,Tax Lot 100 ZONING DESIGNATION: MUE: Mixed-Use Employment. The MUE zoning district is designed to apply to a majority of the land within the Tigard Triangle, a regional mixed-use employment district bounded by Pacific Highway (Hwy. 99), Highway 217 and I-5. This zoning district permits a wide range of uses including major retail goods and services, business/professional offices, civic uses and housing; the latter includes multi-family housing at a maximum density of 25 units/acre, equivalent to the R-25 zoning district. A wide range of uses, including but not limited to community recreation facilities, medical centers, schools, utilities and transit-related park-and-ride lots, are pennitted conditionally. Although it is recognized that the automobile will accommodate the vast majority of trips to and within the Triangle, it is still important to (1) support alternative modes of transportation to the greatest extent possible;and (2) encourage a mix of uses to facilitate intra-district pedestrian and transit trips even for those who drive. The zone may be applied elsewhere in the city through the legislative process. MMD2016-00037 Westside Christian High School 1 APPLICABLE REVIEW CRITERIA: Community Development Code Chapters 18.330, 18.520, 18.705, 18.745, and 18.810. SECTION II. DECISION Notice is hereby given that the City of Tigard Community Development Director's designee has APPROVED the above request, subject to certain conditions of approval. The findings and conclusions on which the decision is based are noted in Section IV. CONDITIONS OF APPROVAL THE FOLLOWING CONDITIONS SHALL BE SATISFIED PRIOR TO ISSUANCE OF SITE PERMITS: The applicant shall prepare a cover letter and submit it, along with any supporting documents and/or plans that address the following requirements to DEVELOPMENT ENGINEERING, ATTN: KHOI LE (503)718-2440 or khoi e,tigard-or.gov. The cover letter shall clearly identify where in the submittal the required information is found: 1. Prior to issuance of a site permit, a Public Facility Improvement (PFI) permit is required for this project to cover drainage for onsite water quality and detention. Detailed public improvement plans shall be submitted for review to the Engineering Department. Public Facility Improvement (PFI) 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). 2. Prior to issuance of a site permit, the applicant shall provide an on-site water quality and detention as required by City of Tigard and Clean Water Services Design and Construction Standards (adopted by Resolution and Order No. 00-7). Final plans and calculations shall be submitted to the Engineering Department (Khoi Le) for review and approval prior to issuance of the site permit. In addition, a proposed maintenance plan shall be submitted along with the plans and calculations for review and approval. 3. Prior to issuance of the site permit the applicant shall obtain a 1200-C-N General Permit issued by the City of Tigard pursuant to ORS 468.740 and the Federal Clean Water Act and comply with all other applicable erosion control requirements. 4. Prior to issuance of a site permit,the applicant shall obtain stormwater authorization. THE FOLLOWING CONDITIONS SHALL BE SATISFIED PRIOR TO FINAL 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 DEVELOPMENT ENGINEERING, ATTN: KHOI LE (503)718-2440 or khoi e,tigard-or.gov. The cover letter shall clearly identify where in the submittal the required information is found: 5. Prior to a final inspection, the applicant shall demonstrate that they have entered into a maintenance agreement with Contech, or another company that demonstrates they can meet the maintenance requirements of the manufacturer,for the proposed onsite storm water treatment facility. 6. Prior to a final 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/quantity facilities that will ensure compliance with the requirements of CWS. MMD2016-00037 Westside Christian High School 2 THIS APPROVAL SHALL BE VALID FOR 18 MONTHS FROM THE EFFECTIVE DATE OF THIS DECISION. SECTION III. BACKGROUND INFORMATION Site Information: The project is located at 8200 SW Pfaffle Street; south of SW Pfaffle Street, north of SW Pacific Highway, east of Highway 217, and west of SW 78"'Avenue. The 7.44-acre property is occupied by an approximately 60,000-square-foot school (Westside Christian High School) that was originally approved by the City of Tigard Hearings Officer in 2011 (Case No. CUP2011-00002). The site is zoned Mixed- Use Employment (MUE). Adjacent properties to the north are zoned Low-Density Residential (R-4.5); adjacent properties to the south are zoned General Commercial (C-G); adjacent properties to the east are zoned C-G and Professional/Administrative Commercial (C-P);and adjacent properties to the west are zoned Medium High-Density Residential(R-25). SECTION IV. APPLICABLE REVIEW CRITERIA AND FINDINGS 18.330 Conditional Use: 18.330.020.0 Minor modification of approved or existing conditional use. 3. A minor modification shall be approved,approved with conditions,or denied following the director's review based on the findings that: a. The proposed development is in compliance with all applicable requirements of this title;and This application is for a minor modification to an approved conditional use at Westside Christian High School (Case No. CUP2011-00002).The proposed development complies or can be made to comply with all applicable requirements of this Title, as demonstrated by the analysis contained within this administrative decision,and through the imposition of conditions of approval.This criterion is met. b. The modification is not a major modification as defined in subsection A of this section. Staff finds that the changes listed in TDC 18.330.020.B.2 are either satisfied or do not apply.Therefore,the proposed development is not a major modification.This criterion is met. 18.520 Commercial Zoning Districts: 18.520.040 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 Chapter 18.370; 2. All other applicable standards and requirements contained in this title. B. Development standards.Development standards in commercial zoning districts are contained in Table 18.520.2. This application is for a minor modification to an approved conditional use at Westside Christian High School (Case No. CUP2011-00002). Specifically, the applicant proposes a larger soccer field than what was originally approved by the City of Tigard Planning Division in 2011, in order to comply with Oregon School Activities Association (OSAA) standards. The increased soccer field will measure 210 feet wide by 350 feet long, surrounded by a 10-foot safety perimeter. Based on the applicant's narrative MMD2016-00037 Westside Christian High School 3 and submitted site plan, staff finds the proposal meets all applicable development standards for the MUE zone, as outlined in TDC Table 18.520.2. In particular, the applicant's proposal meets all minimum setback requirements, and continues to exceed the 15% minimum landscape requirement for the MUE zone. These standards are met. 18.705 Access, Egress,And Circulation: 18.705.030 General Provisions F. Required walkway location. On-site pedestrian walkways shall comply with the following standards: 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. The applicant proposes a reconfigured on-site pedestrian walkway that will begin at the property's entrance off SW Pfaffle Street, travels west and south around the proposed soccer field, and connects to Westside Christian High School's parking lot and main building at the southern end of the property. Staff reviewed the applicant's submitted civil engineering detail drawings to confirm that the walkway will be physically separated from motor vehicle traffic and parking by a minimum six-inch vertical separation, and exceeds the minimum width of four feet. A portion of the walkway crosses a traffic aisle as it connects to the southern end of the property; staff reviewed the applicant's site plan to confirm that this crossing is less than 36 feet in length,and is clearly identified with pavement markings. Furthermore, the walkway will also incorporate handrails, ramps, and curbs that comply with ADA standards.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. Staff reviewed the applicant's submitted civil engineering detail drawings to confirm that the walkway will be paved with hard surfaced materials, such as concrete or asphalt.This standard is met. 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). An access report had been submitted and approved under the previous approved land use file CUP- 2011-00002. This standard is met. MMD2016-00037 Westside Christian High School 4 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. No new driveway is proposed. There is no intersecting arterial or collector with Pfaffle St that is within 150 feet of the existing driveway location. The existing driveway location had been reviewed and approved under the previous approved land use file CUP-2011-00002. This standard is met. 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. No new driveway is proposed. The existing driveway is well over 300 feet away from driveways along Pfaffle St to the east and west of the site. The existing driveway location had been reviewed and approved under the previous approved land use file CUP-2011-00002. This standard is met. 4. The minimum spacing of local streets along a local street shall be 125 feet. Pfaffle St is a Collector Street. This standard does not apply. 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. TABLE 18.705.3 VEHICULAR ACCESS/EGRESS REQUIREMENTS: COMMERCIAL AND INDUSTRIAL USES Required Parking Minimum Number of Minimum Access Spaces Driveways Required Width Minimum Pavement 2 30' 24'curbs required 100+ or 1 50' 40'curbs required The applicant is not proposing to change the width of the existing access. The existing access was designed at 52 feet wide with 40-foot minimum pavement width. The access and pavement widths had been reviewed and approved under the previous land use file CUP-2011-00002. This standard is met. 18.745 Landscaping_and Screening: 18.745.050 Buffering and Screening A. General provisions. MMD2016-00037 Westside Christian High School 5 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. The subject property is occupied by a school (Westside Christian High School) and a religious institution (City Bible Church), and is located in the Mixed-Use Employment (MUE) zone. The adjacent properties to the north are occupied by single family housing, and are located in the Low- Density Residential (R-4.5) zone.A level"C" buffer(TDC Tables 18.745.1 and 18.745.2) is required for the north end of the property; the applicant's submitted landscape plan complies with this standard by providing a buffer that exceeds 10 feet in width. The adjacent properties to the east are occupied by offices and various commercial uses, and are located in the General Commercial (C-G) and Professional/Administrative Commercial (C-P) zones. A level "A" buffer combination for landscaping and screening is required for the east end of the property; the submitted landscape plan complies with this standard by providing a 10-foot buffer with lawn/living groundcover. The adjacent properties to the west are occupied by multifamily housing, and are located in the Medium High-Density Residential (R-25) zone.A level"C" buffer combination for landscaping and screening is required for the west end of the property; the submitted landscape plan complies with this standard by providing a 10-foot buffer, a six-foot-tall wood fence, trees, and shrubs. The applicant is not proposing any modifications to the existing landscaping at the southern end of the property.This standard is met. 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. The applicant proposes retaining walls and fences with gate openings surrounding the new soccer field. Staff reviewed the applicant's site plan and detail drawings to confirm all proposed walls and fences are located outside minimum required setbacks, and comply with the height restrictions outlined above. This standard is met. 18.810 Street and Utility Improvement Standards: 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; The Applicant's site plans show that the proposed onsite storm drainage system is separate and independent of the sanitary sewer system. This standard is met. MMD2016-00037 Westside Christian High School 6 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 the onsite storm drainage system is designed with several inlets to collect,convey,and direct storm run-off to an onsite existing detention facility. This standard is met. 3. Surface water drainage patterns shall be shown on every development proposal plan. The Applicant's site plans also show a storm system including inlets, storm filter facilities, detention facilities as well as over grading of the site. This standard is met. B. Easements. 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 subject site is not traversed by a watercourse,drainageway,channel,or stream. This standard does not apply. 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). The subject site does not have any upstream drainage flows to pass through the site. This standard had been met as under the previous approved land use file CUP-2011-00002. 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 site plans show the storm run-off is being collected and conveyed to the existing onsite detention pond. The site plans also show the storm run-off is being treated by filter inlet and filter manhole prior to discharge into the existing pond. However, no stormwater analysis report is submitted. The Applicant must submit a stormwater analysis report prepared by a registered engineer to demonstrate that stormwater run-off generated by the proposed development is designed in compliance with the current Clean Water Services Design and Construction Standards. CONCLUSION: This proposal is in compliance with the applicable requirements of this Title, and is a minor modification of an approved conditional use. SECTION V. PROCEDURE AND APPEAL INFORMATION Notice: Notice was posted at City Hall and mailed to: MMD2016-00037 Westside Christian High School 7 X The applicant and owners X Affected government agencies Final Decision: A Minor Modification is a Type I procedure. As such, the Director's decision is final on the date it is mailed or otherwise provided to the applicant,whichever occurs first. The Director's decision may not be appealed locally and is the final decision of the City. THIS DECISION IS FINAL ON JANUARY 30, 2017 AND BECOMES EFFECTIVE ON JANUARY 31, 2017 Questions: If you have any questions,please contact Lina Smith at (503) 718-2438 or LinaCS e,tiga_�d-oror.gov. -lanuary 30.2017 APPROVED BY: Lina Smith Assistant Planner MMD2016-00037 Westside Christian High School 8 MAILING / NOTIFICATION RECORDS r ■ City of Tigard January 25,2017 Westside Christian High School Attn: Dan Davis 8200 SW Pfaffle Street Tigard,OR 97223 Project: Westside Christian High School Minor Modification of Approved Conditional Use Site: 8200 SW Pfaftle Street Land Use File: MMD2016-00037 Dear Mr. Davis: Please be advised that the above referenced land use application has been deemed complete as of January 25, 2017, in accordance with Tigard's submittal requirements and Oregon Revised Statutes 227.178. The 120-day deadline by which the City must reach a final decision on this application is May 25,2017. If you decide to withdraw your application before a decision is rendered, please be aware that application fees may not be fully refundable. Please feel free to contact me at (503) 718-2438 or via email at LinaCSQtiea�rd=or.gov should you have any questions. Sincerely, Lina Smith Assistant Planner Copy: MMD2016-00037 Land Use File Neil Pietrok,Pietrok Engineering&Resources 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.639.4171 TTY Relay: 503.684.2772 • www.tigard-or.gov APPLICANT MATERIALS City of Tigard Y . COMMUNITY DEVELOPMENT DEPARTMENT Minor Modification — Type I Application PROPOSAL SUMMARY (Brief description) REQUIRED SUBMITTAL See attached letter describing the minor changes from ELEMENTS CUP 2011-00002, N Owner's Signature/Written Authorization ;ia-`Title Transfer Instrument or Deed WX Site Plan(2 large plans drawn to scale and one reduced to 8.5"xl lV2") N Applicant's Statement/Narrative Property address/location(s): 8200 SW Pfaffle Street,Tigard,OR (2 copies)Address criteria in: Tax map and tax lot #(s): IS136CCOOIOO M Filing Fee Site size: 7.44 Acres FOR STAFF USL ONLY Applicant*: Westside Christian High School,Dan Davis,BOD Case No.V?20191'-0000V2"6'1 Address: 8200 SW Pfaffle Street Related Case No.(s): City/state: Tigard, Oregon Zip: 97223 Application Fee: Phone:503-697-4711 Email: miHerowchsonfine.org Application accepted: PROPERTY OWNER/DEED HOLDER(S)* X Same as Applicant By: A_e__ Date:t242a� Name: Application determined comple7t Address: By: Date: City/state: Zip: 1:\CURPLN\Masters\Land Use Applications Rev.11/24/2014 Contact name: C— -e Phone number: S 0 3 -7 When the owner and the applicant are different people,the applicant must bethe purchaser of record or a lessee in possession with written authorization from the owner or an agent of the owner.The owner(s)must sign this application in the space provided on the back of this form or submit a written authorization with this application. APPLICANT'S STATEMENT The applicant's statement must include a summary of the proposed changes. Criteria in either !,,� iwl i)i,i 1�, or !,8,',',t I.; 1� i,' must be addressed with a detailed response to each criterion. Failure to provide the information needed to process the application would be reason to consider an application incomplete and delay review of the proposal. In addition,the Director must find that the proposed change is in compliance with all applicable requirements of Title 18 of the Tigard Development Code.To complete this review,the Applicant's proposal must include a discussion indicating how the site expansion/change will continue to comply with the maximum setback,building height,parking,and landscaping standards. Other requirements of this tide such as clear vision,solid waste storage,non-conforming situations, signs,and tree removal may also be applicable depending on the type and location of the proposed modifications. City of Tigard - 13125 SW Hall Blvd. - Tigard,Oregon 97223 * www.tigard-or.gov - 503-718-2421 - Page I of 2 APPLICANTS To consider an application complete,you will need to submit ALL of the REQUIRED SUBMITTALELEMENTS as described on the front of this application in the"Required Submittal Elements"box. THE APPLICANTS) SHALL CERTIFY THAT: • The above request does not violate a"deed restrictions that may be attached to or imposed upon the subject properly. • If the application is granted,the applicant will exercise the rights granted in accordance with the terms and subject to all the conditions and limitations of the approval. • All of the above statements and the statements in the plot plan,attachments,and exhibits transmitted herewith,are true;and the applicants so acknowledge that any permit issued,based on this application,may be revoked if it is found that any such statements are false. • The applicant 4readire contents of the application,including the policies and criteria,and understands the requirements denying the application. SIGNATU net of the subject property required. Dan Davis Applican si at e Print name Date I Dan Davis j Z� Owner's signature v Print name Date Owner's signature Print name Date ADDITIONAL OWNER/DEED HOLDER INFORMATION Name: Name: Address: Address: City/state: Zip: City/state: Zip: Signature: Signature: MINOR MODIFICATION APPLICATION City of Tigard • 13125 SVG'Hall Blvd. • Tigard,Oregon 97223 • www.tigard-or.gov 503-718-2421 • Page 2 of 2 Washington County,Oregon 2016-058918 D-MST Stn=27 S AKINS 07/28/2016 10:47:18 AM $10.00$11.00$5.00$5.00$20.00 520.00 $71.00 Lawwraidell; 1,Richard Hobernicht,Director of Assessment and Taxation and Ex- ounty,Oregon,do hereby Officio County Clerk for Washington C certify that the within instrument of writing was received and recorded in the book of records of said county. Commercial Branch Richard Hobernicht,Director of File No.32F0005218 Assessment and Taxation,Ex-Officio Return to: Westside Christian High School,InC 8200 SW Pfaffle Street Tigard OR 97223 APPOINTMENT OF SUBSTITUTE TRUSTEE PAGE ISA AND RECONVEYANCE OF TRUST-DEED AWOF (Lost Note and/or Trust Dead) DOCU RECITALSRUSIEDONOTRWdVE A. The parties to this instrument are; Present Beneficiary Pacific Continental Bank as successor to Capital Pacific Bank Successor Trustee Lawyers Title of Oregon,LLC,an Oregon Limited Liability Company B. The undersigned present beneficiary, herein "Beneficiary," is the present owner and holder of the obligations secured by the trust deed,herein'the Trust Deed,"whose parties,date and recording information are as follows; Grantor Westside Christian High School,Inc. Original Trustee Fidelity National Title Company of Oregon Original Beneficiary Capital Pacific Bank Recording Date April 30,2013 Recording Reference 2013-038468 County of Recording Washington C. Beneficiary has received payment in full of the note,herein*the Note,'and other obligations secured by the Trust Deed and desires to appoint Lawyers Tide of Oregon, LLC, an Oregon Limited Liability Company,herein "Trustee,"as successor trustee for purposes of reconveying the Trust Deed. APPOINTMENT AND RECONVEYANCE I Holder of Indebtednes . Beneficiary warrants that it is the legal owner and holder of all indebtedness secured by the Trust Deed. 2. Substitution of Successor Trustee. Beneficiary appoints Trustee as successor trustee under the Trust Deed,with all the powers provided therein and allowed by law. 3. Reauest for Reconveyance. Beneficiary hereby requests and directs Trustee, upon payment to Trustee of any sums owing to it under the terms of the Trust Deed or provided for by law, to waive cancellation of such evidences of indebtedness secured by the Trust Deed as may not be found by Trustee and to reconvey, without warranty, to the parties designated by the terms of the Trust Deed the estate now hold by Trustee under the same. This reconveyance does not affect the personal liability of any person for payment of the indebtedness secured by the above trust deed. 4. Indemnification. In consideration of Trustee's reconveyance herein of the Trust Deed, Beneficiary,jointly and severally,for themselves,their heirs, personal representatives, successors and assigns, hereby covenant and agree forever fully to protect, defend and save harmless Trustee from any and all losses,costs, damages, attorney fees and expenses of every kind and nature which the Trustee may suffer, expend or incur as a consequence of the perforn-ance of the execution of this Instrument and delivery and recordation of same and of Trustee's performance of Trustee's duties hereunder. Appointment of Trustee&Reconveyance-Lost Documents ORRQ 4/2010 Page 1 of 2 P-4 Washington CaudK Oregon 004 09:24:OT AM 2004-096328 SILO 10.00111A 1400IN TOM a 54^00 111111111111 t� AtWreoor&V MUM UK(NwftAddre ll��llIIlll[ 1 [ -9- .q.m '4P.. 020014E an w*dl Attn:Robert Jarnisaiii UN requesivid 00wwkC sW aft;;;wwarords to. .0 Q&0*.Ad&vW Tip) Jerry It (A -C-1 ly- ikc-Ch!Jr ------- --------- 9200 0 AorUaitdLPIK -!?M ---------- SPACE ABOVE RESERVED FOR RE60RDERS USE 31 D WARRANTY DEED Stephen Bmsch,Cvwft,coNsys and WgIrents to Cfty BUS Churdfi an 0"M 601,0(3)ftn_prat corporation,Grantee,the f0IbwftV described reel property free of ancurnbranoes,except as 9130101110110Y Set forth herein,sft8t6d In Ww"rWon County,State of Oregon,desoribed as fotlw,%to- wit See Exhibit W attached hereto and by this reference incorporated herein WAMINGTON COMY Property Account Number MOM REi4t FRO pqMTPAMRR7AX dio $ The property Is free from encumbrances,except an attached EWubk Er t:PAfti OR$The true considerttlon for JWs conveyance Is S4,66,040.00, (Here O0MpIywith jeqAwwftOf" 93.03D.) Dated; June—d'2004 THIS IMOTRUMENT WILL NOT ALLOW USE OF THE PROPERTY DESCRIBED IN TINS ONTR IN VWLATIWL OF APPLICABLE LAND USE LAWS AND RWtIATIONS BEFORE 9lSNWGoRAccEFlw= PERSON ACQUIRING I=TITLE TO THE PROPERTY SWULO CHECKWUH THE APPROPRIATE CRY OR COUNTY PLAIINING 09FAWMENT TO VERIFY APPROVEID USES AND TO OETERIMNE ANY LRsrM ON LAMMUMES A"NST�FARYNB LIR PRACTICES IN ORS 30M. 't .0, StaphewSilegffi sTATr:of County of -A"v4:jtj& The forsipoing instrizaW was acknowkxiged before me on ffft M day of Jww 2004 by Stephen Barasch. FpWy loub�ilh&Wfor a my oonerrunian BR M-A RM' NOTARY R"STATEOFAVY10W NQ,wW04WOF . IN ROCKLAND COUNTY WESTSIDE CHRISTIAN HIGH SCHOOL 2t Sw niN£5 P9 I FIELD IMPROVEMENTS, SHEET LIST w�S CHRISTTIANIAN HS I I SHT.# SHEET NAME 1 G01 TITLE SHEET 12 C01 GRADING PLAN NORTH 2 G02 CONSTRUCTION NOTES 13 CO2 CURVE TABLES 3 G03 EXISTING CONDITIONS 14 CO3 ROAD PROFILE VICINITY-MAP 4 G05 LAYOUT PLAN 15 C10 WALL LAYOUT P� 16 C11 WALL PROFILES/SECTIONS 1 Q 5 EC01 EROSION CONTROL 17 C12 WALL PROFILES/SECTIONS 2 N 6 ECO2 EC DETAILS 18 C30 CIVIL DETAILS 19 C40 FENCES AND RAILINGS -- -- — --- -- — - 7 D01 DEMOLITION 20 C41 FENCES AND RAILING DETAILS SW PFAFFLE STREET 8 D02 TEMPORARY FACILITIES 21 L01 LANDSCAPING a� 9 U01 UTILITY PLAN 22 L01 LANDSCAPE DETAILS P���sSR 10 UO2 STORM DRAIN PROFILE NEv� W" (E)ACCESS 11 UO3 UTILITY DETAILS 23 E01 FIELD LIGHTING 24 E02 STREET LIGHTING 25 E03 ELECTRICAL DETAILS a TOR ELECTRICAL ENGINEER PROJECT OWNER CONTRACTOR +�PQP�E Z WORK SOCCER _ O WESTSIDE CHRISTIAN HS GREGORY PACIFIC CORPORATION EVANS ENGINEERING AND CITY OF TWR D FIELD !— 8200 SW PFAFFLE ST. 11650 SW 67TH AVE CONSULTING LLC U TIGARD,OR 97223 PORTLAND,OR 97223 12745 SW BEAVERDAM RD. (503)697.4711 BEAVERTONOR97005 Approved by Planning _ _ OWNER'S REP CML ENGINEER LANDSCAPE ARCHITECT Date. Z Q PROBITY BUILDERS LLC PIETROK ENGINEERING&RESOURCES GLENDON SMITHInitials: S NORTH p WESTSIDE U 12745 SW BEAVERDAM R0. 11732 NW LAIDLAW RD. MAINLINE DESIGN INC. CHRISTIAN HIGH BEAVERTON,OR 97005 PORTLAND OR,97229 19703 SUNCREST DRIVE SCHOOL O (503)626-1700 (503)793-3469 WEST LINN OR,97068 SITE MAP LL ~ WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET 0 < z ` < leeaw M"�'�"�"'" WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS 1 25 Iou Nw uaAw now + �•cm wm "°° WE8T81L�E p°°'"'"""8°` TITLE SHEET Ll m°0 701011°" CHR/BTIAN �ave GR�vMGRUMBER w�<W� rtw w e c o W. REVI31(X! I�H—AiE 90.601 GENERAL NOTES GENERAL GRADING AND EROSION CONTROL LEGEND: STORM TABLE(EXIST.): 1. ALL REFERENCES TO CITY DESIGN STANDARDS REFER TO THE 1. SEE ADDITIONAL NOTES ON SHEET EC01 AND ECO2. BUILDING OUTLINE WITH DOORCONCRETE SURFACF O STORM MANHOLE CURRENT STANDARDS. 2. APPROVAL OF THIS EROSION CONTROL(ESC)PLAN DOES NOT CONSTITUTE ON APPROVAL OF PERMANENT ROAD OR -- _ RIM 22201' 2. THE CONTRACTOR IS TO RECEIVE THE APPROVAL OF THE CRY OF ANY DRAINAGE DESIGN(E.G.SIZE AND LOCATION OF ROADS,PIPES,RESTRICTORS,CHANNELS,RETENTION FACILITIES, ASPHALT SURFACE UNABLE TO OPEN PROPOSED CHANGES TO THE PLANS OR STANDARD REQUIREMENTS. UTILITIES,ETC.) /F'//4'/-////////Nh'%/- WALL ------------- O 3. CONTRACTOR SHALL VERIFY DEPTH AND LOCATION EXISTING 3. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION,MAINTENANCE.REPLACEMENT,AND BUILDING OVERHANG STORM MANHOLE(FLOW CONTROL) RIM=222 55' UTILITIES AND POINTS OF CONNECTION PRIOR TO ORD ERING UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTOR UNTIL ALL CURB LINE IE 18"IN(E)=zl]as' MANMOLES.IF DISCREPANCIES ARE FOUND,CONTRACTOR SHALL CONSTRUCTION IS COMPLETED AND APPROVED,AND VEGETATION OF LANDSCAPING IS ESTABLISHED. EDGE OF ASPHALT SUMP PUMP OUT IN) NOTIFY THE CITY. 4. THE ESC FACILITIES ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND GRADING RIGH OF-WAY LINE O CATCH BASIN ACTIVITIES,AND IN SUCH A MANNER AS TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER THE DRAINAGE EA5Em6xr HNf RIM=x21.]8' SYSTEM OR VIOLATE APPLICABLE WATER STANDARDS. FULL OF WATER STORM SEWER NOTES S. THE ESC FACILITIESSHOWNON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS LOTUNE O CURB INCE DURING THE CONSTRUCTION PERIOD,THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED PROPERTY UNE FLOW LINE=223 54' 1. GRANULAR BACKFILL(3/4"-0)IS TO BE COMPACTED TO 95%MAXIMUM STORM EVENTS AND TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT LEAVE THE SITE, ELECTRICALLINE IF 12"IN(E)=218.54 DRY DENSITY PER AASHTO T-180 TEST METHOD AND NATIVE MATERIALr --- IF 12"OUT 1W)=x1834' 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY TELECOMMUNICATIONSUNE SHALL BE COMPACTED(095%OF IN-PLACE DRV DENSITY OF TO ENSURE THEIR CONTINUED FUNCTIONING. STORM UNE O CURB INLET SURROUNDING SOIL. 7. THE ESC FACILITIES ON INACTIVE SITE$SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH,OR SANITARY SEWER U NE FLOW LINE=224.60' IE 1"!N ISE)=222.60' 2. ALL MATERIALS,INSTALLATION,TESTS,AND INSPECTIONS TO BE IN WITHIN 24 HOURS FOLLOWING A STORM EVENT. WATER LINE IE 12"IN(Q=ui is' STRICT ACCORDANCE WITH THE CITY OF TIGARD STANDARD 8. AT NO TIME SHALL MORE THAN ONE FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A TRAPPED CATCH IE 12"OUT ryJ)=22215' GAS LINE CONSTRUCTION SPECIFICATIONS. BASIN ALL CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING.THE CLEANING CIV KNEAD UTILITY LINES O CATCH BASIN OPERATION SHALL NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM. RIM=224.06' 9. STABILIZED CONSTRUCTION ENTRANCES SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND I ) UNDERGROUND LINE PER A RLI S IE B"OUT(SW)=222 IT MAINTAINED FOR THE DURATION OF THE PROJECT.ADDITIONAL MEASURES MAY BE REQUIRED TO ENSURE THAT ALL T SIGN (D CATCH BASIN EROSION CONTROL SUMMARY PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. DOUBLE POST SIGN RIM=22215' 10. CLEAN WASTE MATERIAL EXCAVATED FROM ROAD CUT OR TRENCHING AREAS NOT USED IN STREET FILL AREAS B BOLLARD IE 10"OUT(NWT•x19]0' 1. THE INTENT OF THE REQUIREMENT IS TO PREVENT SILTATION FROM SHALL BE REMOVED FROM SITE. •FP FUG POLE REACHING STORM DRAIN SYSTEMS AND DRAINAGE WAYS. O CATCH BASIN 11. DURING CONSTRUCTION,STRAW WATTLES,CUTOFF TRENCHES OR SOME OTHER METHOD OF RUNOFF CONTROL D/W DRIVEWAYENTRv RIM=22133- 2. AGRAVEL PAD,AT LEAST SO FEET LONG,IS REQUIRED WHERE SHALL BE USED TO PREVENT EROSION AND/OR SILTATION FROM CROSSING OUTSIDE THE WORK AREA BOUNDARIES. HCR HANDICAP RAMP N10"OUT(W)=219.73' VEHICLES WILL LEAVE THE CONSTRUCTION SITE. 12. LARGE ORGANIC MATERIAL,MISCELLANEOUS PIPE OR CONSTRUCTION MATERIAL MUST BE REMOVED FROM THE o BIKE RACK O STORM MANHOLE 3. ASEDIMENT BARRIER IS TO BE CONSTRUCTED OF STRAW BALES ORA SITE AND DISPOSED OF PROPERLY. MB MAa80z RIM=242.08' SEDIMENT FENCE WHERE SEDIMENT WILL CROSS OUTSIDE THE WORK 13. NO FILLING OR CUTTING SHALL BE DONE OUTSIDE OF APPROVED GRAOING AREAS. •RD ROOF DRAIN IEIN(SW)234.908 AREA. LO 4. WHERE EXCAVATED MATERIAL IS PLACED ON HARD SURFACES, • EL RICALJUNCTIONBOK IE 12"OUT(NW)=23488' MATERIAL MUST BE BROOMED OR SCRAPED CLEAN AS SOON AS • ELECTRICAL METER iD CATCH BASIN POSSIBLE. • EIECTRICALCABINET RIM=24121' GUY ANCHORIE 10"IN IS)=21110' IF 30"OUT IN)=235 96' • POWER POLE • • OVERHEAD LIGHT11 CATCH BASIN RIM,FU,,' • POWER POLE/OVERHEAD LIGHT IE6"IN ISE)=23762' IN(SWI=23].52' PROJECT CONTROL: GAS METER IE10'DUT(N)=237.32' NOTES: G73VALVE 12 CATH.ASIN 1.)VERTICAL DATUM.CITY OF TIGARD(NGVD 29) STATION DESCRIPTION NORTHING FASTING ELEVATION •® SANITARY MANHOLE WITH STRUCTURE RIM-22361' RATION iq NT I. BENCHMARK:BRASS DISK SET IN THE CURB ON THE NORTHEAST CORNER OF SW 78TH AVENUE AND PFAFFLE 201 MAG NAIL W/WASHER"KPFF CONTROL" 5142.37 6637.66 222.18' ® STORM MANHOLE WITH STRUCTURE UNFILTABLE TO MEASU0. STREET. • -1 BASIN/AREA DRAIN 13 BENCHMARK NO.36 ELEVATION=229.75' 202 MAG NAIL W/WASHER"KPFF CONTROL" 5176.73 6957.14 22417' STORM MANHOLE CURB INLET RIM=241.50' 204 SCRIBED"X"IN CONCRETE 4462.57 7168.72 237.73' . AREA DRAIN IE 10'OJ(NW)=235.90' 2.)BASIS OF BEARINGS FOR THIS SURVEY IS THE EASTERLY LINE OF THE PARCEL AS SOUTH I3=24'30"EASTIE 12"OUT(S)'23420' AS ESTABLISHED FROM FOUND MONUMENTS,PER DEED DOCUMENT NO.2004-096328. 205 SCRIBED"X"IN CONCRETE 4428.05 6817.94 239.57' . SANITARY/STORM CLEAN OUT 34 ..ASIR FLY NI 206 MAG NAIL W/WASHER"KPFF CONTROL" 4753.85 673368 242.25' SATARY/STORMSTRUCTUREO RIM-241.20' TELECOMMUNICATION:MANHOLE 1111'.OUT 111=23]30' 3,)BOUNDARY Y AND EASEMENTS SHOWN HEREON ARE BASED ON AVAILABLE PUBLIC RECORDS FOUND FOR 207 MAG NAIL W/WASHER"KPFF CONTROL" 5178.23 6612.89 222.07' TFLVLT TELECOMMUNICA70N5 VAULT 15 THE SUBJECT PROPERTY CATCH BASIN 208 MAG NAIL W/WASHER"KPFF CONTROL" 4863.79 7044.91 242.02' TP. TELECOMMUNICATIONS RISER RIM=241.14' = 4.)UTILITY LOCATIONS SHOWN ARE PER FIELD LOCATED UTILITY PAINT MARKS&REFERENCE MAPS MADE 209 MAG NAIL W/WASHER"KPFF CONTROL" 4639.86 7074.19 24176' • RED ESTRIANCONrgOL SIGNAL ARM 16 IE 10"OUT IE) 238.29' AVAILABLE BY THE VARIOUS UTILITY PROVIDERS.UNLESS INDICATED,DEPTHS OF UTILITY LINES ARE NOT IS TRAFFIC CONTROL SIGNAL ARM DRCH INLET 210 5/8"IR W/RED PLASTIC CAP"KPFF CONTROL" 434508 6907.16 228.99' RIM=218.17' AVAILABLE.ALL UTILITY LOCATIONS SHOULD BE FIELD VERIFIED(POTHOLED)PRIOR TO CONSTRUCTION. ® TRAFFIC SIGNAL POLE IE 18"OUT IW)=21755' 211 5/8-IR W/RED PLASTIC CAP"KPFF CONTROL" 4509.39 6747.72 245.02' N WATERVALVE 11 DI CH INLET 212 5/8'IR W/RED PLASTIC CAP"KPFF CONTROL" 4685.74 6701.93 242.36' Y FIRE HYDRANT RIM=220.95' IE16"OUT1W)=220.42' 300 MAG NAIL W/WASHER"KPFF CONTROL" 4929.07 7007.65 240.11' `N IF WATER METER -4 FIREDEPARTMENTCONNECT 301 14/8"BRASS CAP"KPFF CONTROL" 4810.61 7042.14 1 242.83' 0 WATER MANHOLE 302 MAG NAIL W/WASHER"KPFF CONTROL" 4666.26 7080.40 241.62' WVLT WATERVAULT 8 HOSE BIB 303 SCRIBED"X"IN CONCRETE 4462.55 7168.73 23775' •ICV IRRIGATIDN CONTROL VALVE 304 1-1/8'BRASS CAP"KPFF CONTROL" 4363.53 682997 235.07' • IRRIGATIONCONTROLRISER DECIDUOUS TREE 305 1-1/8"BRASS CAP"KPFF CONTROL" 4474.86 6829.71 242.22' -PERI METER REPRESENTS DRIPUNE CONIFEROUS TREE 306 MAG NAIL W/WASHER"KPFF CONTROL" 4780.00 6798.70 241.81' -PERIMETER REPRESENTS DRIPUNE • MONUMENT "41 PROJECT CONTROL POINT FILf 010co2 WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET 92]]°> ( LLQ DESbNER x`04 IMEBTSIDIE`�R°�""" WESTSIDE CHRISTIAN HS FIELD IMPROVEMENOL TS °F 25 �' 1(732 I4N/LADLAW ROAD NDP 6'200 SW PPAFRE 8T. 2 �O°7M DRA ER WESTSIDE „oAIS"P xPLE Pff DN.0 GHF2/BTIAN CONSTRUCTION NOTES ORANANG NUMBER REVIEWER I D N RD NO D Rw No, REVISION DATE j 030-G02 Lu GENERAL NOTES r m ((/ N 1. SEE SHEET G02 FOR GENERAL NOTES,SYMBOLS,LEGENDS AND CONTROL POINT DATA. 2 ECOi FOR THE LOCATION OF THE TEMPORARY ADA PATH DURING, SESHEET CONSTRUCTION. 3. PROTECT THE EXISTING STORM DRAINAGE POND FROM SEDIMENTATION DURING THE ENTIRE PROJECT. / ,';;;"`+` - \o� i iacH•3ofEEi d. THE EXISTING VEGETATED SWALES CANNOT BE REMOVED UNTIL THE NEW STORM WATER -�` 'i�r;`,��v ''-..,,ti • Sw^ TREATMENT SYSTEM IS IN PLACE,SEE SHEET U01 PA • '`` "r w FFSTI l +'�'�"`- \ PROJECT LIMITS 5. MINIMIZE ACCESS DISRUPTIONS TO THE HIGH SCHOOUCHURCH BUILDING. w w� \ .+1.� '`'"''�;x?,• .W\_�"�, '- / EXISTING STORM DRAINAGE SWALES rr� � .. .' LL w w M —_�-—— � � '�=i.�.��..,".. EXISTING DRIVE AND ADA PATH EL M W k J U Z ILLI !A W x. Q F- ILL W U a O � Q co I PROJECT LIMITS x N Q W W W Y LU Q \\ Z Q / s in PROJECT LIMITS EXISTING TRASH ENCLOSURE r r TO REMAIN i WESTSIDE CHRISTIAN g HIGH SCHOOL `Ioio.cwJ WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET AND REBOURCEB LLC p g Eq O"'s"A" WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS OM 3 25 I M LADLAW ROAD esoo aw PFAFRE ar. PORTLAND.OR DauiEa WESTSIDE 7gAfp,Op p7421 DRAWING NUMBER so; GHRIBTIAN EXISTING CONDITIONS �' a REVISION DATE BV 030-G-03 PONDSwPFAFp�E ` � LAYOUT NOTES 1. RETAINING WALL 21, 2. ASPHALT ROAD xis 11 �L .�.t \ 3. 6-FENCE 4. PLANTER WALL ADA ACCESSIBL A `iit, " / 8. BACKSTOP NETTINGING LK (20(20HIGH) 7. &DOUBLE SWING GATE 4 8. ADA CROSSWALK 9. VIEWING PLAZA � 10. 4'FENCE e 7 11. IN-GRADE SEATING(2-X2'RETAINING WALL SEGMENTS) / 15 12. FIELD LIGHTING(SEE ELECTRICAL) 5 13. SCOREBOARD(MODELTBD) 14. PORTABLE RESTROOMS(X2 INCLUDING I ADA) 15. STORAGE AREA 13 3 16. FIELD SLOP E.0.5%CENTERLINE DOWN TO END LINES 17. FLAG AREA 1 Z 1 18. GATE WITH ADA FIELD ACCESS W 19. TEMPORARY ADA PATH DURING CONSTRUCTION Z LL I❑� � 5 N OO 7 16 16 � I I Eo 6 6 W � � I �ry I r I � I � \ I I � i I I I - I �, 18 I I 10 11 1 ROTATION 13.42° �se_____em 33m���_ nv\ 5 9 °z 9 —❑ in -^ 1INCN 21 FEET WFSTSIDE CHRISTIAN' - WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET 4xi7e, AND REBOURCE13 LLC "�18°EC7f°I'"" WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS OF 25 GP433WM Q W32 NW LI�LAW ROAD OE8I SER 4 PORTLAND,OR°�D WESTSIdE 820 SWPFA�ST. DRAFTER CHRIBTIAIV "°"R°'°"°' LAYOUT PLAN Pte - 0 CN.0 DRAWING NUMBER REVIEWER 0 0 t No. REVISION DATE BV 030-1304 600 LF SILT FENCE •j j lI s WESTSIDE CHRISTIAN :?/ HIGH SCHOOL INSTALL CB INSERT, •� TYP.OF2 A• A�; 9 - INSTALL CB INSERT / l� EROSION CONTROL PLAN 420 LF SILT FENCE SCALE:1'•30' EC01 SCAD IsLE 2 O z 30 ti 11NCH=3D FFn = JW WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET C CANDLLC HOH8*001`- WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS5 �Jmazmy LAOLAW FKX 3-3M WESTS'I�E �"; S' EROSION CONTROL -� � CHR►BTIAN DRAWING NUMBER s D N 030-EC01 ND. REVISION DATE BY NOTES: I R �A ' AI ENRNFALLANDRUNOFF OCCURS DAILY INSPECTIONS OF THE EROSION AND SEDIMENT CONTROLS AND DISCHARGE OUTFAllS M—PROVIDED AHGLFl-IRDR FABRIC YG" BY SOME ONE KNOVRKS FOR THE AND EXPERIENCED IN THE PRINCIPLES,PRACTICES,INSTALLATION,AND MAINTENANCE OF EROSION AND BEGIMENT FENCE TO ASSURE SOIL IS TRAPPED aO. COMMMS WHO HDdSA,TFE" +w„ CONSTRUCTION ACTIVITIES MUSTAVOID OR MINIMIZE EXCAVATION AND CREATION OF BARE GROUND FROM OCTOBER I THROUGH MAY SI EACH YEAR. EY I + I d WRING WET WEATHER PERIOD,TEMPORARY STABILIZATION OF THE SNE MUST OCCUR AT THE END OF EACH WORKDAY 4. SEDIMENTCONTROLS MUST BE INSTALLED AND MAINTAINED ONALLDOWN GRADIENTSDESOF THECONSTRUCTION SITEATALLTIMES DURING \ \ \ CONSTRUCTION.THEY MUST REMAIN M PLACE UNTIL PERMANENT VEGETATION ON OTHER PERMANENT COVERING OF EXPOSED SOIL IS ESTABLISHED S. ALLACTIVE INLETS MUST HAVE SEDIMENT CONTROLS INSTALLED AND MAINTAINED AT ALL TIMES DURING GONATRUCTION,UNLESS OTHERWISE INTERLOCKEDamt. S..Ix AFPROVEOASURFALE MOUNTED AND ATTACHABLE—APED FILTER BAG IS REQUIRED FOR ALL CURB INLET CATCH BASINS. Z'.Z'POSTS CLOW PIr RDx DRB-B°LOW RGD A SIGNIFICANTAMOUNTSOFSEDIMENi WHICH LEAVES THE SITEMUST BE CLEANEDUPWTTHINN NOURSANDPLACED BACK ON THESITEAND STABILIZED AND ATTACH PLAN VIEW NIS OR PROPER LY DISPOSED.THE CAUSE OF THE SEDIMENT RELEASE MUST BE FOUND AND PREVENTED FROM CAUSING A RECURRENCE OF THE PRECvi rT DISCHARGE WITHIN THE SAME N HOURS.ANY IN-BTREAM CLEAN UP OF SEDIMENT SHALL BE PREFORMED ACCORDING TO THE OREGON DEPARTMENT USE STITCHED LOOPS cEOTFmU ns OF STATE LANDS REQUIRED TWE FRAME. WIN ovER 2'.2'POSTS NOTES: i. SEDIMENT MUST NOT BE INTENTIONALLY WASHED INTO STORM SEWERS DRAINAGE WAYS,OR WATER BODIES ma eKpe. ° FLUR ENS". 20 ux FOS SINGLE FMSL allo W Pix RESID.- SEDIMENT MUST BE REMOVED FROM BEHIND ALL SEDIMENT CONTROL MEASURES WHEN R HAS REACHED A HEIGHT OF IBRD THE BARRIER HEIGHT, WE AND PRIOR TO THE CONTROL MEASURES REMOVAL 2'-8OR STEEL sxmnxcE Urnal cussaWa 9. ANBE IOST CLEING OF ALL STRUCTURES WITH SUMPS MUST OCCUR WHEN THE SEDIMENT RETENTION CAPACITY HAS BEEN REDUCED BY SE%AND AT COMPLETION OF PRaeCT. F PAVENBNT B' lx SIDES DF FLEA FABRIC O.ANY USE OF TOXIC OR OTHER HAL AQUA MATERIALS MUST INCLUDE PROPER STORAGE.APPLICATION AND pISPORAL. � , 't.THE PERMUME MUST PROPERLY MANAGE HAZARDOUS WASTES.USED OILS.CONTAMINATED SOILS,CONCRETE WASTE,SANITARY WASTE,LIQUID WASTE,OR OTHER TOXIC SUBSTANCES DISCOVERED OR GENERATED DURING CONSTRUCTION PROFILE D-1 xo 9w 'ION°0, 12.THE APPLICATION RATE OF FERTILIZERS USED TO REESTABLISH VEGETATION MUST FOLLOW IMNUFACTURERB RECOMMENDATIONS x15 NUTRIENT RELEASES FROM FERTILIZERS TO SURFACE WATERS MUST BE MINIMIZED.TIME RELEASE FERTILIZERS SHOULD BE USED AND CARE SHOULD NOTES: TML wIu FREHM TRrLKIxc OR ROwxc OF BE MADE IN APPLICATION OF FERTILIZERS WITHIN ANY WATER WAY RIPARIAN ZONE. ------'-------------------- R 1 THc ExTw.vOF sxMi BE uxHrtuum IN n OONOmOx r FILTER FABRIC MATERIAL - - T ixG, a AHD/OR cUsx T3. OWNER OR DESIGNATED PERSON SHALL BE RESPONSIBLE FOR PROPER MSTAUATIGN AND MAINTENANCE OF ALL EROSIONAND SEDIMENT CONTROL 2.1. —36'WIDE OLLS OVT OF INY NFASWEs usm m iaAP SmIMEM. MEASURES.IN ACCORDANCE WITH CURRENT CLEAN WATER SERVICES STANDARDS AND STATE AND FEDERAL REGULATIONS 2. ALM NECESTm.RxED3,T S BE BE DON PMOR TO EA BOAS oxm Puauc mwT-oF-wnv I /^__ D WHEN w WOR'SHISNO Is IZIOO,rt 51ULL BE DONE ON AV AREA STNHu2ED wIM CRuSxm STONE PRIOR TO ANY LAND DISTURBING ACTIVITIES.THE BOUNDARIES OF THE CLEARING UMUS.VEGETATED BUFFER E.ANO ANY SENSITIVE AREAS SHOWN ON { I wHEAE w°N x THIS PLPN BHPLL BE CLEARLY DELINEATED IN THE FIELD.UNLESS OTHERWISE APPROVED,NO DISTURBANCE IS PERMITTED BEYOND THE 1 „'--- - --- EMP 1—1 m G—BE IUPL�M[NITn mR IdL2Im Rum Non TH—I AN—R— IS PLAN FtrM `EE MUST MAINTAIN THE DELINEATION FOR THE DURATION OF THE PROJECT. - tlYm9M1SSv5HEu NOTE:VEGETATED CORRIDORS TO BE DEUNEATE,WITH ORANGE CONSTRUCTION FENCE OR APPROVED EQUAL aY of M'uwus Rxx PRIOMTO ANYLAND DISTURBING ACTIVITIES,THE BMPS THAT MUST BE INSTALLED ARE GRAVEL CONSTRUCTION ENTRANCE.PERIMETER SEDIMENT WMAXIMUM SPACING FW OF cUAx 15cQMrna.AND INLET PROTECTION.TRESS BMPS MST BE MAINTAINEDwRTHE ouRATONOFHE TPROJECT. 1aKID F ' FRONT VIEWPaDENr S.re-soIL PDxxND 'BB GLmLXRHE FeBmG TO IT 16.IF VEGETATIVE SEED MIXES ARE SPECIFIED,SEEDING MUST TAKE PLACE NO LITER THA N SEPTEMBER 14P THE TYPE AND PERCENTAGES OF SEED M Mrs PHANNNDAME—NMAxwL THE MIX AM AS IDENTIFIED ON THE PLANS OR AS SPECIFIED BY THE DESIGN ENGINEER 17.WATER-UGHT TRUCKS MUST BE USED TO TRANSPORT SATURATED SOILS FROM THE CONSTRUCTION SITE,AN APPROVED EQUNALENT IS TO DRAIN unL THE SOB ON SITE AT A DESIGNATED LOCATION USING APPROPRIATE BMPS;SOIL MUST BE DRAINED SUFFICIENTLY FOR MINIMAL SPILLAGE CONSTRUCTION ENTRANCE 'B ALLPUMPING OF SEDIMENT LADEN WATER MUST BE DISCHARGED OVER AN UNDISTURBED.PREFERABLY VEGETATED AREA.AND THROUGH A SEDIMENT SEDIMENT FENCE CONTROL BMP B.E.FILTER BAC). DRAWING NO.875 �Ck — I D,F—B 855 R—ED 12-06 B 19.THE ESC PLAN MUST BE KEPTONSIM ALL MEASURES SHOWN ON THE PLAN MUST BE INSTALLED PROPERLY TO ENSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER A SURFACE WATER SYSTEM,ROADWAY,OR OTHER PROPERTIES t REBAR FOR BAO REMOVAL 20. THE ESC MEASURES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS,DURING THE CONSTRUCTION �w000 sr CATCH BFBIN OFAM PER IOD,THESE MEASURES SHALL BE UPGRADED AS NEEDED i0 MAINTAIN COMPLIANCE WITH ALL REWLATIONS. 21.WRITTEN ESC LOGS ARE SUGGESTED TO BE MAINTAINED ONSITE AND AVAILABLE TO DISTRICT INSPECTORS UPON REOVEST. �E 22.IN AREAS SUWEC TTOWINDERGSION.APPROPRMTE BMPS MUST BE USED WHICH MAY INCLUDE THE APPLIOATION OF FINE WATER SPRAYING.PLASTIC voce wArTLss udHo sLoasmmoLas SHEETING,MULCHING,OR OTHER APPROVED MEASURES PROF LE CATCH 23 ALL EXPOSED SOILS MUST BE COVERED DURING WET WEATHER PERIOD, alc[cocoNVro WATTUT -i E%PARSION RESTFN sinrclNowncINOI OG SECT ONSTERN PIPE STANDARD EROSION CONTROL NOTESHLOW FOR SITES LESS THAN 1 ACRE Clean% r�Services r%r%%.RNBRERBLDLKa DRAWING NO. 945 REVISED 12-06 OBE DBIBIBI.M.1..1— TIGxTL.ABDTA GENT—II MTER s°cKENJ WOVEN POLYPROPLENE SACK PLAN VIEW NDTE MITES.' 1 RECESSED CURB INLET CATCH BASINS MUST BE BLOCKED WHEN USING FILTER rn FABRIC INLET SACKS SIZE OF FILTER x ,ox sRm SLgT Da FABRIC INLET SACKS TO BE DETERMINED PwxlwxG ANoossax NNAsu BY MANUFPCNRER. PLwMwAxocesxxxnxuN WATTLES INLET PROTECTION CkanV� ScrviL� TYPE 5 DRAWNG NO.NO DRAWING NO,920 FloDofco2 WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET FIETROK ENGINEERING AM FEBOLF40 LLC WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS 25 _ nM NW LACLAW ROAD NQ HIGH SCHOOL PORILAID,OR 0747= � B100 8YI PPAFPLE$T. y 1 PK 603--7W-3M MU ER WE3TSII�E TaARu,Gn o777a NDP CHRISTIAN EC DETAILS DRAWING NUMBER REVI��R IS N S O M O o I NO. REVISION DATE BY 030-ECO2 SW PFAFFLE STREET NOTES 1. CONTRACTOR TO PROVIDE STAGING PLAN FOR DEMOLITION AND RELOCATIONS TO ENSURE PEDESTRIAN AND VEHICLE ACCESS 1 { THROUGHOUT PROJECT. 2. SEE SHEET U01 FOR UTILITY RELOCATIONS. 3. SEE SHEET C01 FOR NEW GRADES.STOCKPILE EXISTING GRAVEL FOR 1 USE IN RE-GRADED AREAS.SEE KEYNOTEO3 T I 4. TEMPORARILY RELOCATE BOLLARDS DURING CONSTRUCTION.SEE SHEET WS FOR FINAL LOCATIONS.SEE KEYNOTE® 5. REMOVE AND STOCKPILE EXISTING WHEELSTOPS.TYPICAL OF 10.SEE KEYNOTES 1 6. PROTECT ALL TREES ALONG SW PFAFFLE STREET FRONTAGE 5 \ 7. PROTECT TRASH ENCLOSURE AND CONCRETE APRON DURING t CONSTRUCTION 8 TEMPORARILY REMOVE'NO PARKING'SIGNS ALONG EXISTING \ Cj ACCESS ROAD,TYPICAL OF 6.RE-INSTALL ALONG NEW ACCESS ROAD i3 AT REGULAR INTERVALS. �\ LEGEND s1 3 REMOVE EXISTING ASPHALT PAVEMENT 3 S / f REMOVE EXISTING TREES �1 AND VEGETATION 1 { 4 f a DEMOLITION PLAN / I SCALE:1-•30' D01 SCALE as ss no NORTH I INCH=30 fEEi FIELE�Do+ WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET 9 C TTTFa REBOURCEB LL'O DESIDNER waHscHooL IA E WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS OF 25 WM NW LADLAw ROAD SM 7 YpIA.IS , PORn-#m,OR 97= DRAFTER WEe rair)E TIOAID OR»>M�. DEMOLITION DRAWING NUMBER nss ARD RW„° 03-7W-040 °N.LL CHR197IAN REv�EWER ” I a t " D No. REVISION DATE BV 030-DO1 3 _ 2 POND a i,;_., ..t wPFgFFlE gTTEMPORARY FACILITIES NOTES ,- PROVIDE A TEMPORARY ADA ACCESS PATH FOR USE DURING CONSTRUCTION ACTIVITIES.THE MAXIMUM SLOPE SHALL BE 5%EXCEPT WHERE NOTED.THE PATH SHALL BE PAVED WITH ASPHALT AND SHALL / - HAVE A MAXIMUM CROSS SLOPE OF 2%.TEMPORARY PATH MUST BE ESTABLISHED PRIOR TO REMOVAL OF EXISTING ADA PATH. /f/ ••!�"��;5•: KEYNOTES: 6 _ 1. CONNECT TEMPORARY PATH TO SW PFAFFLE STREET SIDEWALK. MAXIMUM LIP AT SIDEWALK SHALL BE 1/4'. 2 PROVIDE TEMPORARY SIGNAGE DIRECTING PEDESTRIANS TO 0 PATH. 3. PROVIDE SIDEWALK RAMP,MAXIMUM SLOPE 8 33%,MAXIMUM / I I LENGTH IS 6'. 4. PROVIDE A MINIMUM 6'X8'LANDING,MAXIMUM GRADE IN ANY 0 DIRECTION IS 2%. 11 S. WHERE PATH CROSSES INTO NEW ROAD,ENSURE RUNNING SLOPE AND CROSS SLOPE DOES NOT EXCEED MAXIMUMS. 6 WHERE PATH CROSSES NEW CATCH BASINS,PROVIDE W TEMPORARY OR PERMANENT ADA GRATING. Zp T. SLOPE FOR TEMPORARY ADA PATH AND NEW PERMANENT W I� WALKWAY IS 8.33%.PROVIDE EITHER TEMPORARY OR PERMANENT RAILING.MAXIMUM RUN DISTANCE FOR THIS GRADE IS 30'. LL 8. PROVIDEA MINIMUM 6'X6'LANDING AT EACH END OF 833%GRADE. 0 I MAXIMUM SLOPE IN ANY DIRECTION IS 2%. O 9. CONNECT TEMPORARY ADA PATH TO EXISTING ADA CROSSWALK. II 10. PROVIDE SIGNAGE THROUGH CONSTRUCTION ACTIVITIES TO I I NOTIFY PEDESTRIANS OF ACCESS CHANGES AND CLOSURES. w TEMPORARY FACILITIES LEGEND j TEMPORARY ADA PATH LOCATION I I I 1 I 1 p I I I I I I I I I I I I I I { I I I I to I I I I 1 I I a j 8 9 II ROTATION 13.12° I =— ------------ ------------ ------------------- ° \ � � SCALE 0 20 LINCH l zo Her ESTSIDECHRISTIANHS . Dox WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET PETROR ENOf�3i0 DATE 2 5 AMLLC CHRISTIAN WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS of maz RW LADLAW ROADQ p PH,SD3-D,DR v7YB �°P 8200 8W PFAFFLE sr. C7 IiK DRa ER WESTSIDE TKIAFD,OR�3 y ""°""'�'°° ND= CHRISTIAN TEMPORARY FACILITIES DRAWING NUMBER REVIEWER I O M S C H RW No. REVISION DATE BV 030-D02 -SW PFAFFLE ST ------------- IN ------------- W PFAFr2iLSiiT Of NEW SO CB 01 -97 9L; , ,"', S ORMFILTER CB POND S, SINGLE CARTRIDGE 11 TYP. RIM ELEV.22410 12 IE OUT 221.80 C7:= N,EW SO MH 13 R.FLEV. ...0 12"IE IN 220.70 � 20.�0 NEW SD FIB#2 12'IE 0'T 2 RIM ELEV. 0 12-IE IN(S) SD PIPE, 12"IE OUT 226.6!r,— TOR nr4LF OF j��pvC$TOR ii.4LFOF S..0050 FTIFI NEW SD MH#2 CCOM RI ELEV.230.00 IT7T ST RMFILTE R 121 E IN(SE)228.00 IE IN":' 12'IE OUT 220.95 5 91 P'NORTH% NEW SO CB 03 0 314 - NOI:EXISTING C.11)ITI.NS SHOVINIOFIINI.R.I.NIIIIIIOSESONLY. RI ELEV. 31.4 D 12'IE IN(S)227.70 6 12-IE OUT 227.So • UTILITY PLAN F3� EXISTING CONDITIONS 5o SCALE SCALE:1150' —25solol 9 I INCH=50 FEET O NEW SO H.1 UTILITIES NOTES RIM ELEV.240.00 2::E OUT 232.00 E IN 233.00 12THE STORMFILTER MANHOLE MUST BE IN PLACE AND ATA MINIMUM BE CONNECTED TO EAST PARKING LOT DRAINAGE • PRIOR TO REMOVAL OF THE VEGETATED SWALES.MONITOR STORM WATER OUTFALL INTO THE POND DURING 28 LF OF CONSTRUCTION,IF EXCESSIVE SEDIMENTATION APPEARS,TAKE CORRECTIVE ACTION.AS NEW CATCH BASINS ARE STORM SoS ER INSTALLED,PROVIDE EROSION CONTROL INSERTS DURING CONSTRUCTION ACTIVITIES. 7 0671 FT/FT KEYNOTES: 1. REPLACE EXISTING CATCH BASIN WITH A STORMFILTER,SINGLE CARTRIDGE CATCH BASIN,PROVIDE NEW STORM PIPE AS SHOWN. 10 Typ. 2. REMOVE EXISTING CATCH BASIN AT POND,EXTEND DRAIN PIPE TO SD MH#1(APPROXIMATELY 5')AT SAME SLOPE AS EXISTING PIPE. NEW SD B#4 I 'M ELEV. 550 • 4� PROVIDE 11 INSTALL'"PERFORATED DRAIN PIPE.I AT 37P LENGTH AT 11'11 ELEVATION 11.01. R 7 PROVIDE 22F OF 6'DRAIN PIPE,ELEVATION 233.50.CONNECT TO CATCH BASIN#4 AS SHOWN. 4'IE IN(�)234�DD 112-IE OUT 231.50 5. PROVIDE 22F OF 6"DRAINPIPE,ELEVATION 233.50.CONNECT TO NEW 12'SD PIPE AT CROSSING ON A45°ANGLE INCLUDING A 6'WYE,A 12-WYE,6-SOLID WALL PIPE,ANDA 6X12 REDUCER. 0. 6. INSTALL TEMPORARY ADA GRATES DURING CONSTRUCTION FOR TEMPORARY ADA PATH,SEE DRAWING 002. 7. RELOCATE FIRE HYDRANTS AS SHOWN. RELOCATE EXISTING GAS LINE TO A MINIMUM DEPTH OF 36-BELOW FINISHED GRADES AND WALL FOUNDATIONS. NORTH _ 9. RELOCATE EXISTING TELECOM LINES(2)TO A MINIMUM DEPTH OF 36-BELOW FINISHED GRADE AND WALL WESTSIDE CHRISTIAN HS FOUN ATIONS.LOCATIONS OF TELECOM LINES UNKNOWN BUT BELIEVED TO PARALLEL THE EAST PROPERTY 21 LINE 10 ADJUST EXISTING CLEANOUT COVERS,WATER VALVE COVERS,ETC.TO FINISH GRADES,TYP. 1 RELOCATE IRRIGATION VALVES,LINES,AND SPRINKLERS TO OUTSIDE OF NEW FIELD AREA.COORDINATE WITH SCALE UTILITY PLAN LANDSCAPE ARCHITECT DESIGN CONDITIONS 12. REMOVE OR ABANDON EXISTING STORM DRAIN PIPE,MANHOLES,CATCH BASINS,TRENCH DRAINS,ETC. II 621�� SCALE:1"-25 I INCH-25 FEET WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET TKkAFlD,OR 97223 WES r FIETROK ENGIN9901131 AE WESTBIDE CHRSTM OF AND FEBOURCES LLD 7 .-" Q TSIDE CHRISTIAN HS FIELD IMPROVEMENTS 9 W32 N'-NEP HIGH SCHOOL & --- _- wEs-raIDE l2w Bw PPIPME wr- UTILITY PLAN DRAWING NUMBER FORn-.M OR 97M PR ON-703-340 NDP CHR19371,011% IN S C M O N1. REVISION DATE By 030-UO1 248 y� � 246 z Z 2" � e 242 w 242 V 50.0 LF PVC b (E) MANHOLE 9 240 STORM PIPE, C RIM=2 42.08' S.O.00SD FT/FT � IE e'IN(SW)=234.98' 238 XX FIELD TURFFIELD TURF IE 12"OUT(NW)23488' a� 236 u CONNECT NEW PIPE TO G EXISTING IE OUT NEW SO MH#3 < 39 p 234 RIM ELEV.228.00 ¢ 234 171E IN 220.70 H 232 12'IE OUT 220.50 V GRp ND 232 O p5 ING _ 230 i --.STORM I'— NEW 5-0.0203 FTIFT 230 228 295 LF OF 17 PV NEW V. 40 00 228 RIM ELEV.240 00 226 12•IE IN 233 00 NEW SD MH#2 12"IE OUT 232.00 28 LF OF 12*PVC 226 72'STORMFILTER STORM SEWER, 224 a RIM ELEV.230.00 5=0.08]1 FT/FT 224 12"IE IN(,E)226.00 222 w __ 12'IE IN(W)226.00 222 C 12"IE OUT 220.95 220 22D 0400 0420 0+40 0+60 0+80 1+00 1+20 1+40 1460 1+80 2+00 2420 240 2+60 2+80 34D0 3+20 3+40 3+60 3480 4+00 PROVIDE APPROXIMATELY 5 LF OF 18'STORM PIPE,CONNECT TO EXISTING PIPE,MATCH SLOPE. NOTES: REMOVE EXISTING CATCH BASIN 1. VERTICAL SCALE EXAGGERATED BY A FACTOR OF EXISTING 18'PIPE TO POND FOUR D FOR CLARITY. 2 FIELD DRAINAGE PIPE NOT SHOWN FOR CLARITY UTILITY PROFILE STORM DRAIN PROFILE 1 SCALE:HORIZ:1'=20' UO2 VERT:1'-' P-7 ,„, F_2 WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGONWESTBIDIE SHEET ”277 a ( ANO DATE4 HIGH SCHOOL �REBOURCES� DESIaNNE°a Q """ WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS ,�O 25 mat NMI LADLAW FORD �k PORTLAND,OR n22n WESTSIDE M io�A�BT. A �SM_7W�� CHIZIBTIAN STORM DRAIN PROFILE DRAWING NUMBER N G N Na. REVISION JATEBY 030-UO2 CLASS "B" CLASS "A" � 6.. . 0000000000000 =—7 —=Alo -L —�n; n �0000���0000� J e u xa xa o-x�r :; w 1 p r PLAN CAST IRON GRATE aar m xe C°eC m ""r^`r6Z ^rex`EZ \' GRATE FRAME FILL AREA - •! 2"x2"x1/4"AD W. _ oxAwNc w. \ way 4^• HINGED LID 12"OUTLET COLLAR 4 4 AWFWAI X anuru ai —ruxww '�°� aY«•I«'.,'-' hnn: FOR ONN O HUB .uuww r MA° oa nws e w�T nn: •'••• • GEOTEXTILE FABRIC, u s+ $y (9P` OVERLAP ENDS -sues ex°+r ran arr x nx�+emnx "9 ° o" ,� 6• \ o FABRI4"OR 6"PERFORATED CATION P.V.0 PIPEINVERT ELEVATION m ALL WELDED STEEL ONSTRUCTION 1/4"STEEL ,R nmT oa nws+•ux ran x-r C _ ° P iR wx aP rws a un ran nne,r^xo wam m,wr MINIMUM 1• 0"DRAIN ROCK THICKNESS.GRATE o �/^a cwxw o<®qXO M^1°^"` SHALL BE 2"THICK 30,000 ° yw n.�aan. 0 1 PSI GREY IRON HEAVY DUTY ary,mnncrt xowr o nre it-'�' CAST IRON PAINT ALL STEEL caun+mm--�.>:ny r��xu '`.T.°"� as�rtor ss allo 000nmwA suet oows SURFACES WITH ASPHALTUM ws"^�,� _a. ,� � SECTION A—A PAINT STANDARD MANHOLE TRENCH BACKFILL -� C7eanR{trr Sevices DETAILS CATCH BASIN / s L AIN DETAIL 4—)SCALE:NTS UO3 SCALE: NTS NTS UO3 DRAMNG N0.010 - DR-NO N0.580 CONTRACTOR TO GROUT TO FINISHEDGRADE GRADE RINGI GRISERSADE OUTLET /y SUMP A F\N, r lUQA BAFFLE STORMFILTER - BAFFLE INLET — _ CARTRIDGE — OUTLET _ �•,: TT I.D.MANHOLE -- STRUCTURE TOP SLAB ACCESS (88")O.D. INLET PIPE w~ FRAME AND COVER SEE FRAME AND i IDIANETERVARIESI COVER DETAIL ( Eo N.— PLAN VIEW STANDARD OUTLET RISER FLOW KIT FLOWKIT:42A OUTLET SUMP HDPE OUTLET RISER SECTION A-A STORM FILTER 72"MANHOLE / D SCALE:NTS UO3 Floioum WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET OF B2"f' R�OI�LLO DEsoN a WESTISIDE OAR WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTSPIETROK Z5 msz Mx LAOL Aw ROAD PomLAw.OR WIM ORA ER WESTSI0E MAp OR 97= an1c , �- NDP CHRIBT►AN UTILITY DETAILS DRAWING NUMBER M I G M 8 0 N D No. REVISION JDA. .1 030-UO3 POND ` '• SW PFAFFLE ST GRADING NOTES lzs 2z2 225 224 .�Y4 ;`J••..,EW,gLK 6 -_ 123 Lj- ^'V 2 224 "': �MR A. THE MAXIMUM CROSS SLOPE GRADE FOR THE NEW ACCESS ROAD IS 5%. 224.3@ 248" 2%(,q B THE MAXIMUM CROSS SLOPE GRADE FOR THE SIDE WALK IS 2%. e �O 22q 5 2 Be ND/NG _ y C. ALL SIDEWALK LANDING SHALL HAVE A MAXIMUM SLOPE IN ANY DIRECTION OF 2% 225.1 \ 22)2 M33%8L� r •'" D. THE MAXIMUM GRADE FOR THE SIDEWALK ALONG THE ADA ACCESSIBLE ROUTE IS 8.33% �2' W° j--- 7 2' 22) �4(t2) LENGTEj31- 22726 , r E. ALL SIDEWALK GRADES THAT EXCEED 5%AND ARE MORE THAN VIN LENGTH SHALL HAVE Lam---1 228.23 9 -O 227 / 2i 2 ?� 0 AHAND RAILING. /1 28 ' 2 227 28 F. SEE SHEET CIO FOR TOP AND BOTTOM OF WALL ELEVATIONS. 4 0 g z2. 2T9p $ 8 36 0.�1 35� x3z 231 2340p 2 �.� 6 228 227. KEYNOTES(NUMBERS ENCLOSED IN SQUARES): Sh,'?13 pp 23200 3` 20 13006 k13500 1. SAW CUT EXISTING ASPHALT CONCRETE ALONG LINE SHOWN.MATCH EXISTING 236.00 ELEVATIONS j 236.93 833% 2. MATCH NEW DRIVEWAY TO EXISTING CONCRETE DRIVEWAY APPROACH ELEVATIONS. ONS TO ING TRASH 230 Jp 1136,00 7 a E, MATCH 2%LA140/NG 4. TOP OF FIELD APERIMETER CURB ELEVATION IS023600 AT THE ESURE ND LINES.THE CURB(AND 3j0 M1 2%LANDING FIELD FINISH ELEVATION)SLOPES UP AT 0.5%FROM THE END LINE TO THE CENTERLINE. I 5. THE FIELD IS CROWNED ALONG THE CENTERLINE AT236.93. 6. ALL SLOPES OUTSIDE OF THE ROAD ARE TO BE GRADED AT A 3:1 MAXIMUM SLOPE UNLESS 3+00 OTHERWISE NOTED.LOCAL AREAS AROUND THE EDGE OF WALLS MAY EXCEED THIS B ❑5 REQUIREMENT K T. PROVIDE A IO'RADIUS CURVE AT THREE CORNERS OF THE SOCCER FIELD. 05% O5% D.s% 05% 8. PROVIDE AND INSTALL 110 LF OF 12'HIGH CONCRETE CURB. } Q CURVE NUMBERS ARE IDENTIFIED BY NUMBER ENCLOSED INA CIRCLE,SEE SHEET CO2 FOR CURVE TABLES. I J ro^� 0.5% 4% I' 4+00 r� I I y1° .88 0.5% 4+50 28 00 I i5 2 23 02%LAND/NG ❑ 4 23 gp 8.33%SLOPE 7 236/237 6 36.00 LENGTN 30' 2% y 236 00 1T 1 09 236.py5 _2%�NOING �ND/NG _ _______� _ 5'0 i3> �°y z3e39� p 14du32 _ — — 242.23�E) f _ 390 39 12 24132240Op 3 e� �5e\'X\ 20.50 2 241.50 40.80 242'43(E1)C �^". a SCALE F614945@ 'Zzz�.—_+"__+y�___�—�_ _ { _ _�fa LJ 'y zo +o zct � + o d ———_— o ` 1rt:cn=m FEST ^ A;.\.� _ 1 ✓ NORTH SCALE:GRADINGPLAN col SIDE CH I (AN HS WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON PETROK ENGNEERINGI SHEET C AND mw DEs„Ea HM SCHOCIL crnannR WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS OF Z5 ' NW LAUI AW ROAD 12 , RORRND,OR8�2as "°` WESTSIDE Y1W8WRFAFREST. °"DER CHR►BTIAN "°""°'°"°'�' GRADING PLAN Ho r:E PI+�1-793 DRAWING NUMBER " 1030-COl No. REVISION DATE BV - CENTER BEGIN CURVE(BC) END CURVE(EC) RADIUS CURVE DELTA CURVE NO. NORTING EASTING NORTHING EASTING NORTHING EASTING FEET LENGTH(') DEGREES DESCRIPTION/NOTES 1 5112.93 6831.3 5112.58 6861.7 5093.75 6854.89 30.4 20.4 38.4 CENTERLINE 2 5128.45 6812.21 5093.75 6854.89 5074.24 6802.94 55 58.2 60.6 CENTERLINE 3 5028.12 6793.81 5074.44 6801.74 5072.71 6778.96 47 23.1 28.1 CENTERLINE 4 5004.02 6683.45 5037.22 6672.39 4995.9 6649.4 35 51.9 85 CENTERLINE 5 4799.11 6740.54 4789.14 6698.71 4757.28 6750.51 43 67.5 90 CENTERLINE 6 5118.93 6824.39 5118.93 6841.89 5102.33 6829.92 17.5 21.9 71.6 ACCESS ROAD RIGHT GUTTER LINE 7 5106:78 6834:51 5106.23 6881.51 5074.62 6868.79 47 34:8 42.5 ACC ESS ROAD LEFT GUTTERLINE 8 5151.25 6819.95 5074.62 6868.79 5061.06 6808.81 90.9 62.7 39.5 1 ACCESS ROAD LEFT GUTTER LINE 9 5028.12 6793.81 5062.62 6799.72 5061.33 6782.76 35 17.8 28.1 1 ACCESS ROAD LEFT GUTTER LINE 10 4996.1 6697.67 5029.31 6686.61 4987.98 6663.62 35 51.9141.5 ACCESS ROAD LEFT GUTTER LINE 11 5001.26 6694.23 5017.79 6690.28 4997.31 6677.7 17 26.7 INSIDE CURVE OF SIDEWALK,6'WIDE SIDEWALK 12 4799.11 6740.54 4786.35 6687.04 4754.12 670831 55 39.8 ACCESS ROAD RIGHT GUTTER LINE 13 4799.11 6740.54 4791.92 6710.39 4768.96 6747.73 31 48.7 ACCESS ROAD LEFT GUTTER LINE 14 4798.29 6745.74 4793.65 6726.28 4778.84 6750.38 20 31.4 INSIDE CURVE OF SIDEWALK,6'WIDE SIDEWALK NEW ROAD CURVE TABLE / I \ SCALE: CO2 oaocoz WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGONP NW SHEET AND " WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS OF Z5 W= uouw ono .ESNONER (J* H()18G'IOOL 13 POfl""ro'OR�= .RAN ER WE3TSIDE , R� `' CURVE TABLES ulv NSPI* DRAWING NUMBER -� _.E_R CHRI8TIAN No. REVISION DATE BY x s c x o o e 030-CO2 248 246 244 244 242 VC91 242 L=10',glWS2%,g2=13.07% 240 STA 0+16.2,ELEV.-225.00 240 PVC=224.76,PVI=225.10, 238 PVT=225.65 238 236 VC92 236 234 L-15%gl-13.07%,g2=1.60% STA 0+31.5,ELEV.-227.00 234 PVC 126.02,Wim 226.78, 232 PVT=227 12 2% PO zaz GROJ 130 \St\�G 230 228 N 11p-*I 0 228 EXISSING GR� 226 LL y 3 226 LL 3 r 224 '2 Z ry 224 222 y W � 222 MATCH EX.DRIVEWAYI Q 220 SIDEWALK ELEV.224.22 220 0+00 0+20 0+40 0+60 0+80 1+00 1+20 1+00 1+60 1+80 2+00 2+20 2+40 2+60 '+803+N 3+20 3+40 3+60 3+80 4+00 NOTE:VERTICAL SCALE EXAGGERATED BY A FACTOR OF FIVE(5)FOR CLARITY. ROAD PROFILE CENTERLINE,STA 0+00 TO STA 4+00 1 SCALE:HORIZ:1'10' 1 CO3 VERT:1'=5' 246 24s 244 3 244 242 /—L=20' EXISTING GROUND 242 240 x 1a 240 3 238 L=50 VCWIo rQ- 238 236 L=20,91=7.08%,g2.1.93% STA 5+27.3,ELEV.-240.0 LZ 236 PVC-239.29,PVI-239.87, 0 234 2% PVT=240.19 C 239 2 232 VCp3 w 232 L=60%0=2.00%,g2=7.08% 230 STA 4+42.6,ELEV.-234.00 PVC-233.40.PVI-234.38, 230 PVi=236.12 228 228 226 226 224 224 222 222 220 220 4+00 4+20 4N0 4+60 4+80 5+00 5+20 5+40 5+60 5+80 6+00 6+20 8+40 6+60 6+80 7+00 7+20 7.0 7+60 7+80 8+00 NOTE:VERTICAL SCALE EXAGGERATED BY A FACTOR OF FIVE(5)FOR CLARITY. ROAD PROFILE CENTERLINE,STA 4+00 TO END SCALE:HORIZ:1'=20' CO3 VERT:l'=5' FILE O 0a WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET _ P�c�ror®ra DE oo'" WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS �4 25 AND RESOURCES LLC .PSI NDP HIGH SCHOOL 11752 NW D,OR 9 ROAD 8200 eW PFAFFiE 8f. PORRA70,OR a7278 DRA ER WESTS/oE TIDao,GR� 1�4 0.Ec 309- DRAWING NUMBER REYIEWEB CF1121J9TIAN PROFILE R. N 1 a H Na. REVISION DATE BY 030-0O3 WALL PLAN E LL, ATELY 52 SW PFAFFL T FULL BENCH BLOCKS.BASESE ELEV.223.00, ,•,� IisTOP ELEV.229 DD SEE DETAIL 2/C10 it ti \2 2i z 11 J f 0^ANO^l V pW PGS ND SFORFlNNpTREATMENT GROU TH'23 f.30 v'•���. TOPSOIL.SEE LANDSCAPE DRAWINGS FOR SOIL TYPE AND PLANTINGS FULL ��-ALLI'.FU,ILEILO OOTH OR SPLIT FACE,TOP BBENCHULLENC.APPROXIMATELY 250 L 1/C1 Op 2'15,00 235 p0 BLOCK TK'236,00 2 FULL / TW23650 BENCH I RY WALL 4:FULL BLOCK,SMOOTH OR SPLIT FACE,TOP BLOCK "- BLOCK 238'SO FULL BENCH.APPROXIMATELY 200 LF.SEE DETAIL 2/C11. J ELEV.223.00 FULL MIN.6"OF BASE ROCK BENCH i 23q 00 .^Y BLOCK_ d^DRAIN PIPE,DAYLIGHT TO POND WALL 5:FULL BLOCK,SMOOTH OR SPLIT FACE.EAS PROPERTY LINE,CONSTRUCTION GRADE BLOCKS. APPROXIMATELY 2801F.SEE DETAILX/Ci MIN,6"EMBEDMENT DETAIL �� WALL 1 PLANTER BLOCK WALL / 2 SCALE:112' C10 CONCRETE INFILL FOR STAIRS,ONE AT EACH END AND TWO OTHERS EVENLY SPACED, FULL BLOCK WIDTH WITH CENTER RAILING. TFULLTHSTEP 10"WIDTH X 6.T HEIGHT 20" FULL SMOOTH ELEV.236.93 BLOCKr SLOPE/ELEV. FULL J VARIES SMOOTH BLOCK MIN,13 OF BASE ROCK TWICE 23800 FIELD d"DRAINPIPE TURF _ ti FIELD 1y PERIMETER CURB DETAIL s WALL 2 BLEACHER BLOCK WALL / a SCALE:1"=2' C10 1A WALL 2:BLEACHER BLOCK.SMOOTH FACE,SMOOTH TOTOP 3), BLOCK.APPROXIMATELY 108 BLOCKS.SEE DETAIL 3/C10. WALL e:FULL BLOCK,SMOOTH OR SPLIT 180' APPROXIMATELY 130 LF.SEE DETAIL NOTE:ALL BLOCK WALLS DESIGNED FOR ULTRABLOCK WALL TYPE.NOMINAL 3 TH'Z40W TW24260f24250 29 SIZE OFAFULL BLOCK IS 22'X 2.5'X5'. 4 ■i SCALE WALL LAYOUT �1� 20 SCALE:1120' C10 RT{/ s JE WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET OHIH WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS ,�5REV ANDNwLAouwROADI=SW PFAFFLE BT.PORTLA%OR>� OOL WESTSIOE TKARD,OR91 WALLLAYOUT'1tY/y,AC DRAWING NUMBER �Fq o.vrt•^' , - CHF218TIA.I No. REVISION GATE BV x f s c x o o L L-C10 250 LINEAL FEET WALL CURVE Z SIDEWALK PROFILE(BEHIND WALL) ELEV TYP.HALF WALL BLOCK TYP.WALL BLOCK 2.5'.5'x2.5' P."CAP"WALL BLOCK ELEV. 234— —234 231— __ __________.__ =232 230— _..._ ______ ___________ —230 228= _ 226— ___ —228 224-- NOTES: =224 112-- 6"EMBEDMENT(BELOW GRADE) 1. WALL BLOCK SIZES ARE APPROXIMATE —222 BASE WALL ELEVATION PROFILE EXISTING GROUND PROFILE(FOR INFORMATION ONLY). 2, VERIFY LOCATION OF EDGE OF SIDEWALK IN RELATION TO BACK OF WALL,TOP BLOCK MAY NEED TO BE"BENCH"BLOCKS. WALL 3. USE WEDGE AND TAPER BLOCKS AT BENDS AND CURVES AS NEEDED. PROFILE 1 SCALE:HORIZ:1"•10' C11 260 LINEAL FEET BEGIN SIDEWALK(BASE WALL) ELEV. TVP.HALF WALL BLOCK' TOP OF WALL ELEV.236.50 230— P.WALL BLOCK 2.5'x5'x2.5' TYP."CAP"WALL BLOCK ELEV. 236— —236 234— —236 _ ____________—_ _______________ ________ ____ _______________ __________ —232 232— _ ��� ______ =232 _._.___ 228= _.. —230 226— —228 224= ___ _ —_226 222- 6-EMBEDMENT(BELOW GRADE) NOTES: —�22 1. VWALL ERIFY AL SIZES ARE APPROXI MATE BASE WALL ELEVATION PROFILE 2. VERIFY WALL OFFSET LOCATIONS(SEE SHEET C10 AND ADJUST WALL EXISTING GROUND PROFILE(FOR INFORMATION ONLY). ROCKS AND ALIGNMENT AS NECESSARY. WALL 4 PROFILE SCALE:HORIZ:1"-10' C11 275 LINEAL FEET TVP.HALF WALL BLOCK' TOP OF WALL ELEV 23600 ELEV. ELEV. 238— TVP.WALL BLOCK 25.5'x2.5' —238 236— —236 234— _-23 — 232— _______ 2 230— -_ —232 228— _ _ — ______ --_ —228 22— ____._. "� —_2 224— _______________ 26 24 222-- 8'EMBEDMENT(BELOW GRADE) NOTES: —222 BASE WALL ELEVATION PROFILE EXISTING GROUND PROFILE(FOR INFORMATION ONLY). 1. WALLBLOCK SIZES ARE APPROXIMATE 2. WALL LENGTH THAT PARALLELS EAST PROPERTY LINE CAN BE WALL 5 CONSTRUCTION GRADE BLOCK. PROFILE SCALE:HORIZ:1"•10' C11 ^ ++ WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET LLPIErROK D WEBT�"R5nAN WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS OF 25 11792 NW LA[MdW ROAD 16 PORnAw'ORv7= D—ERR WESTSIDE 9x�ao SCHOOL t-1 ��-�3M NDP TbARD.OR Y72� DRAWINGNUM9ER ORE�V�EWER CI—fR/BTIAN WALL PROFILES/SECTIONS 1 N I O H N O O l No. REVISION DATE BY 030'C11 130 LINEAL FEET 3 m PROFILE TOP OF WALL.ELEV.242.00 ELEV. ELEV. TVP.WALL BLOCK 2.6'z6k2.6' 244— —242 242— =242 240= —240 23g= —238 236— ___._ .________ ___. _. _ _ ________ —236 ___ _____ __________________ ______ _______ 234— —234 6'MIN.EMBEDMENT(BELOW GRADE) BOTTOM WALL ELEV.234.50 BASE WALL ELEVATION PROFILE TYP.HALF WALL BLOCK NOTES: 1. WALL BLOCK SIZES ARE APPROXIMATE WALL 6 PROFILE SCALE:HORIZ:1110' C12 d Q I I I d ; ° ^ d ^o b d � _ 1 a DRAIN ROCK DRAIN ROCK d DRAIN ROCK DRAIN ROCK d BASE ROCK,}•-0 BASE ROCK,}•-0 BASE ROCK,}•-0 d BASE ROCK,}^-0 CRUSHED CRUSHED d < CRUSHED d CRUSHED Q DRAIN PIPE ..�ttO d DRAIN PIPE pX. DRAIN PIPE py.. O DRAIN PIPE 3'3M6' 316' 3,M g• I 31M 6. -- MIN. '�'�`r MIN ,r-._'�`,12'MIN MIN. '�''`8'MM ,�c 12'MIN MIN. '�`'�`6'MIN.__.`�,��12'MIN MIN. '�`—�`6'MINMIN WALL �� WALL WALL WALL SECTION 1 SECTION 2 SECTION 3 r4 ` SECTION 4 / D � SCALE:HORIZ:1'-2' C72 SCALE:HORIM 1"=2' C72 SCALE:HORIZ:1'=2' L72 SCALE:HORIZ:1'=2' C12 NOTE:TOP BLOCK MAY BE BENCH BLOCK,THESE ARE TYPICAL SECTIONS. e oaac+x WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET G BZT'f9 AND FIEDOURCES LLC DESIGNERWEBTBIDE HwH oLa "" WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS ,TE � �J P0RrLflM RLMLAwM DRAFT�FR WESTSIrE io4M.ORRa�na�ar. x°""42` WALL PROFILES/SECTIONS 2 DRAWING NUMBER PH SM-793-341010 NDP CHRISTIAN REVIEWER S D030-C12No. REVISION DATE BY 3'CLASS C ASPHALTIC shave n*goo sa.ac; nsmr�crzo CONCRETE SURFACE COURSE �- srRRr$reRF CRUSHED AGGREGATE SUBBASE ° o + SU BOM GRADE COMPACTED TO 959.OF MAXIMUM -- DRY DENSITYAS j\�//��//; \i / 12" D L DETERMINEBY ��/\�S/\\/ AASHTO T-180(ASTM D-1557) a PAVEMENT SECTION 7 { SCALE NTS C30 , ,,l/\• / /./;,. ,•/; „ STANDARD CURB r4� SCALE:NTS C30 7 -`-"-�a\�\4 \�'\��.\'� �8'MIN.WIDTH 1" R, xor� CONCRETE ��r v.RraelaewloroecAmusenromrsenAae Fmnu:naolratFowuLe� 8"CRUSHED ° a a nsu.0 ro�FweRwm+.unoFame\.. AGGREGATE SUBBASE SUBGRADE COMPACTED 4 C 0 C t�sa TO 959.OF MAXIMUM D 0 0 G o DRY DENSITY Al \\//\\�\ \//\\//\\//\\//�\/\\/\\//\ 12" \ DETERMINED BY CRUSHED ROCK 3.COARSE STONE SECTION SHALL BE BSTHICK AND SHALL BE J"-0 CLEAN CRUSHED ROCK. AASHTO T-18D0;AST) FIELD TURF SECTION AND CURB AND GUTTER 2 PERIMETER CURB DETAIL 3� SIDEWALK SECTION 5 SCALE:NTS C30 SCALE:NTS C30 SCALE:NTS C30 12�j �•P F[FP�LACES K ,2 MIN. OR 12"CURB DETAIL 6 SCALE:NTS C30 J-E WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET WEffMOE ctIRellnM WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS 18 25WN NW LAIDLAW ROAoBzaoBwRFARiiEBrPofl1LAND,OR 97M 1aARD,OR WIMPH503-�-� WESTSIDETIAN CIVIL DETAILS ORAWING NUMBER N l G N o 0 t No. REVISION DATE BY 030-C30 SW PFAFFL ST PROVIDE AND INSTALL STRIPING AND TURN - ARROWS AS SHOWN 0 PROVIDE AND IINSTALL A 10'WIDE, PROVIDE AND INSTALL 6'TALL 4"WHITE FOG LINE PROVIDE AND INSTALL WIDE SWING GATE.STRIPE AROUND PROVIDE AND INSTALL J HAND RAILINGS CURVE AT 12'FROM HAND RAILINGS ALONG SIDEWALK AT CENTERLINE ALONG SIDEWALK AT 8.33%SLOPE 8.33%SLOPE PROVIDE AND INSTALL A 12'WIDE,6'TALL DOUBLE WIDE SWING GATE. NOTE: PROVIDE AND INSTALL 870 LF OF 6'HIGH,BLACK CL FENCE AROUND PERIMIETER OF SOCCER FIELD. CONNECT TO 4'HIGH CHAIN LINK FENCE SHOWN ON SOUTH SIDE OF SOCCER STADIUM. PROVIDE AND INSTALL PROVIDE AND INSTALL 60 LF OF 20'TALL NETTING 60 LF OF 20'TALL NETTING WITH 3"POLES AT 10 OC WITH 3"POLES AT 10 OC LA36"WIDE,6'TALL ND INSTALL ,6'TALL ING GATE. ND INSTALLLINGSDEWALK AT PE340 LF OF 4'CL FENCE,BLACK PROVIDE AND INSTALL 5'WIDE GATE AT TOP OF STAIRS,TYP.4 LOCATIONS.PROVIDE AND INSTALL YELLOW TRUNCATED DOMES.BOTH SIDES R=10' i ° PROVIDE AND INSTALL 2-6"WIDE PROVIDE AND INSTALL ...r SCALE PROVIDE AND INSTALL�� ~ DIRECTIONAL ARROWS TO o �° 20 40 24' WHITE STRIPES,3'APART TO MATCH CROSS WALK MATCH EXISTING,TYP_,_ FEET STRIPING TO MATCH '~ OPPOSITE SIDE OF ROAD. - F IINCH-tor d EXISTING t FENCES AND RAILINGS / I / ,,,✓ •,,,, SCALE:1'-20- S "2o• caD SIDE CH (AN HS mroc o WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGONNW LASHEET FEBOLF40 LLCnN'° DOLWESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS ,�9 Z5 _ Imo .IXAW PaAD DESIGNER -�•��� WESTSIDE =o"R��' FENCES AND RAILINGS DRAWING NUMBER DRAFTER FK GM-793-3409 "D' CHRISTIAN REVR=R H 5 t o No. REVISION DATE BV 030-C40 600'MAX RUN 10'-0"MAX. 10'-0"MAX. WELDED JOINT-GROUND FOUND(TYP) END,GATE,CORNER TOP RAIL 'i ` 2'0D.STEEL PIPE,POMMCOAT BLACK OR INTERMEDIATE LINE POST {— END POST BRACE RAIL \V1,�,�-__LINE POST STRETCHER BAR TRUSS ROD 3/6" CHAIN LINK FABRIC TENSION WIRE 7 GA. 77 LATERAL RAILS ' CONCRETECONCRETE a N FOOTING FOOTING 12' 10"DIA, 0"DIA. BRACING$YM. 16"DIA. LABOUT POST FOR 22"DIA.FOR NOTE:FOR RUNS OF FENCE OF 20 FEET OR LESS,OMIT TRUSS INTERMEDIATE 6"GATE POST ROD AT END AND CORNER POSTS FENCE HEIGHT VARIES 4'OR 6'. —+2" END POST RAILING 1 FENCE DETAIL �2 \ SCALE'NTS C41 SCALE:NTS C41 41,,,,_. ++ WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET "` P�, L �EN iiNG 25 AM �� DESIGNER r HIGH SCHOOL WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS VM NW LAIDLAW ROAD NOP HIGH SC PFAFRE ST. PORTLAND OR°7� DRAFR=.R WEBTSI�E TIGAfD,OR 9= A4D Pn , M�_�_� NM CHR/BTIAN FENCE AND RAILING DETAILS NUMBER REVIEWER R B , L RW No. REVISION DATE BY 030-C41 „ Q 1 /. 5 5 5 5 � � \ 30”HT CONCRETE PLANTER 24"HT CONCRETE PLANTE .� 30'HT CONCRETE PLANTER 24"HTC CRETE PLANTE _ WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD.OREGON SHEET PENOL" ,� ;, WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS 2 PoRkmon wm NOP wEmraioE n�"duo oR 91 '°""'��'°"' ORAV/INONUNSER 'raLandscape PlanPa , �+LL CHRISTIAN p RER a c c o o i030-L01 AW No. REVISION DATE BY PLANT LEGEND OBOTANICAL NAME COMMON NAME SIZE SPACING QUANTITY Q CALOCEDRUS DECURRENS INCENSE CEDAR 1ZHT AS SHOWN 35 FRA)GNUS PENNSYLVANN'A'MARSHALL' MARSHALL GREEN ASH Z'CAL.. AS SHOWN 26 OTHUJA PLICATA WESTERN RED CEDAR S'HT. AS SHOWN 22 OCORNUB'EDDIE.WHITE WONDER' EDDIES WHITE WONDER DOGWOOD 2'CAL.. AS SHOWN 4 �'''�I—� SHRUBS AND GROUNDCOVER E: LAWN ME PAVING NORTH SGtE WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET !P 1u�>i+ AIIIIDIC DAA f1 Awpomowc = "-6 " wnINLAELAwROAD SCHOM HIM "B'"" WESTSIDE CHRISTIAN HS FIELD IMPROVEMENTS °F L DE810NEfl no SWQGn ms ND" ,a00n�,1o°N, ar. MB5i 71B-0tN WEST. 1100—BYIAP Landscape Plan DRAWING NUMER CHRIMBER RSR eN : . Woo No. REVISIONJDATEBY ()$0"L0� FINISHED GRADE DETAIL NOTES TURF L CONDITION A PROVIDE HANDHOLE �-l q SPLICE BOX WITH/7-X LID 30-X 24•D MINIMUM (E)MOP G-8 ASPHALT DIMENSIONS TO E Z CONDITION FIELD AN (E)ATS ()SW80.i E D- Z' UNDISTURBED EARTH i R. PROVIDE ROADWAY (E) APPROPRIATELY RATED .-.� NATIVE BACKFILL ------- - -"- 20 LID WRH'UGHTING' 1 DETAIL NOTES STAMPED IN TOP. [� �F —` "ELECTRICAL" _ _ CONDUIT(S) _ _ B L5 137 (E) PANEL'EM' MARKER TAPE A- IF AVAILABLE,REVIEW I SOILS REPORT AND (EI RELAY PANEL'Ri' _ CONDUIT PROVIDE BACKFILL AND I L TRENCHING IN 1 MOINFT flGHi ' (E) PANEL'G' ACCORDANCE WITH THE ) )TO MN= O_B MEC REPORT MULLION.MUON. CONDUIT RECOMMENDATIONS. g G-22 O(E)- 3/4'MINUS CRUSHED S ROCK,COMPACTED DETAIL NOTES DETAIL-TRENCH-2 CONDUITS C�- E HANDHOLE A ROUTE CONDUIT INACCESSIBLE CEILING OF CORRIDOR 1 NOT TO SCALE i L /NOT TO SCALE B. PROVIDE FIRE RATED CAULKING FOR ALL PENETRATIONS THROUGH WALLS. DETAILNOTESETAIL-MAIN ELECTRICAL ROOM(E) J /NOT TO SCALE A, PANEL FEEDER IS SIZED BASED ON VOLTAGE DROP FAULT CURRENT ADDITION T0 EXISTING INSTALLATION B. PROVIDE NEW BREAKER 4NA AT MDP IN EXISTING FEEDER CALCULATION PANEL MUSCO SPACE.COORDINATE 'V' PANEL INSTALLATION WITH OWNER VIXTABf266 DIUfF. -I AxEt v «rwmx.,rE g*FpwN R1.4 fmn WA.rAf,F T'ry I+a'n tr i�A..e MTED AAMB. YBO AMEDVA: WA pFACAPMINBVA: NO dAdAt OESCRIPTON AWWPdEA 1vPE LVA N45E LVA 11TE AM+AAe1LE8 CIRftATOEAf.PPiMN HO 2'C,4p71011g8G. �.. st-INAfA RV W pAiMVAT lI0HRN0 i Am E1 IN WA r - - l )BBI A 2011 OAAE B LMR B Bd-MU6W __9Y1_ L 20M -__A_ 2N1 AI'APE L 34AI MN SPARL 12 . �I � .�. _ _ _ CONlECTCO LCMU OCLUM CM IIDTEA t r - _ - - - _ NMPd111AlRIBN dNpftt HIABF(VA) M NRIRIIxE .tRti t2A% TAYM _ _ _ i� -_ Y11MAItM D04A1b AT]25S�MXKDIOAR;)U.>5 WA M RECEPf t 1 _ f v. ]_ tl _ n _ rt _ C 2 � _ � Y C I NMNG UlAO1V: A7•A � BIOlU0. LC.b PFRPIIARE 1N.v.^1 - NBIFIUL 11 bpNVNBBMUINIY t2B% L REABI EA4MNFBTUESR®pE4AWP. M WTI, sv+en J lr �- D1 IAGRAM-POWER ONE-LINE `T/NOT TO SCALE FILE 4es• wo,,.�o �—` EVANS ENGINEERING �yL, WESTSIDE CHRISTIAN HIGH SCHOOL TIGARD,OREGON SHEET AND GGNSULTNO LLCMESTSCE 25 25 12745 SW BEAVERDAM RD ��~NG�R`G pE51pNER r.. L` �"v PARKING LOT MAINTENANCE of w Nb SHITE p09 AND RESOURCES LLC CIE 8200 SW PFAFPLE ST. BEAVERTM..11,0001 11732 NW LAIDLAW ROAD —IFR WESTSIDE TIGARD OR 67223 DRAVYING NUMBER ii PH 500-256-763D PGRTLAND«,W229 CHRISTIAN ELECTRICAL DETAILS ' T NemNVLT.Ia.au PH 503-703,3469 REVIEVIER c x B x CTE— N. REVISION I.ATE .1 030-E03 December 28, 2016 City of Tigard ATTN: Planning Department 13125 SW Hall Blvd Tigard, Oregon 97223 RE: CUP 2011-00002, Land Use Minor Modification-Type I Application: Westside Christian High School Soccer Field Improvements Modification Justification. Dear Planning Department: In 2011, Westside Christian High School applied and received Conditional Use Permit 2011-00002 for a new school at 8200 SW Pfaffle Street in Tigard Oregon. The Permit included building and site improvements. Due to budget constraints at that time, the soccer field and realignment of the site access road were not built. The design was recently completed for these final elements of the CUP. During the design process minor changes to the original proposal for the soccer field, access road, and storm drainage were made and are the subject of this Minor Modification Application (see attached application form and drawings). Applicant: Westside Christian High School, 8200 SW Pfaffle St., Tigard, Oregon 97223 Proposal: The modifications from the plans in the original 2011 CUP include and enlargement of the soccer field size to meet minimum high school soccer field standards; and, resultant changes to the storm water and landscaping plans from the larger soccer field and site grading. All applicable review criteria are addressed below. Location: The property is located at 8200 SW Pfaffle Street. The site is bounded by SW Pfaffle Street on the north, Highway 217 on the west, and Pacific Highway on the south; Washington County Tax Assessor's Map 1 S136CC, Tax Lot 100. More specifically, the subject minor modification are bounded property line setback and storm water pond on the north (SW Pfaffle Street), the property lines on the east and west, and the existing school building and parking lots on the south. All 2011 CUP improvements to other parts of the property including the frontage improvements on SW Pfaffle Street have been completed, inspected, and meet the 2011 CUP decision. neil@per-eng.com Pietrok Engineering &Resources LLC 503-793-3469 t M J� t` kl Justification of Modifications for CUP 2011-00002 Conditions of Approval (11/14/2011 Public Hearing): Condition ofApprovai 16. The applicant shall provide an on-site water quality facility as required by Clean Water Services Design and Construction Standards and in accordance with approved plans The approved plans for CUP 2011-00002 show a smaller soccer field size than necessary for OSHA high school soccer and lacrosse and high school level club soccer and lacrosse and a storm water treatment swale along the east property line. The field size necessary to support these sports (210-feet by 350-feet plus a 10-foot safety perimeter) plus the grading necessary for the field surface and access road make the storm water swale unfeasible. The current design of the storm water treatment systems involves a StormFilter facility that meets the Clean Water Services standards and mimics the storm water facilities on the north side of the property. The StormFilter facilities include manhole and catch basin structures fitted with filter cartridges to remove pollutants from the runoff prior to entering the existing detention pond. The filters mimic the storm water pollutant removal of a swale. The smaller footprint of the StormFilter system works with the grades and available area. Maintenance of the StormFilter facilities will be added to the existing maintenance contract for other StormFilter facilities on site. The StormFilter facilities we designed by Neil Pietrok, P.E. Condition ofApproval 17.' The applicant shall submit a future maintenance plan for the detention and water quality facilities that must be reviewed and approved by the City prior to construction. This plan must include a proposed contract with a company capable of maintaining the water quality facility in accordance with manufacturer's recommendations. See the response above for Condition 16 for the maintenance plan for the StormFilter facilities. The detention pond and maintenance plan for the detention pond are in place and will not be affected by the construction of the field or storm water treatment facilities. This response also addresses Condition of Approval 34. Condition ofApprovai 18.' To ensure compliance with Clean Water Services design and construction standards, the applicant shall retain a professional engineer... See response for Condition 16 above. Neil Pietrok, P.E. has designed the new StormFilter facilities, will provide construction inspection services, and certify the system after construction. This response also addresses Condition of Approval 33. neil@per-eng.com Pietrok Engineering &Resources LLC 503-793-3469 v Applicable Development Code Standards 18.330.030.A Approval Standards 2. The impacts of the proposed use of the site can be accommodated considering size, shape, location,topography and natural features. While the size of the soccer field has increased due to field size requirements, the features in this area of the site can still be accommodated. The modifications from the plans submitted with the 2011 CUP include: increased field size, retaining walls to meet topography needs; two ramps along the ADA sidewalk to meet ADA slope standards; changes to landscaping due to the enlarged field size, topography, and walls; and a change from a storm water swale to a StormFilter facility for storm water quality treatment. 18.745.080 Buffering and Screening An updated landscape plan is submitted with this modification to reflect the sight changes. The soccer field design and construction does not affect the buffering and screening on SW Pfaffle Street nor Pacific Highway. The soccer field design does not affect the existing fence on the west property line or the existing maintenance agreement for this fence. The revised landscape plan meets buffering standards. 18.745.050.E Screening of parking and loading areas This modification does not affect parking areas or loading areas. The existing refuse container area is screened to the original CUP requirements and will not be affected by this project. 18.675 Off-Street Parking and Loading While this modification does not affect parking and loading, vehicular and ADA access are addressed. ADA access is provided from the SW Pfaffle Street to the building. The crosswalk is not grade separated and meet the maximum distance requirements (less than 36 feet). The areas of vehicular access adjacent to pedestrian access or pedestrian congregation that are not grade separated are separated by landscaping and/or planters. All other areas of adjacent vehicular and pedestrian access are grade separated. The new design does not increase on-site or off-site parking. neil@per-eng.com Pietrok Engineering &Resources LLC 503-793-3469 18.790.030 Tree Plan Requirement The area for the proposed minor modification does not include significant trees. The modified landscape plan is attached and meets landscape requirements. 18.810.100A Storm Drainage The modification to the storm system includes directing the storm water from the east parking lot to the detention pond. New storm piping is included in the design to meet minimum depth requirements for storm pipe. New StormFilter treatment facilities will replace the storm water swales that removed storm water pollutants prior to the detention pond. The new StormFilter treatment facilities meet Clean Water Services design standards. Storm drainage to the south of the property (ODOT, Pacific Highway) will not be affected by this project. ADDITIONAL CITY AND/OR AGENCY CONCERNS WITH STREET AND UTILITY IMPROVEMENT STANDARDS Fire and Life Safety: The new roadway is designed to TVF&R standards. All other circulation within the property is unchanged. Storm Water Quality: The StormFilter facilities are designed to remove 65% of the phosphorous. The existing maintenance agreements will be modified to include the new StormFilter facilities. A professional engineer has designed the facilities, will monitor construction, and certify the facilities at the conclusion of construction. The attached plans show the modification discussed in this letter. Thank you for your consideration. Sincerely, Neil Pietrok, PE CC: Westside Christian High School Debi Miller, WCHS Principal Ron White, Probity Builders Sam Wiseman, Gregory Pacific Construction neil@per-eng.com Pietrok Engineering &Resources LLC 503-793-3469 Agnes Kowacz From: Neil Pietrok <neil@per-eng.com> Sent: Thursday, December 29, 2016 10:10 AM To: Agnes Kowacz Subject: Re: Minor Mod Criteria- MMD2016-00037 Agnes, Please see responses below. 18.330.020.13.2 a.A change in land use; This minor modification does not change the existing land use. b.A 10%increase in dwelling unit density; This minor modification does not increase the dwelling unit density. c.A change in the type and/or location of access ways and parking areas where off-site traffic would be affected; This minor modification does not affect off-site parking. The driveway access and sidewalk access to SW Pfaffle Street will remain unchanged. The new access road will function the same as the existing access road,the only change is the location within the property. d.An increase in the floor area proposed for nonresidential use by more than 10%where previously specified; This minor modification does not affect floor area of the subject property. There will be no increase or decrease of the existing floor area. e.A reduction of more than 10%of the area reserved for common open space and/or usable open space; This minor modification does not reduce the common open space of the property. f.A reduction of specified setback requirements by more than 20%; This minor modification does not reduce the setback requirements anymore than previously applied for in CUP2011-00002. 1 g.An elimination of project amenities by more than 10%where previously specified provided such as: i.Recreational facilities, This project does not eliminate recreational facilities. ii.Screening,or This project does not affect screening requirements as previously mentioned in CUP2011-00002. The Screening is in place on SW Pfaffle Street and will not be affected. The screening on the west property line is in place and a maintenance agreement is in place with the adjoining property owner. There are no screening requirements on the east property line,however,landscaping will be added as shown in the minor modification plans. iii.Landscaping provisions;and This minor modification does not reduce or eliminate the landscaping provisions. The attached landscaping plans meet the provisions. h.A 10%increase in the approved density This minor modification does not increase the density. Thank you and please let me know if this meets the requirements or if I need to put these responses in a letters Neil Pietrok P.E., Owner Pietrok Engineering & Resources 503-850-8281 Neil@PER-eng.com On Thu, Dec 29, 2016 at 9:33 AM, Agnes Kowacz<Ag e� sKkti arg d-or.gov>wrote: Hi Neil- Please address the following: 18.330.020.B.2 a. A change in land use; b. A 10% increase in dwelling unit density; 2 . G c. A change in the type and/or location of access ways and parking areas where off-site traffic would be affected; d. An increase in the floor area proposed for nonresidential use by more than 10%where previously specified; e. A reduction of more than 10% of the area reserved for common open space and/or usable open space; f. A reduction of specified setback requirements by more than 20%; g. An elimination of project amenities by more than 10%where previously specified provided such as: i. Recreational facilities, ii. Screening, or iii. Landscaping provisions; and h. A 10%increase in the approved density Thanks, Agnes Kowacz I Associate Planner City of Tigard I Community Development 13125 SW Hall Boulevard Tigard, Oregon 97223 3 Phone: 503.718.2429 Email: AgnesKkti arg d-or. oovv DISCLAIMER: E-mails sent or received by City of Tigard employees are subject to public record laws. If requested, e- mail may be disclosed to another party unless exempt from disclosure under Oregon Public Records Law. E-mails are retained by the City of Tigard in compliance with the Oregon Administrative Rules"City General Records Retention Schedule." 4 ! APPENDIX G LIST OF TYPICAL ANNUAL EXRACURRICULAR NON-ATHLETIC AND ATHLETIC EVENTS AT WCHS ON-SITE EVENTS MONTH # TYPICAL TIME DAY/WEEK New Student Orientation August 1 Tuesday 6:00-9:00 PM Back to School Night September 1 Friday 6:00-9:00 PM Parent Seminar October 1 Wednesday 7:00-9:00 PM Going to College -Parenting October 4 Monday 7:00-9:00 PM Class Open House for Prospective November 1 Tuesday 7:00-9:00 PM Students Dine W Dialogue November 1 Thursday 3:00- 7:00 PM Fall Sports Awards November 1 Tuesday 7:00-9:00 PM Fall Drama Production November 1 Sunda 2:00-5:00 PM Fall Drama Production November 4 Friday/Saturday 7:00-9:30 PM Christmas Concert December 1 Tuesday 7:00-9:00 PM Worship Night January 1 Friday 7:00-9:00 PM Homecoming(Winter February 1 Saturday 7:00-10:00 PM Formal) Winter Sports Awards March 1 Tuesday 7:00-9:00 PM One Acts Production March 2 Friday/Saturday 7:00-9:00 PM Parent Seminar March 1 Wednesday 7:00-9:00 PM Spring Drama Production Aril 4 Friday/Saturday 7:00-9:30 PM Spring Drama Production Aril 1 Sunda 2:00-5:00 PM Spring Sorts Awards May 1 Tuesday 7:00-9:00 PM Performing Arts Awards May 1 Thursday 7:00-9:00 PM Night Spring Concert/Art Show -May 1 Thursday 7:00-9:00 PM Senior Project Exhibit May 1 Tuesday 7:00-9:00 PM Baccalaureate May 1 Sunda 2:00-4:00 PM PTF-Parent Sept-May 8 Monday 7:30- 9:00 PM Teacher Fellowshi WCHS Board Meeting s Year-Round 10 Tuesda 7:30-9:00 PM TOTAL __ 42 3 Request for WCHS Conditional Use/Site Development Review:Appendix D D-1 I WCHS SPORTS 2010 - 2011 ON-SITE EVENTS #1 DATE TIME Girls' Volle ball* 2 9/8 5:00-8:30 PM Boys' Soccer 1 9/1 4:15-6:30 PM Girls' Soccer 1 9/20 4:15-6:30 PM r Girls' Volleyball* 2 9/20 5:00-8:30 PM Boys' Soccer 1 9/22 4:15-6:30 PM Girls' Volleyball* 2 9/22 5:00-8:30 PM r Girls' Volleyball* 2 9/27 5:00-8:30 PM Boys' Soccer 1 9/30 4:15-6:30 PM Boys' Soccer 1 10/4 4:15-6:30 PM ! Girls' Volleyball? 2 10/6 5:00-8:30 PM Girls' Volleyball* 2 10/10 5:00-8:30 PM Boys' Soccer 1 10/11 4:15-6:30 PM s Boys' Soccer 1 10/13 4:15- 6:30 PM Girls' Soccer 1 10/18 44:15-6:30 PM Girls'Soccer 1 10/21 4:15-6:30 PM Girls' Volleyball* 2 10/25 5:00-8:30 PM ' Girls' Soccer 1 10/25 4:15-6:30 PM Girls' Soccer 1 10/28 4:15-6:30 PM Basketball** 4 12/1 3:00- 9:00 PM ` Basketball 4 12/15 3:00-9:00 PM Basketball 4 12/20 3:00- 9:00 PM Basketball 4 1/3 3:00-9:00 PM Basketball 4 1/10 3:00-9:00 PM ! Basketball 4 1/13 3:00-9:00 PM ' Basketball 4 1/27 3:00- 9:00 PM 4 Basketball 4 1/30 3:00- 9:00 PM Basketball 4 2/7 3:00- 9:00 PM Basketball 4 2/10 3:00-9:00 PM TOTAL 65 --- --- *Junior Varsity(JV)Volleyball plays before each Varsity game. **Girls' and Boys'JV games played before Girls' and Boys'Varsity Basketball. e , l� U t f Request for WCHS Conditional Use/Site Development Review:Appendix D D-2 APPENDIX H WCHS/CBC SHARED PARKING AGREEMENT i AGREEMIE TT REGARDING PARKING USE This Agreement Regarding Parking Use(the"Agreement") is dated September 1,2011, and is between City Bible Church("CBC")and Westside Christian High School, Inc. ("WCHS"). Recitals: A. CBC owns the real property located at 8200 SW Pfaffle in Tigard,Oregon(the "Property"). CBC and WCHS are parties to a Purchase and Sale Agreement dated May 18, 2011 (the"Agreement")pertaining to CBC's sale of the Property to WCHS. B. When the sale of the Property closes,CBC and WCHS will enter into a lease(the "Lease")which permits CBC to use portions of the building on the property during times other than during the regular school day(referred to as "Primary Use Times"in the Lease). C. The City of Tigard (the"City)requires that the joint use of the parking lot on the Property by WCHS and CBC do not overlay. The City requires WCHS and CBC to agree that their joint use of the parking lot on the Property will comply with the provisions of the City's Municipal Community Development Code Section 18.765.030(C) (the"City Code"). The purpose of this Agreement is to fulfill that requirement. Agreement: Therefore, CBC and WCHS agree as follows: CBC and WCHS agree not to violate the joint use Iimitations under the City Code during the term of the Lease. During CBC's Primary Use Times,WCHS will not hold events or otherwise cause a demand for parking that exceeds the on-campus supply of 160 parking spaces. Similarly,during times other than CBC's Primary Use Times, CBC shall not hold any events or cause the use of more than five parking spaces on the Property. WCHS: Westside Christian High School, Inc. By: Name: av Title: i CBC: City Bible Church By: Name: 6 J r« Pz Title: C:1Users\David\Documents\Work-Career\Remington CsroupWctive\WCHS\PSA-Lease\WCHS i RECEIVED . ._- FEB 2 2017 CITY 'GARD A February 1, 2017 BURNNCI VJON City Tigard Ti and ATTN: Engineering Department 13125 SW Hall Blvd Tigard, Oregon 97223 RE: Westside Christian High School Soccer Field Improvements Project 1200CN permit Dear Engineering Department: Attached are the calculations for the buildingpermit for the Westside Christian High 9 School Soccer Field Improvements. The following calculations are submitted for your review: • Retaining wall calculations • Road Lighting calculations • Field Lighting calculations • Storm water caclulations The stormwater calculations we prepared by KPFF and reviewed by myself. The drainage areas (pervious vs impervious) are equal from undeveloped to developed conditions. The roadway has moved, but the areas are the same and the time of concentration is unchanged. The biggest change is from a drainage swale to a StormFilter BMP. The north half of the property already has a StormFilter BMP of the same size (flows are almost equal north and south drainage basins) and the existing maintenance agreement will be modified to include the new stormfilter manhole. Thank you for your consideration. City of Ti.ard Sincerely, Q: . �,7 • Plana BY Date w- ,-7 e ZO AFM ±1 -F - Neil Pietrok, PE OFFICE' CE COPY CC: Westside Christian High School Debi Miller, WCHS Principal Ron White, Probity Builders Sam Wiseman, Gregory Pacific Construction neil@per-eng.com Pietrok Engineering &Resources LLC 503-793-3469 WESTSIDE CHRISTIAN HIGH SCHOOL FIELD IMPROVEMENTS PROJECT 8200 SW Pfaffle Street, Tigard, Oregon PROJECT CALCULATIONS Owner: Westside Christian High School 8200 SW Pfaffle Street Tigard, Oregon 97223 Civil Engineer: Pietrok Engineering and Resources LLC 11732 NW Laidlaw Road Portland, Oregon 97229 Electrical Engineer: Evans Engineering and Consulting LLC 12745 SW Beaverdam Road Beaverton, Oregon 97005 Index: Pages 2-28 Ultrablock Wall Calculations Pages 29-31 Site Lighting Calculations Pages 32-41 Field Lighting Calculations Pages 42-84 Storm Water Calculations i. U TR •BLOCK, I C. I UltraWall Version: 4.0.16287.0 Project: Westside Christian High School Location: Site Location Designer: xxx Date: 1/5/2017 ,.. Section: Section 1 111, 0III Design Method: NCMA_09_3rd_Ed, Ignore Vert. Force N. Design Unit: Ultrablock 1111 SOIL PARAMETERS cp coh y Retained Soil: 30 deg 0 psf 120 pcf Foundation Soil: 30 deg 0 psf 120 pcf Leveling Pad: 40 deg 0 psf 130 pcf Crushed Stone I1 GEOMETRY Design Height: 7.10 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/5.70 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Slope Length: 0.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 3.46 ft Vertical 6 on Single Depth FACTORS OF SAFETY Sliding: 1.50 Overturning: 1.50 I Bearing: 2.00 1 RESULTS FoS Sliding: 2.20 (Ivlpd) FoS Overturning: 2.03 Bearing: 1257.84 FoS Bearing: 4.01 Name Elev.[dpth] ka Pa ! Paq ' Paqd (PaC) PaT FSsI(Ivl Pd) FoS OT %DM 1X 4.89[2.21] 0.259 93 0 0 0 100.00 0% 93 15.41 i 100°k 1X 2.45[4.65] 0.259 372 0 0 0 372 ! 49.80 4.22 53% 1X 0.00[7.10] 0.259 , 837 0 0 0 837 2.20(2.22) __. 2.03 35% Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 1 U TR'BLOCK, INC. NOTES ON DESIGN UNITS The wall section is designed on a'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall(or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80%of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false (NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value(1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 2 U TR'BLOCK, INC. �LL- DESIGN DATA TARGET DESIGN VALUES (Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsl =1.50 Minimum Factor of Safety for overturning about the toe FSot=1.50 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb=0.50 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =7.10 ft Embedment, measured from top of leveling pad to finished grade emb=0.50 ft Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i =0.00 deg Slope Geometry Slope Angle, measured from horizontal f3=0.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft Slope Length, measured from back of wall facing SL_Length=0.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g.traffic) LL=0.00 psf Live Load Offset, measured from back face of wall LL offset=0.00 ft Live Load Width, assumed strip loading LL_width =0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL=0.00 psf Dead Load Offset, measured from back face of wall DL_offset=0.00 ft Dead Load Width, assumed strip loading DL width = 0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp = 30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp=30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 3 U TR'BLOCK, INC. RETAINING WALL UNITS STRUCTURAL PROPERTIES: • N is the normal force[or factored normal load]on the base unit The default leveling pad to base unit shear is 0.8 tan(cp) or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: Unit Ht(in) Width(in) Depth(in) Equiv_Density(pcf) Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 , 59.00 59.00 140.00 29.50 Triple 29.50 59.00 88.50 140 00 44.25 15 in Tall Unit 14.75 59.00 29.50 140.00 14.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 4 • U TR'BLOCK,INC. • ■LL FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block Wt X-Arm Moment i Soil Wt X Arm Moment 1846.08 1.72 1453.13 0.00 3.02 0.00 2 846.08 1.47 1246.55 0.00 2.78 0.00 3 846.08 1.23 1039.97 Block Weight(Force v)=block: 2538 X-Arm = 1.59 ft Soils Block Weight(Force v) = 0 ppf X-Ami =2.84 ft Active Earth Pressure Pa= 837 ppf Pah (Force H)= Pa cos(batter+6)= 837 x cos(-5.7+20.0)= 811 ppf Y-Arm =2.45 ft Pa_v(Force V)= Pa sin(batter+6)=837 x sin(-5.7+20.0) =0 ppf X-Arm =2.68 ft Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facingfor walls that have deepembedments. Passive Earth Pressure: kp=3.00 Pp=234.17 ppf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 5 U TR BLOCK, INC. CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall.The base block width is used in the calculations.The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is 6 minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective 6 angle(2/3 retained phi) 6=20.0 deg Coefficient of active earth pressure ka=0.259 External failure plane p= 54 deg Effective Angle from horizontal Eff.Angle=95.70 deg Coefficient of passive earth pressure: kp= (1 +sin(cp))/(1 -sin(cp)) kp=3.00 co0i+i)a Ka:- cos(i)a•cos(Si-i}�1 + 6. Si a i 11 1.cos(i+ p) WO: stone within units W1: facing units W2: stone over the tails W9: Driving force Pa W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd FORCES AND MOMENTS 1 The program resolves all the geometry into simple geometric shapes coordinates are referenced to a zero point at the front toe of the base bloc UNFACTORED LOADS %7 { = Pq Name Factory'Force(V)'Force(H) X len Y-len Mo ; Mr Pa Face Blocks(W1)! 1 00 ; 2538 1 - 1 59. - 4034, H LvlPad(W18) ! 1 00 176 - - i - i__ Pa h 1.00 811 - 2.45 ,1985, Pa_v 100 0 - 2.68! - ; - j p s - Sum V/H 1.00 ' 2714 ; 811 i Sum Mom;1985'4034, ; s itimi L --•.• Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 6 U TR'BLOCK, INC. BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding=W1 +W2 2538+ 0 N =2538 ppf Resisting force at pad = N tan(slope)+ intercept x L 2538 x tan(33.9) +0.0 x 2.5 Rf1 =1776 where L is the base block width With tilt,the resisting force is'SumV*cos(tilt)' + Rf*sin(tilt) + Df*sin(tilt) because the unit is sliding'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct,the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd cp=30.00 deg N1 includes N (the leveling pad)+leveling pad (LP) 2538 + 176 N1 =2714 ppf Passive resistance is calculated using kp = (1 +sin(30))/(1 -sin(30)) kp=3.00 Pressure at top of resisting trapezoid, dl = 0.50 Fp1 = 180.00 Pressure at base of resisting trapezoid, d2 = 1.25 Fp2 =448.33 Depth of trapezoid depth =0.75 Pp = (Fp1 + Fp2)/2 *depth 234.17 Resisting force at fnd =(N1 tan(phi)+ c L)+ Pp 2714 x tan(30)+ 0 x 2.7+234 Rf2= 1801 where LP=Ivl pad thickness * 130pcf*(L+ Ivl pad thickness/2) Driving force is the horizontal component of Pah Df=811 FSsI=Rf/Df FSs1=2.20/2.22 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 7 U TR'BLOCK, INC. �LL OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks.Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad 4034 Mr=4034 ft-lbs Moments causing eccentricity= MPah + MPq 1985 Mo=1985 ft-lbs e=L/2 -(Mr-Mo)/N1 e=2.46/2 - (4034- 1985)/2714 e=0.42 e/L= 0.17 FSot= Mr/Mo FSot =4034/ 1985 FSot=2.03 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 U TR'BLOCK, INC. ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV=(W1 +W2 +Pa_v) e=L/2 -(SumMr-SumMo)/(SumV) e=2.46/2 - (2049/2538.23) e=0.422 ft Calculation of Bearing Pressures Qult=c*Nc+q*Nq +0.5*y*(B')*N9 where: Nc=30.14 Nq=18.40 Ng =22.40 c=0.00 psf q= 120.00 psf B'=B-2e+Ivlpad =2.11 ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=5050 psf Bearing Pressure= (SumVert/B') +((2B + LP depth)/2*LP depth *gamma) sigma=1257.84 psf Calculated Factors of Safety for Bearing Quit/sigma=4.01 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 9 `'`�' U TR • BLOCK, I C. LL UltraWall Version: 4.0.16287.0 Project: Westside Christian High School Location: Site Location Designer: xxx Date: 1/5/2017 ,'4 lb 1 14-• Section: Section 1 Design Method: NCMA_09_3rd_Ed cr; 11 Design Unit: Ultrablock rall SOIL PARAMETERS cp coh y -p; ;,, Retained Soil: 30 deg 0 psf 120 pcf F4 wl Foundation Soil: 30 deg 0 psf 120 pcf Leveling Pad: 40 deg 0 psf 130 pcf Crushed Stone GEOMETRY Design Height: 9.50 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/5.70 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Slope Length: 0.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 5.92 ft Vertical b on Single Depth FACTORS OF SAFETY Sliding: 1.50 Overturning: 1.50 Bearing: 2.00 RESULTS FoS Sliding: 2.29 (fnd) FoS Overturning: 2.07 Bearing: 1590.86 FoS Bearing: 4.65 Name ' Elev.[dpth] i ka Pa Paq 1 Paqd ; (PaC) PaT FSsI(Ivl Pd) i FoS OT I %D/H 1X i 7.34[2.16] 0.259 90 i 0 00 90 i 100 00 16.31 100% 1X 4.89[4.61] i 0.259 365 ; 0 0 0 365 50.75 i 4.34 ' 53% 1X 2.45[7.05] 0.259 826 0 0 i 0 826 ` 22.53 2.07 35%° 2X-2X 1 0.00[9.50] 0.321 i 1920 j 0 0 0 1920 2.40(2.29) 2.73 i 52% Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 1 U TR •BLOCK,INC. NOTES ON DESIGN UNITS The wall section is designed on a'per unit width bases' (Ib/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall (or 1 ft3). therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted,then AASHTO only allows 80% of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g.the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false(NG), even though the results shown is 1.50 (results are rounded to 2 places on the screen). In the design check we round to 2 decimalplaces to check against the suggested value (1.49999999999 rounds to 1.50 . 9 9 99 ) Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 2 U TR'BLOCK, I C. IW DESIGN DATA TARGET DESIGN VALUES(Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsI=1.50 Minimum Factor of Safety for overturning about the toe FSot=1.50 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min emb=0.50 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H =9.50 ft Embedment, measured from top of leveling pad to finished grade emb=0.50 ft Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i=0.00 deg Slope Geometry rY Slope Angle, measured from horizontal R=0.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft Slope Length, measured from back of wall facing SL_Length =0.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g.traffic) LL=0.00 psf Live Load Offset, measured from back face of wall LL offset=0.00 ft Live Load Width, assumed strip loading LL_width = 0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL= 0.00 psf Dead Load Offset, measured from back face of wall DL_offset=0.00 ft Dead Load Width, assumed strip loading DL width =0.00 ft Soil Parameters Retained Zone Angle of Internal Friction tp=30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp= 30.00 deg Cohesion coh =0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 page 3 U TR•BLOCK, INC. RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load]on the base unit The default leveling pad to base unit shear is 0.8 tan(w) or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. Table of Values: Unit Ht(in) Width(in) Depth(in) Equiv_Density(pcf) Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 Full , 29.50 59.00 29.50 140.00 14.75 Double 29.50 , 59.00 59.00 140.00 29.50 Triple 29.50 59.00 88.50 140.00 44.25 15 in Tall Unit i 14.75 1 59.00 29.50 140.00 14.75 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 4 U TR BLOCK, INC. FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block Wt X-Arm 1 Moment Soil Wt X-Arm Moment j 1 846.08 1.96 1659.71 89.85 3.38 303.62 2846.08 1.72 1453.13 285.00 3.44 979.33 3 846.08 1.47 1246.55 474.73 3.51 1666.76 4... 1692.15 2.46 4159.88 Block Weight(Force v) =block:4230 X-Arm =2.13 ft Soils Block Weight(Force v) = 850 ppf X-Arm = 3.58 ft Active Earth Pressure Pa= 1920 ppf Pa_h (Force H)= Pa cos(batter+6)= 1920 x cos(3.3+22.5 )= 1729 ppf VArm=3.33ft Pa_v(Force V)= Pa sin(batter+6)= 1920 x sin(3.3+22.5 )=835 ppf X-Arm =4.39 ft Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facing for walls that have deep embedments. Passive Earth Pressure: kp= 3.00 Pp= 355.02 ppf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 5 U TR :LOCK,INC. CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face.The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is 6 minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective 6 angle(3/4 retained phi) 6=22.5 deg Coefficient of active earth pressure ka=0.321 External failure plane p=57 deg Effective Angle from horizontal Eff.Angle=86.74 deg Coefficient of passive earth pressure: kp= (1 +sin(W))/(1 -sin(cp)) kp=3.00 cos(iti+i)a Ka 2 s• 4)i+Si•s. $i- cosi) •cos(Sil —i)�1 + cos(ai—i).cos(i+p) WO: stone within units W1:facing units W2: stone over the tails W9: Driving force Pa W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd FORCES AND MOMENTS The program resolves all the geometry into simple geometric shapes coordinates are referenced to a zero point at the front toe of the base bloc apr�lt UNFACTORED LOADS /' Name Factory Force(V) Force(H)_X—ten! Y len Mo ' Mr i Face Blocks(W 1) 1.00 i. 4230 - 2.13 - — 9000 I H 3045 LviPad(W18 1.00 336 — 1 r Soil Wedge(W2) 1 00 850 — 3 58 Pa_h 1.00 — ( 1729 3.33 5758 Pa_v i 1 00 835 ` — 4.39i ; 3666 ; _• � , Sum V/H 1.00 6250 , 1729 ;Sum Mom 5758 15711 L — a- Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 6 U TR'BLOCK,INC. BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding =W1 +W2 + Pay 4230+ 850+835 N =5915 ppf Resisting force at pad = N tan(slope)+intercept x L 5915 x tan(33.9) +0.0 x 4.9 Rf1 =4122 where L is the base block width With tilt,the resisting force is'SumV*cos(tilt)'+ Rf*sin(tilt) +Df*sin(tilt) because the unit is sliding'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct,the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd cp=30.00 deg N1 includes N (the leveling pad) +leveling pad (LP) 5915 + 336 N1 =6250 ppf Passive resistance is calculated using kp= (1 +sin(30))/(1 -sin(30)) kp= 3.00 Pressure at top of resisting trapezoid, dl = 0.50 Fp1 = 180.00 Pressure at base of resisting trapezoid, d2 = 1.49 Fp2 = 536.67 Depth of trapezoid depth =0.99 Pp= (Fp1 + Fp2)/2 *depth 355.02 Resisting force at fnd =(N1 tan(phi)+c L)+ Pp 6250 x tan(30)+ 0 x 5.2+ 355 Rf2 = 3964 where LP=Ivl pad thickness* 130pcf* (L+ Ivl pad thickness/2) Driving force is the horizontal component of Pah 1729 Df=1729 FSsl=Rf/Df FSsl=2.40/2.29 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 7 U TR •BLOCK,INC. OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks.Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2 + MLvIPad+MPav 9000+ 3045 + 3666 Mr=15711 ft-lbs Moments causing eccentricity= MPah+ MPq 5758 Mo=5758 ft-lbs e=U2-(Mr-Mo)/N1 e=4.92/2- (15711 - 5758)/6250 e=0.78 e/L=0.16 FSot= Mr/Mo FSot=15711 /5758 FSot=2.73 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 U TR'BLOCK, I C. �W li ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV= (W1 +W2 +Pa_v) e= L/2-(SumMr-SumMo)/(SumV) e=4.92/2 - (9953/5914.52) e=0.776 ft Calculation of Bearing Pressures Qult= c*Nc+q* Nq+ 0.5*y*(B') *Ng where: Nc=30.14 Nq=18.40 Ng =22.40 c=0.00 psf q = 120.00 psf B'= B-2e+Ivlpad =3.87ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=7404 psf Bearing Pressure= (SumVert/B') + ((2B +LP depth)/2 * LP depth * gamma) sigma=1590.86 psf Calculated Factors of Safety for Bearing Quit/sigma=4.65 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 9 U TR •BLOCK, INC. 1W UltraWall Version: 4.0.16287.0 Project: Westside Christian High School + Location: Site Location Designer: xxx WI Date: 1/5/2017 Section: Section 1 al Design Method: NCMA_09_3rd_Ed .....,. in Design Unit: Ultrablock SOIL PARAMETERS cp coh y MEC''11111 Retained Soil: 30 deg 0 psf 120 pcf - i Foundation Soil: 30 deg 0 psf 120 pcf '1 Leveling Pad: 40 deg 0 psf 130 pcf Crushed Stone GEOMETRY Design Height: 12.10 ft Live Load: 0 psf Wall Batter/Tilt: 0.00/5.70 deg Live Load Offset: 0.00 ft Embedment: 0.50 ft Live Load Width: 0 ft Leveling Pad Depth: 0.50 ft Dead Load: 0 psf Slope Angle: 0.0 deg Dead Load Offset: 0.0 ft Slope Length: 0.0 ft Dead Load Width: 0 ft Slope Toe Offset: 0.0 ft Leveling Pad Width: 5.92 ft Vertical S on Single Depth FACTORS OF SAFETY Sliding: 1.50 Overturning: 1.50 Bearing: 2.00 RESULTS FoS Sliding: 1.92 (fnd) FoS Overturning: 1.95 Bearing: 2374.51 FoS Bearing: 2.82 1 i Name Elev.[dpth] 1 ka Pa Paq ; Paqd (PaC) PaT , FSsI(Ivl Pd) FoS OT %D/H 1X 9.78[2.32] , 0.259 102 r 0 0 0 102 1..._00_0_0 13.54 1_0z00_. ' � % 1X 7.34[4.76] 0.259 389 0 0 0 389 47.68 3.95 52% 1X X 4.8917.21] 0.259 862 0 00 862 21.61 1.95 34% 2X-2X { 2.45[9.65] , 0319 1969 0 0..._ 0 I 1969 : 10.35 f 2.64 51% 2X-2X 0.00[12.10] 0.297 ; 2827 0 0 0 2827 2.09(1.92) 2.00 41% Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 1 No U TR'BLOCK, INC. NOTES ON DESIGN UNITS The wall section is designed on a'per unit width bases' (lb/ft/ft of wall or kN/m/meter of wall). In the calculations the software shows lb/ft or kN/m, neglecting the unit width factor for simplicity. The weights for the wall unit are shown as lbs/ft3 (kN/m3). For SRW design a 1 sf unit is typically 1 ft deep, 1.5 ft wide and 8 inches tall(or 1 ft3).therefore a typical value of 120 pcf is shown. With larger units the unit weight will vary with the size of the unit. Say we have 4 ft wide unit, 1.5 ft tall and 24 inches deep with a tapered shape (sides narrow), built with 150 pcf concrete. We add up the concrete, the gravel fill and divide by the volume and the results may come out to 140 pcf, as shown in the table. The units with more gravel may have lower effective unit weights based on the calculations. Hollow Units Hollow units with gravel fill are treated differently in AASHTO. If the fill can fall out as the unit is lifted, then AASHTO only allows 80% of the weight of the fill to be used for eccentricity(overturning calculations). In the properties page for the units the weight of the concrete may be as low as 75 pcf. This is the effective unit weight of the concrete only (e.g. the weight of the concrete divided by the volume of the unit). The density of the concrete maybe 150 pcf, but not the effective weight including the volume of the void spaces used for gravel fill. Rounding Errors When doing hand calculations the values may vary from the values shown in the software. The program is designed using double precision values (64 bit precision: 14 decimal places). Over several calculations the results may differ from the single calculation the user is making, probably inputting one or two already rounded values. Result Rounding As noted above the software is based on double precision values. For example, using an NCMA design method an allowable factor of safety of 1.5 the software may calculate a value of 1.49999999999999, since this is less than 1.5, it would be false(NG), even though the results shown is 1.50(results are rounded to 2 places on the screen). In the design check we round to 2 decimal places to check against the suggested value(1.49999999999 rounds to 1.50). Given the precision of the calculation, this will provide a safe design even though the'absolute'value is less than the minimum suggested. Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 2 U TR•BLOCK, INC. DESIGN DATA TARGET DESIGN VALUES (Factors of Safety) Minimum Factor of Safety for the sliding along the base FSsl=1.50 Minimum Factor of Safety for overturning about the toe FSot=1.50 Minimum Factor of Safety for bearing (foundation shear failure) FSbr=2.00 MINIMUM DESIGN REQUIREMENTS Minimum embedment depth Min_emb=0.50 ft INPUT DATA Geometry Wall Geometry Design Height, top of leveling pad to finished grade at top of wall H=12.10 ft Embedment, measured from top of leveling pad to finished grade emb=0.50 ft Leveling Pad Depth LP Thickeness=0.50 ft Face Batter, measured from vertical i=0.00 deg Slope Geometry Slope Angle, measured from horizontal R =0.00 deg Slope toe offset, measured from back of the face unit STL_offset=0.00 ft Slope Length, measured from back of wall facing SL Length=0.00 ft NOTE: If the slope toe is offset or the slope breaks within three times the wall height, a Coulomb Trial Wedge method of analysis is used. Surcharge Loading Live Load, assumed transient loading (e.g. traffic) LL= 0.00 psf Live Load Offset, measured from back face of wall LL_offset=0.00 ft Live Load Width, assumed strip loading LL_width =0.00 ft Dead Load, assumed permanent loading (e.g. buildings) DL= 0.00 psf Dead Load Offset, measured from back face of wall DL offset=0.00 ft Dead Load Width, assumed strip loading DL width = 0.00 ft Soil Parameters Retained Zone Angle of Internal Friction cp=30.00 deg Cohesion coh=0.00 psf Moist Unit Weight gamma=120.00 pcf Foundation Angle of Internal Friction cp =30.00 deg Cohesion coh=0.00 psf Moist Unit Weight gamma=120.00 pcf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 3 II ` U TR BLOCK, INC. RETAINING WALL UNITS STRUCTURAL PROPERTIES: N is the normal force[or factored normal load] on the base unit The default leveling pad to base unit shear is 0.8 tan(cp) or may be the manufacturer supplied data. cp is assumed to be 40 degrees for a stone leveling pad. 1 Table of Values: Unit Ht(in) ! Width(in) Depth(in) : Equiv_Density(pcf) Equiv_CG(in) Cap 14.75 59.00 29.50 140.00 14.75 Full 29.50 59.00 29.50 140.00 14.75 Double 29.50 59.00 59.00 140.00 29.50 Triple 29.50 ' 59.00 88.50 140 00 44.25 15 in Tall Unit 14.75 • 59.00 29.50 140.00 I 14.75 • Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 4 U TR'BLOCK, 1 C. FORCE DETAILS The details below shown how the forces and moments are calculated for each force component. The values shown are not factored. All loads are based on a unit width (ppf/kNpm). Layer Block Wt X-Arm Moment Sod Wt X-Arm Moment 1 846.08 2.21 1866.28 88.69 3.59 318.64 2 846.08 1.96 1659.71 240.14 3.60 864.76 3 846.08 1.72 1453.13 388.26 3.61 1400.36 4 1692.15 _._ 2.70 4573.03 0.00 5.16 0.00 5 w 1692.15 2.46 4159.88 Block Weight(Force v)=block: 5923 X-Arm =2.43 ft Soils Block Weight(Force v)=717 ppf X-Arm = 3.72 ft Active Earth Pressure Pa=2827 ppf Pa_h (Force H)= Pa cos(batter+b)=2827 x cos(0.1 +22.5)=2609 ppf VArm =4.20ft Pa_v(Force V)= Pa sin(batter+6)=2827 x sin(0.1 +22.5)= 1088 ppf X-Arm =4.48 ft Passive Earth Pressures Passive earth pressures are used for resistance of the Leveling Pad, but may be extended upward to assist with the resistance of the wall facing for walls that have deep embedments. Passive Earth Pressure: kp=3.00 Pp=355.02 ppf Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 5 • U TR BLOCK, INC. CALCULATION RESULTS OVERVIEW UltraWall calculates stability assuming the wall is a rigid body. Forces and moments are calculated about the base and the front toe of the wall. The base block width is used in the calculations. The concrete units and granular fill over the blocks are used as resisting forces. EARTH PRESSURES The method of analysis uses the Coulomb Earth Pressure equation (below)to calculate active earth pressures. Wall friction is assumed to act at the back of the wall face. The component of earth pressure is assumed to act perpendicular to the boundary surface. The effective 6 angle is b minus the wall batter at the back face. If the slope breaks within the failure zone, a trial wedge method of analysis is used. EXTERNAL EARTH PRESSURES Effective 6 angle(3/4 retained phi) 6=22.5 deg Coefficient of active earth pressure ka=0.297 External failure plane p= 56 deg Effective Angle from horizontal Eff.Angle=89.86 deg Coefficient of passive earth pressure: kp= (1 +sin(cp))/(1 -sin(cp)) kp=3.00 coseiq+i)2 Ka:- 1 cos(i)2•cos(si—i)11+ S 4)i+ s Si—P cos(di—i)•cos(i+(3) WO: stone within units W1: facing units W2: stone over the tails W9: Driving force Pa W10: Driving Surcharge load Paq W11: Driving Dead Load Surchage Paqd FORCES AND MOMENTS a The program resolves all the geometry into simple geometric shapes I9NIIIIIIINIIIIIIIIIIIIIRIIIIIIIIIIINIIIIIII coordinates are referenced to a zero point at the front toe of the base bloc p4 \ i ", UNFACTORED LOADS ! P Name Factor y, X-len t Y-len Mo Mr ; H Pa Face Blocks(W1) 1.00 5923 2.43 — — 14378; ��' Soil Wedge(W2), 1.00 717 i 3.721 — — 2665 LvlPad(W18) 1.00 336 _ /� Pa_h 1.00 — 2609 420 __..10948;: -- . Pa_v 1.00 1088 — 4.48 — — 4876 1: Sum V/H ' 1.00 8064 2609 Sum Mom 10948;21919; L --...-- Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 6 U TR'BLOCK, INC. BASE SLIDING Sliding at the base is checked at the block to leveling pad interface between the base block and the leveling pad. Sliding is also checked between the leveling pad and the foundation soils. Forces Resisting sliding =W1 +W2+ Pay 5923+ 717+ 1088 N=7728 ppf Resisting force at pad = N tan(slope)+ intercept x L 7728 x tan(33.9) +0.0 x 4.9 Rf1 =5421 where L is the base block width With tilt,the resisting force is'SumV*cos(tilt)'+ Rf*sin(tilt)+ Df*sin(tilt) because the unit is sliding'upslope'. The program also checks sliding through the pad, taking the minimum value for Re. The result is correct,the equation shown is not complete. Friction angle is the lesser of the leveling pad and Fnd p=30.00 deg N1 includes N (the leveling pad)+leveling pad (LP) 7728 + 336 N1 = 8064 ppf Passive resistance is calculated using kp= (1 +sin(30))/(1 -sin(30)) kp= 3.00 Pressure at top of resisting trapezoid, dl = 0.50 Fp1 = 180.00 Pressure at base of resisting trapezoid, d2 = 1.49 Fp2 = 536.67 Depth of trapezoid depth =0.99 Pp= (Fp1 +Fp2)/2 *depth 355.02 Resisting force at fnd= (N1 tan(phi) +c L) + Pp 8064 x tan(30)+ 0 x 5.2+ 355 Rf2 = 5011 where LP=Ivl pad thickness * 130pcf*(L+Ivl pad thickness/2) Driving force is the horizontal component of Pah 2609 Df=2609 FSsl=Rf/Df FSsl =2.09/ 1.92 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Page 7 U TR'BLOCK, INC. OVERTURNING ABOUT THE TOE Overturning at the base is checked by assuming rotation about the front toe by the block mass and the soil retained on the blocks.Allowable overturning can be defined by eccentricity(e/L). For concrete leveling pads eccentricity is checked at the base of the pad. Moments resisting eccentricity= M1 + M2+ MLvlPad+ MPav 14378 +2665+4876 Mr=21919 ft-lbs Moments causing eccentricity= MPah +MPq 10948 Mo=10948 ft-lbs e= U2-(Mr-Mo)/N1 e=4.92/2 - (21919- 10948)/8064 e=1.04 e/L= 0.21 FSot=Mr/Mo FSot=21919/10948 FSot=2.00 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review,verification, and approval by a qualified professional engineer. UltraWall 4.0.16287.0 Page 8 U TR'BLOCK, INC. ECCENTRICITY AND BEARING Eccentricity is the calculation of the distance of the resultant away from the centroid of mass. In wall design the eccentricity is used to calculate an effective footing width. Calculation of Eccentricity SumV=(W1 +W2 +Pa_v) e= L/2 -(SumMr-SumMo)/(SumV) e=4.92/2 - (10971 17728.05) e=1.039 ft Calculation of Bearing Pressures QuIt=c*Nc+q*Nq+0.5 *y*(B')* Ng where: Nc=30.14 Nq =18.40 Ng =22.40 c=0.00 psf q = 120.00 psf B'= B-2e+Ivlpad = 3.34ft Gamma(LP)=130 pcf Calculate Ultimate Bearing, Qult Qult=6696 psf Bearing Pressure= (SumVert/B') + ((2B + LP depth)/2 *LP depth *gamma) sigma=2374.51 psf Calculated Factors of Safety for Bearing Quit/sigma=2.82 Note: Calculations and quantities are for PRELIMINARY ANALYTICAL USE ONLY and MUST NOT be used for final design or construction without the independent review, verification, and approval by a qualified professional engineer. Ultra Wall 4.0.16287.0 Pa9e 9 Generated by COMcheck-Web Software „a Exterior Lighting Compliance Certificate Section 1: Project Information Energy Code:2014 Oregon Energy Efficiency Specialty Code Project Title: Project Type:Addition Exterior Lighting Zone: 2 (Residential mixed use area) Construction Site: Owner/Agent: Designer/Contractor: 8200 SW Pfaftie St. Neil Petrok Charles Evans Tigard,Oregon 97223 Petrok Engineering and Resources LLC Evans Engineering and Consulting LLC 11732 NW Laidlaw Road 12745 SW Beaverdam Rd. Portland,Oregon 97229 Beaverton,Oregon 97005 503-793-3469 503-258-7630 neil@per-eng.com charles@evansengineeringconsulting.com Section 2: Exterior Lighting Area/Surface Power Calculation A B C D E F Exterior Area/Surface Quantity Allowed Tradable Allowed Proposed Watts Wattage Watts Watts /Unit (BxC) Main Drive(Driveway) 600 ft2 0.06 Yes 36 750 West Walkway(Walkway<10 feet wide) 600 ft of walkway length 0.7 Yes 420 0 East Walkway(Walkway<10 feet wide) 600 ft of walkway length 0.7 Yes 420 0 Total Tradable Watts'= 876 750 Total Allowed Watts= 876 Total Allowed Supplemental Watts"= 600 •Wattage tradeoffs are only allowed between tradable areas/surfaces. "A supplemental allowance equal to 600 watts may be applied toward compliance of both non-tradable and tradable areas/surfaces. Section 3: Exterior Lighting Fixture Schedule A B C D E Fixture ID:Description/Lamp/Wattage Per Lamp I Ballast Lamps/ #of Fixture (C X D) Fixture Fixtures Watt. Main Drive(Driveway,600 ft2):Tradable Wattage LED:L: LED Pole mount light:Other: 1 10 75 750 West Walkway(Walkway<10 feet wide,600 ft of walkway length):Tradable Wattage East Walkway(Walkway<10 feet wide,600 ft of walkway length):Tradable Wattage Total Tradable Proposed Watts= 750 Section 4: Requirements Checklist In the following requirements,blank checkboxes identify requirements that the applicant has not acknowledged as being met. Checkmarks identify requirements that the applicant acknowledges are met or excepted from compliance. 'Plans reference page/section'identifies where in the plans/specs the requirement can be verified as being satisfied. Controls, Switching, and Wiring: 1. Lighting designated to operate more than 2000 hours per year for Uncovered Parking Areas shall be equipped with motion sensors that will reduce the luminaire power by thirty-three percent or turn off one-third the luminaires when no activity is detected. Plans reference page/section: N/A Exterior Lighting Restrictions and Exceptions: Project Title: Report date: Data filename: Page 1 of 2 ✓ 2. Mercury vapor and incandescent lighting is not permitted for use as exterior lighting. ✓ 3. Exempt lighting fixtures are equipped with a control device independent of the control of the nonexempt lighting and are identified in Section 3 table above. Plans reference page/section: N/A Section 5: Compliance Statement Compliance Statement: The proposed exterior lighting design represented in this document is consistent with the building plans.specifications and other calculations submitted with this permit application.The proposed lighting system has been designed to meet the 2014 Oregon Energy Efficiency Specialty Code requirements in COMcheck-Web and to comply with the mandatory requirements in the Requirements Checklist. Charles T. Evans, PE - Engineer 12/06/2016 Name-Title Sign ure Date • Project Title: Report date: Data filename: Page 2 of 2 • i k It t , I ;.» I « 00'000.0'0000 1 j j F ,,00'0.000 an 0.a'0.0ttl _-- --------- 11.4`0a't0'1.1'0 v I 1 0000'0000'0.0 "roto:e.a'i,e != te--- {p oo 00'0040.0.00 -' L1,Cd 5223220161 i',1'z.p A i�1 d j .t a ° 0 ) 00'00'0,0.0.040,D 4'_',yEyc ,, 'k�itt" +* ,� ` 2719+8'202828251.d'0.]`09'rl, > 7 *a;r i "aAgiiAil 1 1:0.0'0.0.0.0.0,0.0.o 0.0 zo, �i4z+2.212.0-12.712.412.411.911.9 p4�,"-''270fit�Lo ai 't �tt'� ,.,, °-• t! ;0000•oo'oo'o.°FA ��pp-rY ---- ,' Pr ' t' - '�'• { {' LYr21e2122`2,}11Y20 r27413,0-1.F-'1..."----•"11:° $ -' �4, • • '{ '0.000'00000.0 1�]ff , a ..+ w `3' 01•1 ` - -#F'` 1 ,,,, €d jL�Ti 1 9 1.e zz t.9-t•e'i:i ..,...;;-4-1:-......0..07 .: 71414,. ° t,= I, r - + f Id 0.00000'0000 t212 -- r : .- o 000 0 00.00 0 0 0 ..2 ; 440 i-- 1 L 6722.42;f4779.69 12.00 12.00 0.00 0.0D 6722.42 4779.69 0.00 t z,e',• ---_.4" --LLJ I 0.3-0 0'0.0 o o'v.o'o.0 vA "- 3zzs'2a 2 L 6704.54 4838.05 12.00 12.00 0.00 0.00 6704.54,4838.05 0.00 7 I 5 I. 6711.66 5034.56 12.00 12.00 0.00 0.00 6711.66 5034.56 0 00 •,1 0 {' .,0000000.00000 142'1,�7�,A �' (= 100'00 0.0.0 00.0 1.2 20 t r.3 6 L 6888,28 5088.70 12.00 12.00 0.00 0.00 6888.28 5088.70 0.00 ,..1 = t„f 1 'oob0'00'00000.o Ods1oz,o.,N#a 7 I L 6822.56 5104.58 12.00 12.00 0.00 0.00 6822.56 5104.58 0.00 O FilW r,1 000000'0000'0.0 0'4061' It�/ 8 1 L 16752.36 5080.67 12.0012.00 0.00 0.00 6752.36 5080.67 0.00 V) -, t1 1 0 0•o 0 0 0'0 0 0 0 0.0 ! 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East PatAway :. +J 1. � I 1 1 MRP LED 42C 530 SOK MRP POST TOP LIGHT 42 LEDs 530 mA 1 HLMLIGHT ENGINE 7028 0.9 75 ' I ,Drawing No. `i 1,1 3 SRS MVOLT DRNE CURRENT SOK COLOR TEMP TYPE 5 UW�Trespass- -1- 0.0 fc 0.1 fc 0.0 fc N/A 1 N/A , ;1 DISTRIBUTION ( I I ' { Roadway _ + 1.7 fc 3.2 01_0,4 fc 8.0:1 4.3:1 [t �1 West Walkway + 1.1 2.7 k 10.4 fc{ 6,8:1 { 2.8:1 t1Summary y I F y1 k r f'`e .8eaa • 00C)0 A MU 1.1 Control System Summary Project Information Specific Notes: Project#: 154689 Project P Project Name: Westside Christian High School Soccer Date: 12/08/16 Project Engineer: BVonk Sales Representative: Tim Butz Control System Type: Control and Monitoring Communication Type: Digital Cellular Scan: 154689A Document ID: 154689P1V3-1208142255 Distribution Panel Location or ID: Service#1 Total#of Distribution Panel Locations for Project: 1 Design Voltage/Hertz/Phase: 208/60/3 Control Voltage: 120 Equipment Listing DESCRIPTION APPROXIMATE SIZE 1.Control and Monitoring Cabinet 24 X 48 QTY SIZE Materials Checklist Total Contactors 4 30 AMP Contractor/Customer Supplied: Total Off/On/Auto Switches: 1 ❑ A single control circuit must be supplied per distribution panel location. —If the control voltage is NOT available, a control transformer is required. ❑ Electrical distribution panel to provide overcurrent protection for circuits —Thermal/Magnetic circuit breaker sized per full load amps on Circuit Summary by Zone Chart ❑ Wiring: —Dedicated control power circuit —Power circuit to and from lighting contactors —Harnesses for cabinets at remote locations —Means of grounding, including lightning IMPORTANT NOTES ground protection ❑ Electrical conduit wireway system 1.Please confirm that the design voltage listed above is accurate for this —Entrance hubs rated NEMA 4: facility. Design voltage/phase is defined as the voltage/phase being connected must be die-cast zinc, PVC,or and utilized at each lighting pole's ballast enclosure disconnect. Inaccurate design voltage/phase can result in additional costs and delays. Contact copper-free die-cast aluminum g your Musco sales representative to confirm this item. ❑ Mounting hardware for cabinets 2.In a 3 phase design,all 3 phases are to be run to each pole. When a 3 phase ❑ Control circuit lock-on device to prevent design is used Musco's single phase luminaires come pre-wired to utilize all 3 unauthorized power interruption to control phases across the entire facility. power 3.One contactor is required for each pole. When a pole has multiple circuits,one ❑ Anti-corrosion compound to apply to ends of contactor is required for each circuit. All contactors are UL 100%rated for the wire, if necessary published continuous load. All contactors are 3 pole. 4.If the lighting system will be fed from more than one distribution location, additional equipment may be required. Contact your Musco sales representative. Call Control-Link Central TII4 operations center 5.A single control circuit must be supplied per control system. at 877/347-3319 to schedule activation of the 6.Size overcurrent devices using the full load amps column of the Circuit Summary control system upon completion of the installation. By Zone chart-Minimum power factor is 0.9. Note:Activation may take up to 1 1/2 hours NOTE: Refer to Installation Instructions for more details on equipment information and the installation requirements .oa Q1999,2016 Musco Sports Lighting,LLC T,tsr 15468Satve-+zueur Form:T-5030-1 CXXDO rtILI { a Control System Summary Westside Christian High School Soccer/154689-154689A Service#1 -Page 2 of 4 r Control•Lunk.Control and Monitoring System 40111,1 ITransformer(provided by �`\•I customer for control voltage Digital cellular supply if not available) antenna Off—on—auto 1 n keyed switches Electrical distribution panel ..�©..� (provided by customer for overcurrent protection) 0000 0 0 0 Control and monitoring melt cabinet Equipment ground To lighting circuits #of Typ.Wire Max,Wire Wire from Wire Description Wires Size(AWG) Length(FT) Musco Notes 1 Line power to contactors,and equipment grounding conductor Note A Note B 27 No A—E 2 Load power to lighting circuits Note A Note B N/A No A—D 3 Control power(dedicated,20A) 3 12 N/A No C,D R60-32-00_C Notes: A. Voltage and phasing per the notes on cover page. B. Calculate per load and voltage drop. C. All conduit diameters should be per code. D. Refer to control and monitoring system installation instructions for more details on equipment information and the installation requirements. E. Contact Musco if maximum wire length from circuit breaker to contactor exceeds value in chart. IMPORTANT: Control(3)wires must be in separate conduit from line and load power wiring(1,2). L J T:11 W\161688P1 Ve-1]IIB142265pM COW mu • }6 Control System Summary Westside Christian High School Soccer/154689 -154689A Service#1 -Page 3 of 4 SWITCHING SCHEDULE CONTROL POWER CONSUMPTION Field/Zone Description Zones Phase 120V Soccer 1Single VA loading INRUSH: 1568.0 of Musco Supplied SEALED: 194.8 Equipment CIRCUIT SUMMARY BY ZONE POLE CIRCUIT DESCRIPTION #OF #OF *FULL CONTACTOR CONTACTOR ZONE FIXTURES DRIVERS LOAD SIZE(AMPS) ID AMPS S1 Soccer 6 6 24.2 30 Cl 1 S2 Soccer 6 6 24.2 30 C2 1 S3 Soccer 5 5 24.2 30 C3 1 S4 Soccer 5 5 24.2 30 C4 1 *Full Load Amps based on amps per driver. T:154161 W 9P1 V3-1 AB14r5S.pdf 0000 U . Control System Summary tip, Westside Christian High School Soccer/154689-154689A Service#1 -Page 4 of 4 PANEL SUMMARY CABINET CONTROL CONTACTOR CIRCUIT DESCRIPTION FULL DISTRIBUTION CIRCUIT # MODULE ID LOAD PANEL ID(BY BREAKER LOCATION AMPS OTHERS) POSITION(BY OTHERS) 1 1 Cl Pole Si 24.18 1 1 1 C2 Pole S2 24.18 1 1 C3 Pole S3 24.18 1 1 C4 Pole S4 24.18 ZONE SCHEDULE CIRCUIT DESCRIPTION ZONE SELECTOR ZONE DESCRIPTION POLE ID CONTACTOR SWITCH ID Zone 1 1 Soccer S1 Cl S2 C2 S3 C3 S4 C4 II T:11511151388P1V3.1ID814fl pdT Westside Christian High School Soccer Tigard,OR a Lighting System From Hometown to Professional Pole/Fixture Summary Pole ID Pole ,.Height Mtg Height Fixture Qty Luminaire Type Load Group *v S1-S2 70' 70' i6 TLC-LED-1150 6.90 kW A 1 la4R.,.,, S3-S4 70' 70' 5 TLC-LED-1150 5.75 kW ! A 4 22 25.30 kW "^ •'' '' Group Summary ) 'Q Group Description Avg Load Max Load Fixture Qty A Soccer 25.3 kW 25.3 kW 22 S„ '- '...,,,u7111,!.., amu. Fixture Type Summary Alma Source Wattage Lumens L90 L$0 L70 Quantity .' TLC-LED-1150 LED 5700K-75 CRI 1150W 121,000 >51,000 >51,000 >51,000 22 - _ Light Level Summary Calculation Grid Summary i Grid Name Calculation Metric flluminatlon Groups Fixture Qty i Ave Min Max MWMin Blanket Grid Horizontal Illuminance 1.14 0 17.9 0.00 A 22 __. Soccer Horizontal Illuminance 31.4 23 41 1.80 A 22 i Spill C PL Horizontal _ 0.05 0 0.25 0.00 A 22 I 0000 We Make It Happen, ENGINEERED DESIGN By:Brad Vonk•File#154689A• 14-Nov-16 Not to be reproduced In whole or part without the written consent of Musco Sports Lighting,LLC.51981,2016 Musco Sports Lighting,LLC. PROJECT SUMMARY EQUIPMENT LIST fOR'AREAS SHOWN Westside Christian High School Soccer Pol u 'mires Tigard,OR WY it LOCATION , SIZEIND LUMINAIRE * ELEVATION NOW __ TYPE POLE_ORM_ GRIDS 1 __ Si I 70' -4' 66' _ TLC-LED-1150 I_6 i 6__ 0_ .S,atDsatgRr� #ry.. 1 I 52 _ 70' '� - 70' TLC-LED-1150 L 6 ,6 � 0 - - ,�f, - _ -._ .� .a. Z _S3-54 _70' , 5' 75' TLC-LED-1150 5 I 5 0 Name: Soccer Y 4 1 TOTALS 22 22 0 Size: 330'x 210' Spacing: 30.0'x 30.0' Height: 3.0'above grade ?A--�,, / ; ,ILIUMllWION SUMIN Atty , : 4 ;,, ---- MAINTAINED '.ORIZON AL FOOTCANDLES `" Entire Grid lessi--- �� Guaranteed Average: 30 �_ Scan Average: 31.4 T ,� r r Maximum: 41 Minimum: 23 ` `� Avg/Min: 1.4 _,_____) Guaranteed Max/Min: t5 S1 ;,;100' ��1oO' S2 Max/Min: 1.80 UG(adjacent pts): 1.7 < .. c _ _ »- ----- r CU: 0.84 I RI E �' No,of Points: 77 432 0 436 A0 434 425 431 . 0 440 � 436 430 } UIMR AIRF INFORMATION . Color/CRI: 5700K-75 CRI - 1 Luminaire Output: 121,000 lumens 429 Al 436 437 437 431 435 434 434 435 432 I No.of Luminaires: 22 t Total Load: 25.3 kW 4 t Lumen Maintenance 425 I1 436 434 432 39 431 433 433 437 38 f, Luminaire Type 190 hrs L80 hrs L70 hrs I TLC-LED-1150 >51,000 >51,000 >51,000 i: Reported per TM-21-11.See luminaire datasheet for details. 423 ' 436 432 428 ,26 35 36\ 39 431 432 423 i ,1 Guaranteed Performance: The ILLUMINATION described N above is guaranteed per your Musco 425 436 432 427 426 428 426 .430 433 431 423 : Warranty document and includes a 0.95 dirt depreciation factor. 427 438 430 429 432 431 430 431 433 430 426 Field Measurements: Individual field measurements may vary from computer-calculated predictions and should be taken - - in accordance with IESNA RP-6-15. 427 437 433 432 37 426 427 431 434 430 427 Electrical System Requirements:Refer to Amperage I Draw Chart and/or the Musco Control System Summary" ie i H ' s for electrical sizing. —jl!"(IJYj�J7 , If9"PTf1"f1"f1tf Installation Requirements:Results assume±3% N J ,! nominal voltage at line side of the driver and structures ----\,.____ - 4 l<�t �_- \100 S3 located within 3 feet(1m)of design locations. • , \ \.,..,,„, . \\ el .. Lr \\l( \ ' /PM SCALE IN FEET 1 :80 Pole Iocations () +dimensions are relative 1 to 0,0 reference polnt(s) MakeWe H Happen, `r 0' 80' 160' ENGINEERED DESIGN By:Brad Vonk•File#154689A• 14-Nov-16 Sports Lighting,L Ccl.®1 811,2016 Musco ports lighting,LLC.t of Musco ILLUMINATION SUMMARY EQUIPMENT LIST FOR;AREAS SHOWN Westside Christian High School Soccer Pole Lu Inalr s Tigard,OR FM DIV LOCATION S112 LUIr'N .• 0 I HIS __ r _ELEVATION HEIGHT TYPE I POLE i GRID 1 f S1 I 70' - -4' 66' TLC-LED-1150 1 6 6 — I 0 2GR"1bSUMMARY 1 �, 52 � 70' : - 70' I TLC-LED-1150 6 6 i 0 2 i S3-54 i 70' i 5' 75' , TLC-LEO-1150 5 i 5 i 0 Name: Spill CO PL 0 TOTALS 22 I 22 0 Spacing: 30.0' Height: 3.0'above grade illUNTI$IA11ON SUMM Y.._'� „ ,,, y;. MAINTAINEr`HORIZONTAL FOOTCANDLES Entire Grid Scan Average: 0.049 / -7.-------________,�` Maximum: 025 Minimum: 0.00 ---.. ,, ' No.of Points: 38 �.;. p• i � .�/ LUMINAIRE INMRMATION 41 p•' p; or q 4ift� Color/CRI: 121,0 -75 CRI Oo. ! Luminaire Output: 121,000 lumens po A P60 p No.of Luminaires: 22 I p, Total Load: 25.3 kW p.00 _p0 0.02 1.- Lumen Maintenance i„,,./.----S �.._� . p,t .4Luminaire Type L90 hrs 180 hrs L70 hrs p. 1 / / � 2 ;--il'• TLC-LED-1150 >51,000 >51,000 >51,000 / ._ "� Reported per TM-21-11.See luminaire datasheetfor details . PP Guaranteed Performance: The ILLUMINATION described 44 - above Is guaranteed per your Musco Warranty document and includes a 0.95 `,1)'fI dirt depreciation factor. Field Measurements: Individual field measurements may vary from P? computer-calculated predictions and should be taken tt in accordance with IESNA RP-6-15. D 6 Electrical System Requirements:Refer to Amperage zDraw Chart and/or the"Musty Control System Summary" for electrical sizing. p•z i Installation Requirements:Results assume t 3% • F ; nominal voltage at line side of the driver and structures p; Illy located within 3 feet(1m)of design locations. PI" - -�S4 t \ S3 "' p.bo �l \ c\ b.bmLI , ®bo3 ak) a P-0; i di , . r4-.- ••.--,. ILA tr'M ...akadi SCALE IN FEET 1 :120 Pole locations) +dlmensions are relative IIIILV 1 I to 0,0 reference point(s) We Make ft Happen, 0' 120' 240' written ENGINEERED DESIGN By:Brad Vonk•File#154689A• 14-Nov-16 Supt t�begh ng,LLC.©1981, 016 Musco pproduced In whole or part without orts Lighting,LLC.t of Musco ILLUMINATION SUMMARY EQUIPMENT LIST FOR AREAS SHOWN Westside Christian High School Soccer Pile mimic s Tigard,OR OTT i LOCATION SIZE I G' • 00 LUM ' • I 'Tt"R - 1� Si 70' f ELEVATIONAHE6G' TLC-LED-1150 - j POLE GRID GRIDS I-- l6 4100. UMi�iAR� 1 1 52 70' I - 70' TLC-LED-1150 6 6_ 0 2 I 53_54 �_70' 5' 75 1 TLC-LED-1150 5 5 0 Name: Blanket Grid 4 TOTALS 22 I 22 0 Size: 330'x 210' Spacing: 30.0'x 30.0' Height: 3.0•above grade r 'ILLUMINATION SUMMARY. MAINTAINED NORI7ONTAL FOOTCANi'1ES 'p.o p.o o p.0 p.o p.5 p.0 Entire Grid q. p.o p.o p.o p.o p.o p.o 77-------____,�� r Scan Average: 1.141 ' pp p.0 p.o/ ';: •xt�, p`=,0 p.o p.o p.o p.o p.0 p.o plot p.o p.o Maximum: 17.87 Minimum: 0.00 p.o p.o 4, f. •.o p.o • p.o p.,-�.1"1"4"1"44,14....1014111p, Minimum: 0.0 p.0 4o p.0 1h.0 p.0 p.o p.o CU: 0.16 �f = No.of Points: 392 p.o p.o p.0 p.i p.o p ---:•__ ' �� �: *,.:. ,p ._ .o o. � 1.041111141-111%,....• • o � 0 0 0 o LUMINAIREE @IrORMATION -- • Color/CRI: 5700K-75 CRI p.o p.0 p.o p., p.0 4.0 p p.0 p.o O.o--•10 oo .. •.o •.o p.o -.o p.o Luminaire Output: 121,000lumens p.0 po p0 p. p0 po p.1 Oa 413 4.1 p.a p.a p - .."18181"111111111111141"440 ��.po 0.0 0 40 No.of Luminaires: 22 Total Load: 25.3 kW S1 / � Lumen Maintenance 410 41.0 p.0 p.0 p.• .1 ".......----- :.• •. 0 6.4 r ` p.2 p.o p.o p.o p.0 p.o __._ ___ _ -,,. •:.w Wit Luminaire Type L90 hrs 180 hrs L70 hrs •1 TLC-LED-1150 >51,000 >51,000 >51,000 p.0 p.0 p.0 p.0 p. 9 p17 t 1 .5 p.5 p.5 p.0 0.0 p.0 p.o Reported per TM-21-11.See luminaire datasheet for details. p.o p.o p.o p.o p. ,o ,yz * .3 44.1 p.7 p.o p.0 p.0 p.0 Guaranteed Performance: The ILLUMINATION described `-1 above is guaranteed per your Musco p.o p.o p.o p.o p.' e ^ 7 i .3 2.6 p.2 415 p.0 41.0 41.o Warranty document and includes a 0.95 dirt depreciation factor. p.0 p.0 p.0 p.o p. ,2 0 , .1 ,z.2 p.2 p.0 p.0 p.0 p.0 Field Measurements: Individual field measurements may vary from p.0 p.o p.0 p.o P. 8 2 Z.3 p.3p.o p.o p.o p.0 computer-calculated predictions and should be taken In accordance with IESNA RP-6-15. p.o p.o p.o p.o p. ,8 p•0 p .3 3.e p.7 p.0 p.0 p.o 411 Electrical System Requirements:Refer to Amperage Draw Chart and/or the"Musco Control System Summary" p.o p.o p.o p.o p. 1 s ,4 .e 3.7 ps p.0 p.o p.0 p.o for electrical sizing. 1 3 i. Installation Requirements:Results assume±3% p.0 41.0 p.0 p.o p. 6 .-. __- :_ _; "1. ps 41 p.0 p.o p.o 410 nominal voltage at line side of the driver and structures �+A, located within 3 feet(1m)of design locations. P0 p.0 p.0 p.. X10 • .""A a 0 Ps p 2 p 1 02 y. 4.6 Sas 42 p• P.0 p.o p.o 0.5 p.o p.0 410 p.0 p, p.0 4 0.0 p.o 'p.o LI---::::- j5717-14'7 :).. .p.0 076.7445. 0.0 p. p.o p.o p.o p.0 4.0 p.0 p' p.0 4.0 p.0 0.0 •0 p.0 p.0 p.0 p.0 ,.o �.0 ii p. p1 ,P• 4.0 4.0 p.o p.o p.0 I p0 p.0 p, p.0 „p.o p.o .0 p.o p.0 p.o p.o i.o �.0 p.0 p.0. p.o p.0 p.0 p.0 p.0 p.' p.0 p.0 p.0 p.0 '.0 p.0 0.0 p.0 p.0 I.. .0 op. p.0 1'. 4.' pA p.0 p.0 p.o p.0 0.0 i.o p.o p.0 p.o 41.0 0 .0 p.0 p,o - p' r-� �� � ` \ SCALE IN FEET 1 : 120 Pole location(s) dimensions are relative 1 1 to0,0 reference point(s) 0 WeMake it Happen iiiw 0' 120' 240' Not to be reproduced In whole or part without the written consent of Musco ENGINEERED DESIGN By: Brad Vonk• File#154689A• 14-Nov-16 Sports Lighting,LLC.©1981,2016 Musco Sports Lighting,LLC. ILLUMINATION SUMMARY /` Westside Christian High School Soccer r Tigard,OR .�_ a TIuii - ------ / INCLUDES: •Socer 4 _`'-- Electrical System Requirements:Refer to Amperage IN iliThft Draw Chart and/or the"Musco Control System Summary" �� for electrical sizing. T :11111PP Installation Requirements:Results assume±3% 4440.0, nominal voltage at line side of the driver and structures located within 3 feet(lm)of design locations. 100' 13.;'.."..1", Si H__--_-- .�. a S2 EGUIP ti`fENT LIST FOR AREAS SHOWN Pok luminaires � �t I I`; ,E On LOCATION N•„r. .;,:,., Illii• •I .i , t ELEVATION _NEId(T TOLE I t 1 I Si -4'_ 66' TLC-LED-1150 6 r t 1 S2 r - _ 70' j TLC-LED-1150 ' 6 2 53-54 ; 70' ; 5' 75' I TLC-LED-11SO 5 4 TOTALS EEO SINGLE LUMINAIRE AMPERAGE DRAW CHART t Ballast Specifications Une Amperage Per Luminaire ( t. (sown o•e•r fMnr) (masers* l t Single Phase Voltage 208 220 240 277 347 380 480 1 Iso) (60) (60) (60) (60) (60) (60) ® `Soccer 1 TLC-LED-1150 7.0 ® � 3.0 330'u2,0' t r`t a 1 s - ______ hf -^ ' I - S414 •------ i I S3� i 100' IDD .�" o I SCALE IN FEET 1 :80 grit Pole location(s) *dimensions are relative �I/ 0' 160' to 0,0 reference po)nt(s) ake It Nappen� Not to be reproduced In whole or part without the written consent of Musco ENGINEERED DESIGN By:Brad Vonk•File#154689A• 14-Nov-16 Sports Lighting,LLC.©1981,2016 Musco Sports Lighting,LLC. EQUIPMENT LAYOUT Westside Christian High School Soccer Tigard,OR Map indicates the maximum candela an observer would see when facing the brightest light source from any direction. r ,i ' A well-designed lighting system controls light to ? , it provide maximum useful on-field illumination ` l j with minimal destructive off-site glare. I.� 1 +d i T-' .. 7.34-1-41::-"- i` J' 1 f High Glare:150,000 or more candela Should only occur on or very near the lit area where the light source is in direct view. Care must be taken to minimize high glare zones. Significant Glare:25,000 to 75,000 candela Equivalent to high beam headlights of a car. Minimal to No Glare:500 or less candela .,S4 . S3-., Equivalent to 100W incandescent light bulb. I , fiTh. Candelas: -11.11111111111 + 150,000 100,000 50,000 5,000 1,000 500 250 Y it Li We Mak: Pt l Not to be reproduced in whole or part without the written consent of Musco ENGINEERED DESIGN By: Brad Vonk• File#154689A• 14-Nov-16 Sports Lighting,LLC.©1981,2016 Musco Sports Lighting,LLC. ENVIRONMENTAL GLARE IMPACT it AWN Consulting Engineers Storm Drainage Report for Westside Christian High School , Ti ardOregon itiW114 4.is- � 1/47 1576$ one ti rl fir/ KPFF Consulting Engineers 111 SW 5th Avenue, Suite 2500 Portland, OR 97204 (503) 227-3251 January 9, 2013 KPFF Project Number#310197.20 Westside Christian High School Stormwater Report January 9, 2013 Table of Contents I. Note To Reviewers II. Project Description III. Existing Conditions IV. Proposed Conditions V. Hydrologic Analysis VI. Water Quality Analysis A. Drainage Basins B. Detention VII. ODOT Jurisdiction A. Drainage Basins B. Detention VIII. On-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins B. Detention IX. Off-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins B. Detention X. Conveyance Xl. Operations and Maintenance Figures Figure 1 -Vicinity Map Figure 2- Existing Basin Areas (in Appendix A) Figure 3 - Proposed Water Quality Basins (in Appendix A) Figure 4-Soil Map (in Appendix B) Figure 5—Conveyance Basins (in Appendix D) Appendices Appendix A-Storm Drain Basin Areas Appendix B- Detention Calculations Appendix C-Water Quality Calculations Appendix D-Conveyance Calculations Appendix E-Operation and Maintenance Page 2 Westside Christian High School Stormwater Report January 9, 2013 I. Note to Reviewers Given the site topography and location adjacent to right-of-ways managed by two different jurisdictions, this report is broken out with individual sections addressing impacts to Oregon Department of Transportation (ODOT), and the City of Tigard/Clean Water Surfaces (CWS), both on- and off-site. II. Project Description The Westside Christian High School project site is located on approximately 7.52 acres in Tigard, OR (see Figure 1 —Vicinity Map). The site is located between SW Pfaffle Street on the north property line and SW Pacific Highway(HWY 99W) on the south property line. The east property line borders several commercial properties and the west property line borders a residential property and ODOT right-of-way (HWY 217). Currently there is a single building on-site that serves as a church. An asphalt paved parking lot borders the west, north, and east sides of the church with a single functioning driveway connected to SW Pfaffle Street on the north property line. There is also an abandoned access road on the south side of the property that formerly connected to SW Pacific Highway. Westside Christian High School plans to convert the existing church into a high school. This includes building additions and site improvements described in Section IV. As a condition of approval,the City of Tigard requires half street improvements along SW Pfaffle St. HI. Existing Conditions The site has significant topography, climbing from SW Pfaffle southward up the hill to a flat plateau housing the church. Continuing south, the site slopes downhill to SW Pacific Highway. The elevations of SW Pfaffle Street range from approximately 225 feet to 222 feet sloping down from east to west. The finished floor elevation of the existing structure is at elevation 242.4 feet. Elevations in SW Pacific Highway range from approximate elevations of 223 feet to 222 feet sloping down from east to west. Onsite slopes range from 2 percent to 10 percent from the existing building to the north, and 2 percent to 30 percent from the south end of the building to SW Pacific Highway. Starting at the north end of the site, there is an existing grove of filbert trees, the remnant of an old orchard. The access road to the top of the knoll is located on the far eastern side of the site, lying between two streets, SW 81st Avenue and SW 83rd Avenue, intersecting on the north side of Pfaffle Street. The remainder of this northern portion is planted in grass. The existing asphalt-paved parking areas located to the west, north and east of the existing building are relatively flat with slopes ranging from 0.5 percent to 2 percent. The asphalt pavement extends up to the building on these three sides while some landscaping and concrete walkways are adjacent to the building on the south side. Figure 4 indicates three soil types on the project site: Aloha Silt Loam (1), Quatama Loam (37A & B). All three soil types are hydrologic group "C" (see soil data attached to Figure 4).The grade break at the north end of the parking lot divides the site into two roughly rectangular drainage basins (See Figure 2). The north drainage basin (Existing North Basin) contains the north slope from SW Pfaffle Page 3 Westside Christian High School Stormwater Report January 9,2013 Street to the parking lot that drains to SW Pfaffle Street(City of Tigard/CWS Jurisdiction). The south drainage basin (Existing South Basin) contains the entire parking lot, building, and south grassed slope and drains to SW Pacific Highway(ODOT Jurisdiction). IV. Proposed Conditions The proposed building modifications include a library and science addition to the north end of the building and a gymnasium and locker room addition to the south end of the building. Both of these additions will have a finished floor elevation equal to the existing building.The parking areas will be partially replaced with full pavement restoration; however the majority of the existing asphalt will remain. A slurry seal coating will be applied to the existing and proposed on-site asphalt parking and roadway areas after utility excavation to extend service life and reduce maintenance. Other proposed improvements in the parking area include planter islands and parking striping. The western drive lane heading south from the building will remain and the eastern drive lane will be relocated around the gymnasium addition to provide fire truck access. The existing driveway access will be relocated to the west to align with SW 82nd Avenue on the north side of SW Pfaffle Street. The 40-foot wide commercial driveway will extend south into the site, transitioning to a 24-foot wide,two-lane drive aisle before reconnecting with the existing site access road. Per the City of Tigard Conditions of Approval associated with the Conditional Use Permit, Westside Christian High School is responsible for providing half-street improvements to the south half of SW Pfaffle Street. This includes a 12-foot right-of-way dedication along the north property line to allow for an 8-foot planter and 8-foot sidewalk.The existing 12-inch public storm system along the south side of SW Pfaffle Street will be extended across the property frontage and water quality treatment will be provided at the west end of the improvements. The proposed on-site drainage basins have been modified. Proposed North Basin (City of Tigard/CWS jurisdiction) has been enlarged to account for runoff from roughly half the existing building, portions of the proposed building addition, and the eastern half of the parking lot. This area has been removed from the proposed South Basin (ODOT jurisdiction). A third basin has been analyzed to account for the area disturbed by the SW Pfaffle Street improvements. Both proposed North Basin and South Basins have been divided into sub-basins to account for the various conveyance and water quality facilities (See Figure 3). See Sections VI.A, VII.A, and VIIIA respectively for descriptions. V. Hydrologic Analysis The stormwater detention design for this site was calculated using the Autodesk Storm and Sanitary Analysis 2011 (formerly known as Stormnet by BOSS International) modeling software. The Santa Barbara Urban Hydrograph (SBUH) method was chosen to determine the stormwater runoff values for both pre- and post-development flows. The curve number values used are 98 for impervious areas and 79 for landscaping. The minimum time of concentration is 5 minutes. Detention calculations are provided in Appendix B. The Rational Method has been used for conveyance calculations,which are located in Appendix D. Page 4 Westside Christian High School Stormwater Report January 9,2013 VI. Water Quality Analysis A. Treatment Areas Table 4-1: Impervious Area Requiring Treatment on Redevelopment Sites from the 2007 Clean Water Services Design and Construction Standards was used to determine the required treatment area for undisturbed impervious portions of this site. The project site consists of 3.3 acres of impervious surfaces with approximately 29% of these impervious surfaces proposed to be disturbed. With these parameters, Table 4-1 requires the development to treat disturbed impervious areas +50% of the undisturbed impervious area in addition to treating the new impervious areas. KPFF understands that while the southern basin of the site drains to ODOT right-of-way, the governing water quality regulations are based on Clean Water Services Standards. Table 1 below summarizes the water quality requirements for the project. Table 1: Treatment Summary From CWS Table 4-1: Treatment Area=Disturbed Impervious Area Equivalent Water Area+50%of Exist.Undisturbed (ac) Quality Flow Impervious Area O New Impervious Area 0.43 ac Disturbed Existing Impervious Area 0.96 ac 50%of Existing Undisturbed Impervious Area 1.19 ac Required Total Impervious Treatment Area* 2.47 ac* 0.224 cfs Provided Total Impervious Treatment Area 2.91 ac 0.264 cfs North Basin Treatment Area 1.44 ac 0.130 cfs South Basin Treatment Area 1.47 ac 0.134 cfs *This area does not include existing impervious area that is being converted to pervious surfaces as part of this project.(approx.0.11 ac) B. Facilities A Contech 72-inch diameter Stormfilter Manhole®will be used for water quality treatment of runoff from the impervious surfaces in the South Basin (see Figure 3). The existing roof drain on the south side of the existing building will be extended to convey flows to the Stormfilter Manhole®. The manhole will have a grated top to collect runoff from both sides of the southern access road. After treatment, the runoff will be conveyed into the SW Pacific Highway storm system for disposal. The water quality flow for entire South Basin is 0.155 ft3/sec based on the basin surface area. Approximately 0.24 acres of this basin consists of undisturbed site access roadway that is not required to be treated. Including the small impervious surface reduction within this basin, the South Basin water quality flow is 0.133 ft3/sec.The Contech 72-inch diameter Stormfilter Manhole® Page 5 Westside Christian High School Stormwater Report January 9,2013 will house (6) low drop cartridges and is capable of treating 0.134 ft3/sec. The StormFilter manhole has the capacity to house 1 additional cartridge, which will be used to treat runoff from a possible future expansion. Table 2:Water Quality Areas and Facilities(On-site) Facility Basins contributing to Water Quality System Type Number Water Quality System WQ#1 North Basin Vegetated Swale WQ#2 South Basin Contech Stormfilter Manhole® A vegetated swale located at the north side of the site will be used for water quality treatment of the parking lot and building areas included in the North Basin. A series of catch basins with traps for pretreatment placed at low spots of the parking lot and roof drain connections will collect the storm water and convey it to the proposed Swale. After treatment, the run-off will be conveyed via piping to the detention pond described in Section VIII.B. The proposed vegetated swale is 186-feet long, 2 feet wide with 4H:1V side slopes, designed to treat the required water quality flow of 0.13 ft3/sec. The vegetated swale is sized to convey up to the 100 year storm event. VII. ODOT Jurisdiction A. Drainage Basins Existing South Basin (EX South) includes the church building, parking lot, southern access drive lanes, and south grassed slope. The stormwater runoff from this basin is collected through a series of roof drains and catch basins and connects into the ODOT storm system on SW Pacific Highway in three different locations. The proposed southern basins have been reduced in size from EX South as roughly half the parking lot and building roof areas have been redirected towards SW Pfaffle Street. The Proposed South Basin has been broken into sub-basins based on the two re-used, existing connections to the ODOT storm system and associated treatment facilities as indicated in Table 3 and shown in Figure 3. The Proposed South Basin includes the remaining south slope, the entire south access road, and a portion of the roof drainage. Roughly 2/3 of the existing roof is routed to an existing roof drain on the south end of the building. The gymnasium addition roof will have a ridge running east-west with the south half routed to a new roof drain and the north half draining to the North Basin. South Basin drains to the central ODOT storm system connection. Un-Treated Basin includes the undisturbed west parking lot and drains to the western ODOT storm system connection through an existing storm pipe. Page 6 Westside Christian High School Stormwater Report January 9, 2013 Table 3: Basin 2 Drainage Area Comparison (ODOT Jurisdiction) Total Area Impervious Pervious Area Basin Id. Description (acre) Area(acre) (acre) EX SOUTH Parking lots, building,and 4.00 3.09 0.91 south slope PROPOSED Portions of the existing SOUTH building and building 1.96 1.33 0.62 BASIN additions,south access road,and south slope UN- TREATED West parking Lot 0.90 0.81 0.09 BASIN Total Proposed Southern Basins 2.86 2.14 0.71 B. Detention Since a portion of the current drainage area tributary to the ODOT system is being redirected to the north, peak post-development flows to the ODOT storm system do not exceed peak pre- development flows (see Table 4 below). Therefore, the project does not include detention for the proposed southern basins. Table 4: Pre and Post Development Flows for Southern Basins Storm Peak Pre- Peak Post-Development Frequency Development Flow Flow(CFS) (YR) (CFS) 2 1.91 1.34 10 2.78 1.96 25 3.20 2.26 VIII. On-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins The proposed North Basin has been broken into sub-basins based on the proposed drainage patterns and associated treatment facilities as indicated in Table 5 and shown in Figure 3. The North Basin accounts for runoff from the eastern half of the existing parking lot and re-aligned driveway, roughly 1/3 of the existing building roof, and half of the gymnasium addition roof, and remaining grassed slopes. Page 7 Westside Christian High School Stormwater Report January 9,2013 Table 5: Drainage Basin Areas(City of Tigard/CWS Jurisdiction, On-site) Total Area Impervious Pervious Area Basin Id. Description (acre) Area(acre) (acre) Driveway,orchard and EX NORTH north grassed slope 3.52 0.37 3.15 PROPOSED Existing building, parking NORTH lot, driveway,and north BASIN slope 4.53 1.59 2.94 B. Detention The City of Tigard requires post-development peak stormwater flows leaving a project site to be equal to or less than the pre-development stormwater flows for the 2-year, 10-year, and 25-year storm events. To compensate for the increase of on-site flows to Pfaffle Street, a detention pond has been designed per Clean Water Services standards. The pond covers approximately 3,900 square feet with a 4-foot depth and side slopes of 3H:1V, containing a detention volume over 9,000 cubic feet. One inlet from the water quality swale and one outlet to a flow control manhole are provided at the east and west ends. Peak flows will be limited via a flow control tee with multiple orifices within a 60-inch flow control manhole. A low, high, and overflow orifice will be used to reduce flows for the 2-, 10-, and 25-year storm events. Data on the orifices and pre and post-development flows are shown in Tables 6 and 7 below. Table 6: Pre and Post Development Flows for North Basin Storm Peak Pre- Peak Post-Development Peak Post-Development Frequency Development Flow Flow Undetained(CFS) Flow with Detention (YR) (CFS) (CFS) 2 0.52 1.21 0.51 10 1.02 1.96 0.95 25 1.28 2.34 1.22 Table 7: Flow Control Orifice Data Orifice Size(in) Orifice Elevation(ft) 3.75 215.11 4 219.65 18 220.80 See Appendix B for detention pond stage storage data. Page 8 Westside Christian High School Stormwater Report January 9,2013 IX. Off-Site City of Tigard/Clean Water Services Jurisdiction A. Drainage Basins Basin 3 covers the off-site area disturbed by the SW Pfaffle Street half-street improvements. The basin has been divided into two sub-basins as indicated in Table 8. Sub-basin East Pfaffle covers the east half of the half-street improvements while the West Pfaffle Basin covers the west half of the half-street improvements. Both of these basins will drain to the storm system on SW 83rd Ave. (See Figure 3) Table 8: Drainage Basin Areas (City of Tigard/CWS Jurisdiction, Off-Site) Total Area Impervious Pervious Area Basin ID Description (acre) Area(acre) (acre) EAST Half-street improvements, PFAFFLE east 0.14 0.12 0.02 WEST Half-street improvements, PFAFFLE west 0.26 0.23 0.03 B. Detention Detention is not required per the City of Tigard Development Engineer. C. Water Quality Water quality will be provided in accordance with the Chapter 4: Runoff Treatment and Control of the 2007 Clean Water Services (CWS) Design and Construction Standards Manual. Below is a description of the off-site water quality facilities. Table 9:Water Quality Areas and Facilities(Off-site) Basins contributing to Water Facility Number Quality System Water Quality System Type N/A EAST PFAFFLE Not Required WQ#3 WEST T PFAFFLE Stormfilter Catch Basin® Sub-basin East Pfaffle will drain to a City of Tigard standard curb inlet located east of the proposed driveway location. This area does not require stormwater treatment per the City of Tigard Development Engineer. Page 9 Westside Christian High School Stormwater Report January 9,2013 WQ#3 WQ#3 is a Contech Stormfilter Catch Basin® located along SW Pfaffle Street at the west end of the half street-improvements (See Figure 3). After treatment the runoff will be conveyed into the existing storm drain manhole at the west end of the disturbed pavement. This storm system eventually runs along the centerline of SW 83rd Ave. The water quality flow for West Pfaffle is 0.023 CFS. The Contech Stormfilter Catch Basin® will house one 1x18-inch cartridge that is capable of treating 0.033 CFS. X. Conveyance The storm system piping has been sized to convey the peak runoff for the 25-year design storm per CWS Manual Section 5.05.The flow rates (0) have been determined using the rational method.The intensity for the 25-year storm is 3.4 inches/hour per CWS Manual Dwg. No. 1275.The "C"value for pavement/roofs is 0.9 and the "C" value for landscaped areas is 0.25. The minimum time of concentration is 5 minutes.See Appendix D for calculations. Pipe capacity has been determined using Manning's equation (Q=1.49/n * A * R2/3 * S0.5), with a Manning's "n" value of 0.013 for PVC pipe. The pipes have adequate capacity and the system will not surcharge during the design storm. XI. Operations and Maintenance The water quality and conveyance systems shall be operated and maintained in accordance with the standards of CWS and manufacturer recommendations of each specific facility. See Appendix E for specific details on each type of facility and the applicable maintenance efforts required. Page 10 le 2 EM L1Cr ict Tro,v, PROJECT SITE N �� m SSV Oak St o D ,� HE`rr:r1 £.W D+)k 51 4 SW Onk 51 V SN a SW P.rm Si SW Roe Si01 S+A Rrte St B, :.g1e A.w..y-,,r. oip ii T] SW ru .St ® c Q aSp SW Spruce S1 rh cr $_ n p 10 SW Steve rr g" ✓ r 4 -%' v Q n std $P.6 v � sr SW lotus Dakota St ir �'fy. m m N ez < E.. 6W PramScV Raffle St 5 45 N Cit / 9tl C 3 1. n ._., •- -.ena)1 to Fa, aJ `o a a` ra R(ta,11 1,1,1-i ur * N SW Haines St 'itt-1 t'm ' SGUihWI a rn k P*' m p& s c� rn ri 5'A' rttoer Ln P SN 2 i r f u u :rPv�,sSt Sly o 8 a S g ! y A y�y Ti, Qe 5N'Clinic-St D m n ° �l't !1 3.7 cu rnfr erre-' P S� m a .L.I Cry Parc �r Pvle I SW Kruse Rid;a Dr 0site G� — SW Caltmu.Jtn S. s`"✓C to J`1r Q® 5' Crrystaf Lake i n S °anp "6°04 I ORO m Sly, rn — ,f Tigard '�a n a 3 , ��4S> F dMasa W ,Wit n r I._LIy..� 42itSMl Frank'II$l Y (gA0 Tisa re ra 40 at`� / ft:VA. �y' SW l3erel arn.Si SWSoutr,x000 Dr cr o 9,i1(.), xt:: v; 11 ;rrFk P-r..-ii co o; e e.o ca A * ary V(/ Barge-r;.t, �, to tr. Q L Mr-in Street t� h„ y d g S $ nr, fl IJr emty 1'crt.snd y r CT City Pari h ff r pc, s rt 'Jra^Tt;:�rtf g ., a m _ ``?e, sw At,........ C MAP FROM: GOOGLE 0 Z 93 i.-- .0 .0 O !n r-+ al a) 7) 3 J 5 N / zrnJOB SCALE: TITLE: SHEET NO.: VICINITYMAP6ConsuftlngEngineers No.: Figure 1 a,,;arA^,1...,. 310197 PROJECT: Westside Christian High School Oaf 227-999 MI DATE: Tigard,OR OKFAXOW 07/25/11 Plotted: 7/25/11 at 3:32om By: MvanBuuren APPENDIX A Storm Drain Basin Areas 0 ir I 3 m 8, o V N z i o w wE TIME� WPTFR _ 0 I CONCENTRATION pC) E CALCULATIONS \` w "S ` ,. EX SOUTH BASIN -� ... ... IMP. AREA— 134,365 SF(3.09 AC) - ' . � o / PER. AREA- 39 903 SE[O 91 ACS N - TOTAL AREA— 174,271 SF(4.00 AC) 0 E 1 W cn / ' EX NORTH BASIN - 0 cc o IMP. AREA- 16,262 SF(0.37 AC) La, PER-AREA- 137.092 SF(,115 AC) ,. -- TOTAL AREA- 153,354 SF(3.52 AC) a ,,,,, ,. \ s / ii O _ . I WESTSIDE CHRISTIAN HIGH SCHOOL EXISTING BASIN AREAS Kt ! ifil n SCALE:1"=80' o so' 160Cli)' linTi 4 FIG 2 Plotted: 1/4/13 at 2:00am By danietle EAST PFAFFLE BASIN IMP.AREA-5.260 SF(0.12 AC) I PER.AREA- 691 SF(0.02 Ac ; ':. i-" f - - - 2 ysr,-=-7. CTOTAL AREA.5.786 SF(0.14 AC) r - <r •^�s+�' / 7,7. \\e _=c7.'U �\� ,' . Ihi iv. ( , --,- A 1r allS "� ti i I 1 DETENTION y � /' If ititiorlirN‘,\\ -- UMW y,`, i POND ``� I \' I SOUTH BASIN `I IMP.A(tEA-sa366 SF (1.33 Ac) � � PFR.ARiA-27426 sF X62 ACJ 16 7 TOTAL AREA-65.482 SF(1.96 AC) i I t�\ ._1/ WEST PFAFFLE BASIN ; 1 1 i i IMP.AREA-10,146 SF 0.23 Ac -. ./ `� '� / I�7 PER.AREA-1 745 SF(0 03 AC i.i I a.®� ��A1illIII _ K 1 l I \\_?` TOTAL AREA. 11.319 SF(0.26 AC �; / �` NORTH BAN , '° "� �IMP.AREA-69Hi'/ PER.AREA.12TOTAL AREA-197.408 SF 4.53 AC ,( ) SUN—TREATED BASIN /1 i f- �� -_- , q\ 11 WO iM3 ��. �d I l J ` \,. b IMP.AREA-35.276 SF(0.61 AC) _ '.' 1 V A APER'AREA.3 840 SF(0 OR AC1 �_.\�����, ,A,�s - m .. k TOTAL AREA-39.118 9F(0.90 AC) / / J ti (r,) r Q, WESTSIDE CHRISTIAN HIGH SCHOOL PROPOSED WATER QUALITY BASINS .a,010. Dari SCALE:1"=80' C w' Iso• CD' FIG 3 G Plotted: 1/7/13 at 4 21nm By danielle APPENDIX B Detention Storage Node:Detention Pond Storage Area Volume Curves Input Data Storage Volume gt1 Invert Elevation(ft) 218.00 0 1'000. 2'000 3,000 4,000 6,000 0,000 7,000 0,000 s.000 4 4 Max(Rim)Elevation(ft) 222.00 A6_ 9e Max(Rim)Offset(ft) 4.00 07. Initial Water Elevation(ft) 3.7 a s 218.00 a7? 3.7 Initial Water Depth(ft) 0.00 3.s 3.0 Ponded Area(ft') 0.00 3.6- 3.6 Evaporation Loss 0.00 3.4- 3.4 3.3- 3.3 A2 9.2 Storage Area Volume Curves 3.1: al 3 Storage Curve:Detention Pond 2.6- 26 26- -2.6 Stage Storage Storage 27; 2.7 Area Volume 2.63 -2.0 (ft) (n') (5') 2.6- 2.6 0 879 0.000 2.4 -2w 2.70 2738 4882.95 :02' .0- 2 4 3854 9167.75 L2- 2.2 ..i1- 2.1 C O 2 2 e 1.e 1A 1.7; 1.7 1.0. . -1.0 1.6= -1.6 1.4- 1.4 1.3- 1.3 1.2- - 1.2 1.1- -1.1 1 -1 i 0.s- -0.s 0.0- 0.3 0.7- 0.7 0.6' -0.6 0.6 -0.6 0.4- 0.4 r 0.3 ea 0.2 0.2 0.1 0.1 0 0 1.000 1,200 1,400 1,600 1,600 2,000 2,200 2,400 2,600 2,600 3,000 3,200 3,400 2,600 3,600 Storage Area -Storage Area -Storage Volume' Outflow Orifices SN Element Orifice Orifice Circular Rectangular Rectangular Orifice Orifice ID Type Shape Orifice Orifice Orifice Invert Coefficient Diameter Height Width Elevation (in) (in) (in) (ft) 1 10 YEAR Side CIRCULAR 4.00 219.65 0.61 2 2 YR FLOW Bottom CIRCULAR 3.75 215.11 0,61 3 OVERFLOW Bottom CIRCULAR 18.00 220.80 0.61 Output Summary Results 2 YEAR 10 YEAR 25 YEAR Peak Inflow(ds) 1.21 1.96 2.34 Peak Lateral Inflow(ds) 1.21 1.96 2.34 Peak Outflow(ds) 0.51 0.95 1.22 Max HGL Elevation Attained(ft) 219.71 220.48 220.85 Max HGL Depth Attained(ft) 1.71 2.48 2.85 Unified Soil Classification(Surface)—Washington County,Oregon FIGURE 4 U1 a y N N N o o 518610 518640 518670 518700 518730 518760 518790 45°26'17' 45°26'1 T' y N �Tu 3 t fd, o a , a ''':J¢¢¢ r a .� ''''''''''!-:','l ' . ;r " : 4." a {l F€e t :TT' 1 .1 O LO N } .� I, 1t O O g - F O in i k. 4 , -:.,,:.:-.,,'''''':AN',.:::-,',- -,:::-.,:jr,„,. �, - 7 . .*- '',, • ' ,;.'' ''.:,i'''''411:;:',-r-;$,i.,4',,,-; '1,,,,,..4- 'It'..,;:.,--:.'' -,,... %A.,', - O � Q u. R k'. • '. '"',Al--,`,,-'4-'-:',3_.„4,1,t"n.i.' it, ".:NC.:';',/:(4..4i„«,'" ' '' ‘: .!' ' ' ,.,,„ , T4';' ' ' . 4 ,_ ,.,,„„,, , ‘ Lz, . ..,....„,,, ,., 1 !f P-4 )t- -''''',',;"'f',',.. v W,d "f „ ,, ” N F, a 0 ,, OM1' tosotiketi, '''' rr • ,i, o o o • 45°26'T' 518610 518640 518670 518 00 518730 518760 518 90 - a Map Scale:11,430 A printed on As¢e(8.5"x 11')sheet. ;,, a Meters N 0 10 20 40 60 Feet //�VV 0 50 100 200 300 USDA Natural Resources Web Soil Survey 11/8/2012 Conservation Service National Cooperative Soil Survey Page 1 of 3 0 Unified Soil Classification(Surface)—Washington County,Oregon MAP LEGEND MAP INFORMATION Area of Interest(Aoq El ML r,a US Routes Map Scale: 1:1,430 if printed on A size(8.5"x 11")sheet. �---i Area of Interest(AOI) 0 ML-A(proposed) Major Roads The soil surveys that comprise your AOI were mapped at Soils 0 ML-K(proposed) N Local Roads 1:20,000. Soil Map Units 0 ML-O(proposed) Warning:Soil Map may not be valid at this scale. Soil Ratings 0 CH 0 ML-T(proposed) Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil 0 CL 0 OHED line placement.The maps do not show the small areas of CL-A(proposed) 0 OH-T(proposed) contrasting soils that could have been shown at a more detailed scale. 0 CL-K(proposed) 0 OL CL-ML D PT Please rely on the bar scale on each map sheet for accurate map measurements. 0 CL-0(proposed) 0 SC Source of Map: Natural Resources Conservation Service SC-DA CL-T(proposed) Web Soil Survey URL: http://websoilsurvey.nrcs.usda.gov U GC 0 SM Coordinate System: UTM Zone 10N NAD83 0 GC GM 0 SP This product is generated from the USDA-NRCS certified data as of the version date(s)listed below. 0 GM 0 SP-SC Soil Survey Area: Washington County,Oregon 0 GP 0 SP-SM Survey Area Data: Version 10,Aug 20,2012 0 GP-GC 0 SW Date(s)aerial images were photographed: 8/4/2005 GP-GM 0 SW-SC The orthophoto or other base map on which the soil lines were 0 GW 0 SW-SM compiled and digitized probably differs from the background imagery displayed on these maps.As a result,some minor shifting 0 GW-GC Not rated or not available of map unit boundaries may be evident. 0 GW-GM Political Features Q Cities MH Water Features 0 MH-A(proposed) Streams and Canals 0 MH-K(proposed) Transportation U MH-0(proposed) i-t+ Rails 0 MH-T(proposed) orwo Interstate Highways USDA Natural Resources Web Soil Survey 11/8/2012 S Conservation Service National Cooperative Soil Survey Page 2 of 3 Unified Soil Classification(Surface)-Washington County,Oregon Unified Soil Classification (Surface) Unified Soil Classification(Surface)—Summary by Map Unit—Washington County,Oregon(OR067) Map unit symbol I Map unit name Rating Acres in AO1 Percent of AOI 1 Aloha silt loam ML 1.8 23.0% 37A Quatama loam,0 to 3 ML 4.4 57.2% percent slopes 37B Quatama loam,3 to 7 ML 1.5 19.8% percent slopes Totals for Area of Interest 7.6 100.0% Description The Unified soil classification system classifies mineral and organic mineral soils for engineering purposes on the basis of particle-size characteristics, liquid limit, and plasticity index. It identifies three major soil divisions: (i)coarse-grained soils having less than 50 percent,by weight,particles smaller than 0.074 mm in diameter; (ii)fine-grained soils having 50 percent or more, by weight, particles smaller than 0.074 mm in diameter;and(iii)highly organic soils that demonstrate certain organic characteristics. These divisions are further subdivided into a total of 15 basic soil groups. The major soil divisions and basic soil groups are determined on the basis of estimated or measured values for grain-size distribution and Atterberg limits. ASTM D 2487 shows the criteria chart used for classifying soil in the Unified system and the 15 basic soil groups of the system and the plasticity chart for the Unified system. The various groupings of this classification correlate in a general way with the engineering behavior of soils. This correlation provides a useful first step in any field or laboratory investigation for engineering purposes.It can serve to make some general interpretations relating to probable performance of the soil for engineering uses. For each soil horizon in the database one or more Unified soil classifications may be listed. One is marked as the representative or most commonly occurring. The representative classification is shown here for the surface layer of the soil. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff. None Specified Tie-break Rule: Lower Layer Options: Surface Layer USDA Natural Resources Web Soil Survey 11/8/2012 Conservation Service National Cooperative Soil Survey Page 3 of 3 APPENDIX C Waterualit Calculations Q y 310197-Westside Christian High School Water Quality Calculations Water Quality Swale Sizing Date:1/7/2013 Design Storms (Per CWS Design and Construction Standards,Section 4.06.2) WQ Flow 0.13 cfs (from CWS Section,4.05.6) Intensity 25-yr 3.40 in/hr Intensity 100-yr 4.50 in/hr Bottom Width 2.00 ft n 0.24 Impervious Area 62559.00 sf 1.44 ac Pervious Area 51476.00 sf 1.18 ac Area Total 114035.00 sf 2.62 ac C Impervious 0.90 C Pervious 0.25 C Composite 0.61 Slope 0.02 ft/ft Side Slope(Z:1) 4.00 Required residence Time 9.00 min 540.00 sec Calculated Depth WQ 0.20 ft Area WQ 0.57 sf WQ Velocity 0.23 ft/sec Calculated Length 122.34 ft 25-yr Flow 5.40 cfs Calculated Depth 25-yr 1.91 ft Calculated Flow Area 14.93 sf Velocity 25-yr 0.36 ft/sec 100-yr Flow 7.15 cfs Calculated Depth 100-yr 2.26 ft Area 100 20.81 sf WP 100 20.60 ft Hyrdaulic Radius 100 1.01 ft Swale Capacity 19.30 cfs 310197-Westside Christian High School Water Quality Calculations Water Quality Summary Date:1/7/2013 From Table 41:Area to be treated=Disturbed Existing Impervious Area+50% of Existing Undisturbed Impervious Area Imoervious Area Reauirine Treatment Existing Impervious Area 145,636 sf Disturbed Existing Impervious Area 41,906 sf Percentage of Existing Impervious Area 29% Undisturbed Existing Impervious Area 103,730 sf 50%of Undisturbed Existing Impervious Area 51,865 sf New Impervious Area 19,000 sf Disturbed Existing Impervious Area converted to Pervious Area 5,004 sf Total Impervious Area Requiring Treatment 107,767 sf Actual North Existing Undisturbed Impervious Treated 32,446 sf Actual South Existing Undisturbed Impervious Treated 31,452 sf Total Actual Existing Undisturbed Impervious Area Treated 63,898 sf %of Required Existing Undisturbed Impervious Area Treated 123% Actual North New/Disturbed Existing Impervious Area Treated 30,113 sf Actual South New/Disturbed Existing Impervious Area Treated 32,921 sf Actual Total New/Disturbed Existing Impervious Area Treated 63,034 sf Total North Impervious Area Treated 62,559 sf Total South Impervious Area Treated 64,373 sf Total Impervious Area Treated 126,932 sf NORTH BASIN-WO Treatment Calculation Water Quality Volume(From 4.05.6.b) 0.36(in.)X Area(sq.ft) = 1,877 sf 12(in/ft) Water Quality Flow(From 4.05.6.c) Water Quality Volume = 0.130 cfs 14,400 seconds SOUTH BASIN-WQ Treatment Calculation Water Quality Volume(From 4.05.6.b) 0.36(in.)X Area(sq.ft) = 1,931 sf 12(in/ft) Water Quality Flow(From 4.05.6.c) Water Quality Volume = 0.134 cfs 14,400 seconds APPENDIX D Conveyance Calculations -o N 1j) m Q 37: ,.' . 0 Et" , . , ...,. � _ — — —. _ — - - „,,,,, ,. .. .. Air \ , m �� i BASIN 21 BASIN 18 �r__t�r z Z 1 j : / i, (v it4 ---. ..."N to. • • to '.' ' \\, •� =ASIN 20 BASIN 10eiikh a m . ..•.._ ,. \\\\\\ M, Xle:,N. N. L . , ' "\, '-. �� BASIN 11 c i r � ��� ',22 1�/1_� BASIN 19 \BASIN 4 1��\ T `��� \ tt,\"kl,‘\\ -ASIN 9 ,BASIN 3 `A, Th, =AN1 \ ������������' BASIN\14 BASIN 13 I i�� a q /( BASIN 22 S 15 BASIN 25rn m '' r �" BASIN 16 , BASIN 23 1 t 1 a :: 1 - �ll BASIN 1 U a ):: .0 . j ., _ LEGEND 3 j// BUILDING rn IMPERVIOUS AREA NOT INCLUDED IN THIS REPORT ITT' !,./ WESTSIDE CHRISTIAN HIGH SCHOOL z Ai PIPE CONVEYANCE BASIN EXHIBIT 111.1 105, effli SCALE:1"=80' G 0' 160' 0 FIG-5 Plotted: 1/8/13 at 3:10am By. donielle Rational Method for 25 year storm event Constants Rainfall Intensity(per CWS DWG No.1275,for 25 year storm) 3.4 in/hr C for pavements/roofs 0.9 C for landscape areas 0.25 Time of Concentration(per CW5 5.04.2.b.1) 5 Equation Q=CIA Area Imp. Area Perv. Area Total Area Total I Q BASIN ID Weighted C (sq ft) (sq ft) (sq ft) (acres) (inches/hr) (cfs) 1 448 0 448 0.010 0.900 3.4 0.031 2 15402 20374 35776 0.821 0.530 3.4 1.480 I 3 1046 0 1046 0.024 0.900 3.4 0.073 I 4 1761 0 1761 0.040 0.900 3.4 0.124 5 2284 0 2284 0.052 0.900 3.4 0.160 6 5476 0 5476 0.126 0.900 3.4 0.385 7 5342 0 5342 0.123 0.900 3.4 0.375 8 10107 2550 12657 0.291 0.769 3.4 0.760 9 3625 0 3625 0.083 0.900 3.4 0.255 10 3150 0 3150 0.072 0.900 3.4 0.221 11 3516 0 3516 0.081 0.900 3.4 0.247 12 562 0 562 0.013 0.900 3.4 0.039 13 27113 0 27113 0.622 0.900 3.4 1.905 14 1399 0 1399 0.032 0.900 3.4 0.098 15 1924 0 1924 0.044 0.900 3.4 0.135 16 2347 0 2347 0.054 0.900 3.4 0.165 17 9872 0 9872 0.227 0.900 3.4 0.693 18 13925 0 13925 0.320 0.900 3.4 0.978 19 0 30897 30897 0.709 0.250 3.4 0.603 20 0 1170 1170 0.027 0.250 3.4 0.023 21 3655 0 --_--3655 0.084 0.900 3.4 0.257 11 22 1135 19100 20235 0.465 0.286 3.4 0.452 23 476 48300 48776 1.120 0.256 3.4 0.976 24 4870 0 4870 0.112 0.900 3.4 0.342 25 1008 0 1008 0.023 0.900 3.4 0.071 TOTAL 10.849 Manning's Equation for 25-year storm event Constants: n=0.013 Notes: 1.Surcharge is when the Q pipe is smaller than the Q required.Q pipe-Q required=additional capacity available in pipe. Equation:Q=1.49/n*A*R7f`S12 Structure ` Pipe Size Slope Q pipe Q required Velocity From Structure To Basin , (inches) (tuft) (cfs) (cfs) (fps) Surcharge Pipe Area STUB-17 TRUNK 1/2 of 1 _ 4 0.0200 0.268 0.016 3.07 NO _ 0.09 STUB-16 TRUNK 1 4 0.0200 0.268 0.031 3.07 NO 0.09 South Basin STUB-15 COTG-7 25 4 0.0200 0.268 0.071 3.07 NO 0.09 COTG-7 SDMH-06 13,25 10 0.0200 3.091 1.975 5.67 NO 0.55 STUB-14 SDMH-06 3 4 0.0218 0.279 0.073 3.20 NO 0.09 STUB-10 COTG-4 6 6 0.1600 2.235 0.385 11.38 NO 0.20 STUB-11 TRUNK 1/2 of 5_ __ 6 0.0200 0.790 0.080 4.02 NO _0.20 STUB-12 TRUNK 1/2 of 5 _ 6 0.0200 0.790 0.080 4.02 NO 0.20 COTG-04 COTG-05 5,6 �J 'J 6 0.0200 0.790 0.545 4.02 NO 0.20 _ STUB-13 TRUNK 4 _ _ 6 0.0200 0.790_ 0.124 4.02 NO _ 0.20 COTG-05 COTG-06 4,5,6 6 0.0200 0.790 0.669 4.02 NO 0.20 COTG-06 TRUNK 4,5,6 6 0.0236 0.858 0.669 4.37 NO 0.20 SDMH-06 SDMH-05 3,4,5,6,13,25 12 0.1900 15.500 2.718 _ 19.74 NO 0.79 SDMH-05 SDMH-04 3,4,5,6,13,25 12 0.0547 8.317 2.718 10.59 NO 0.79 SDMH-04 EX-SDMH 2,3,4,5,6,13,25 12 0.0200 5.029 4.197 6.40 NO 0.79 Structure Pipe Size Slope Q pipe Q required Velocity From Structure To Basin (inches) (ft/ft) (cfs) ids) (fps) Surcharge Pipe Area North Basir1 STUB-09 CB-03 7 6 0.0214 0.817 0.375 4.16 NO 0.20 STUB-07 TRUNK 1/2 of 9 6 0.0200 0.790 0.127 4.02 NO 0.20 STUB-08 CB-03 9 6 0.0197 0.784 0.255 3.99 NO 0.20 STUB-06 TRUNK 10 6 0.0200 0.790 0.221 4.02 NO 0.20 CB-03 COTG-03 7,8,9,10 10 0.0100 2.185 1.611 4.01 NO 0.55 STUB-05 TRUNK 12 6 0.0200 0.790 0.039 4.02 NO 0.20 COTG-03 CB-02 7,8,9,10,12 10 0.0100 2.185 1.650 4.01 NO 0.55 STUB-04 TRUNK 11 6 0.0200 0.790 0.247 4.02 NO 0.20 CB-02 SDMH-03 7,8,9,10,11,12,18 12 0.0100 3.556 2.876 4.53 NO 0.79 STUB-01 COTG-02 16 6 0.0200 0.790 0.165 4.02 NO 0.20 STUB-02 TRUNK 15 6 0.0200 0.790 0.135 4.02 NO 0.20 COTG-02 COTG-01 15,16 8 '0.0100 1.204 0.300 3.45 NO 0.35 STUB-03 TRUNK 14 6 0.0200 0.790 0.098 4.02 NO 0.20 COTG-01 SDMH-03 14,15,16 8 0.0100 1.204 0.398 3.45 NO 0.35 SDMH-03 SDMH-02 7,8,9,10,11,12,14,15,16,lE 12 0.0519 8.101 3.274 10.31 NO 0.79 TD-01 SDMH-02 21 6 0.0665 1.441 0.257 7.34 NO 0.20 SDMH-02 OF-03 7,8,9,10,11,12,14,15,16,18,21 12 0.0500 7.951 3.531 10.12 NO 0.79 CB-01 OF-02 20,24 8 0.010 1.204 0.365 3.45 NO 0.35 01-02 OF-Cl 7,8,9,10,11,12,14,15,16,17,18,19,20,21,22,2' 18 0.010 10.498 5.644 5.94 NO 1.77 01-01 SDMH-01 7,8,9,10,11,12,14,15,16,17,18,19,20,21,22,23,2i 18 0.0200 14.847 6.620 8.40 NO 1.77 SDMH-01 EX-SDMH 7,8,9,10,11,12,14,15,16,17,18,19,20,21,22,23,2i 18 0.0100 10.498 6.620 5.94 NO 1.77 APPENDIX E Operation and Maintenance p t ance KPFF Consulting Engineers KPFF Job No.310197 Westside Christian High School Stormwater System Operations& Maintenance Plan DESCRIPTION The Stormwater System for this project refers to the drainage network in the Westside Christian High School property. All runoff will be treated by either a vegetated swale or a Contech® facility before conveyance offsite to the public storm drainage system. • A vegetated swale is a gently sloping area designed to receive sheet flows from adjacent impervious surfaces. Filter strips are vegetated with grasses and ground covers that filter and reduce the velocity of stormwater. • Contech® Stormfilter Manholes and Catch basins are concrete structures containing filter cartridges that sift out pollutants as the water percolates through the filters. • The conveyance system consists of inlets (such as trench drains, areas drains, and catch basins), manholes and conveyance piping. INSPECTION/MAINTENANCE SCHEDULE The vegetated swale should be inspected and maintained semiannually and within 48 hours after each major storm event. For this O&M plan, a major storm event is defined as 1 inch or more of rain in 24 hours. All components of the storm system as described above must be inspected and maintained frequently or they will cease to function effectively. The owner may make reference to the following record keeping log for recording all inspection dates, observations, and maintenance activities. Note: All sediment and liquids removed from the storm system components during maintenance activities shall be disposed of in an approved facility. INSPECTION/MAINTENANCE PROCEDURE The following items are recommended be inspected and maintained as stated: Conveyance System • Shall be inspected for clogging or leaks at all cleanouts and connections to structures. • Shall be inspected for obstructions, debris, oil and grease,which shall be removed upon discovery. • Debris/sediment found to clog the pipes should be removed, and disposed of in accordance with applicable federal and state requirements. • Grates for all structures shall be replaced or repaired when damaged. Contech®Stormfilter Manhole/Catchbasin See attached StormFilter Inspection and Maintenance Procedures provided by Contech®. O&M Plan Page 1 01/09/13 KPFF Consulting Engineers KPFF Job No.310197 Westside Christian High School Stormwater System Operations& Maintenance Plan Vegetated Swale Maintenance Defect or Conditions to Check Preferred Conditions and Maintenance Practices Problem for Sediment Sediment depth Sediment deposits removed, uneven areas are leveled, accumulation in exceeds 3 inches. and bare areas are reseeded. Drains freely. treatment area Eroded or scoured Repair ruts or bare areas by filling with growing medium planter bottom due to Erosion Scouring during dry season; regrade and replant large bare areas; flow channelization or increase size of splash pads as needed. higher flows. Standing water in the Remove sediment or trash blockages; improve end to Standing Water planter between end grade so there is no standing water 24 hours after storms that does not any storm.Topsoil or growingmedium mayneed majorP drain freely. to be amended with sand or replaced altogether. Vegetation is blocking Vegetation is removed around the inlet; nuisance vegetation removed so that flow is not impeded. more than 10%of the d. P e Noxious 0 ous weeds are removed following state or local p g pipe i e o enin , Vegetation growth polices. Herbicides should not be used to control nuisance weeds and vegetation.Vegetation shall be replaced within 3 other vegetation start months,or immediately if required to maintain cover to take over. density and control erosion where soils are exposed. Plant growth is poor Overhanging limbs are trimmed. Brushy vegetation on Excessive shading because of the lack of adjacent slopes is removed. Fallen leaves and debris sunlight. from deciduous plant foliage shall be raked and removed. Visual evidence of Trash and debris trash, debris, or Trash and debris removed from facility. dumping Source Control measures prevent pollutants from mixing with stormwater.Typical non-structural control measures include raking and removing leaves, street sweeping,vacuum sweeping, limited and controlled application of pesticides and fertilizers, and other good environmental practices. • Source control measures are recommended to be inspected and maintained (where applicable). O&M Plan Page 2 01/09/13 KPFF Consulting Engineers KPFF Job No.310197 Westside Christian High School Stormwater System Operations& Maintenance Plan Spill Prevention measures shall be exercised when handling substances that can contaminate stormwater. Virtually all sites, including roadways, present dangers from spills. All maintenance vehicles contain a wide variety of toxic materials including gasoline for lawn mowers, antifreeze for cars, pesticides, and cleaning aids that can adversely affect groundwater if spilled. It is important to exercise caution when handling substances that can contaminate stormwater. Activities that pose the chance of hazardous material spills shall not take place near collection facilities. • Contact the Department of Environmental Quality immediately if spill is observed. • Releases of pollutants shall be corrected as soon as identified. Training and/or written guidance information for operating and maintaining the storm system is recommended to be provided to all applicable personnel. • A copy of the O&M Plan should be provided to all maintenance crews and staff. Access to the storm system is required for efficient maintenance. • Egress and ingress routes shall be open and maintained to design standards. Insects&Rodents shall not be harbored in the any part of the storm system. • Pest control measures shall be taken when insects/rodents are found to be present. • If sprays are considered, then a mosquito larvicide, such as Bacillus thurendensis or Altoside formulations can be applied only if absolutely necessary and shall not be used where it will enter groundwater or come in contact with any standing water. Sprays shall be applied only by a licensed individual or contractor. • Holes in the ground located in and around the storm system shall be filled. Signage may serve to educate people about the importance or function of the site's stormwater protection measures. It may also discourage behaviors that adversely affect stormwater protection measures. For example, if debris is a problem, a sign reminding people not to litter or trespass may partially solve the problem. • Broken or defaced signs shall be replaced/repaired. O&M Plan Page 3 01/09/13 Date: Page 1 INSPECTION & MAINTENANCE LOG Westside Christian High School Inspection Date: Inspection Time: Inspected By: Approximate Date/Time of Last Rainfall: PERFORM ALL INSPECTION& MAINTENANCE PER OPERATION&MAINTENANCE PLAN. RECORD ALL OBSERVATIONS AND ACTIVITIES WITHIN THIS LOG. General Inspection& Maintenance to be done semiannually Condition of infrastructure—Damage,vandalism,theft, etc. Record damage and management activities (removing invasive species,cleaning up litter, repairing animal burrows, etc.): COMPONENT INSPECTION&MAINTENANCE LOG Component Type ID Observations and Maintenance Notes Vegetated Swale ❑ WQ#1 Contech (Refer to Inspection and Maintenance Report forms Stormfilter u WQ#2 provided as a part of Contech's StormFilter® Inspection Manhole® ❑ WQ#3 and Maintenance Procedures for detailed record keeping) u Trench Drain u Area Drains and Catch Conveyance Basins System ❑ Pipes u Manholes O&M Log Page 4 1/09/13 A4i/aAv ItarisT COON SRUCTIO PRODUCTS INC. StormFilter Inspection and Maintenance Procedures 1111 s410 JO The Stormwater Management , StormFilter Maintenance Guidelines In addition to these two activities, it is important to check The primary purpose of the Stormwater Management the condition of the StormFilter unit after major storms for StormFilter' is to filter out and prevent pollutants from entering potential damage caused by high flows and for high sediment our waterways. Like any effective filtration system, periodically accumulation that may be caused by localized erosion in the these pollutants must be removed to restore the StormFilter to its drainage area. It may be necessary to adjust the inspection/ full efficiency and effectiveness. maintenance schedule depending on the actual operating conditions encountered by the system. In general, inspection 1 Maintenance requirements and frequency are dependent on the activities can be conducted at any time, and maintenance should q q cY P early load characteristics of each site. Maintenance activities occur, if warranted, in late summer to eary fall when flows into may be required in the event of a chemical spill or due to the system are not likely to be present. excessive sediment loading from site erosion or extreme storms. It is a good practice to inspect the system after major storm events. Maintenance Frequency The primary factor controlling timing of maintenance of the Maintenance Procedures StormFilter is sediment loading. Although there are likely many effective maintenance A properly functioning system will remove solids from water by options, we believe the following procedure is efficient and trapping particulates in the porous structure of the filter media can be implemented using common equipment and existing inside the cartridges.The flow through the system will naturally maintenance protocols. A two step procedure is recommended decrease as more and more particulates are trapped. Eventually as follows: the flow through the cartridges will be low enough to require 1. Inspection replacement. It may be possible to extend the usable span of the Inspection of the vault interior to determine the need for cartridges by removing sediment from upstream trapping devices maintenance. on a routine as-needed basis in order to prevent material from being re-suspended and discharged to the StormFilter treatment 2. Maintenance system. Cartridge replacement Site conditions greatly influence maintenance requirements. Sediment removal StormFilter units located in areas with erosion or active Inspection and Maintenance Timing construction may need to be inspected and maintained more At least one scheduled inspection should take place per year with often than those with fully stabilized surface conditions. maintenance following as warranted. The maintenance frequency may be adjusted as additional First, an inspection should be done before the winter season. monitoring information becomes available during the inspection During the inspection the need for maintenance should be program.Areas that develop known problems should be determined and, if disposal during maintenance will be required, inspected more frequently than areas that demonstrate no samples of the accumulated sediments and media should be problems, particularly after major storms. Ultimately, inspection obtained. and maintenance activities should be scheduled based on the historic records and characteristics of an individual StormFilter Second, if warranted, a maintenance(replacement of the filter system or site. It is recommended that the site owner develop cartridges and removal of accumulated sediments)should be a database to properly manage StormFilter inspection and performed during periods of dry weather. maintenance programs. Prior to the development of the maintenance database, the following maintenance frequencies should be followed: Inspection ``ilu One time per year tAfter major storms ti Maintenance s ; ;P _ . t; As needed, based on results of inspection(The average '" maintenance lifecycle is approximately 1-3 years) +`.,,•. , Per Regulatory requirement .3.; In the event of a chemical spill ":: Vt , Frequencies should be updated as required.The recommended " -__., initial frequency for inspection is one time per year. StormFilter ''.1.4'.--.&- er s ., units should be inspected after major storms. Vie.. , 2 Sediment removal and cartridge replacement on an as needed 7. Remove safety equipment. basis is recommended unless site conditions warrant. 8.If appropriate, make notes about the local drainage area Once an understanding of site characteristics has been relative to ongoing construction, erosion problems,or high established, maintenance may not be needed for one to three loading of other materials to the system. years, but inspection is warranted and recommended annually. 9. Discuss conditions that suggest maintenance and make decision as to weather or not maintenance is needed. Inspection Procedures Maintenance Decision Tree The primary goal of an inspection is to assess the condition of The need for maintenance is typically based on results of the the cartridges relative to the level of visual sediment loading as inspection. The following Maintenance Decision Tree should be used as it relates to decreased treatment capacity. It may be desirable to a general guide. (Other factors,such as Regulatory Requirements,may conduct this inspection during a storm to observe the relative need to be considered) flow through the filter cartridges. If the submerged cartridges are severely plugged,then typically large amounts of sediments :'r ` will be present and very little flow will be discharged from the ` drainage pipes. If this is the case,then maintenance is warranted and the cartridges need to be replaced. --1 Warning: In the case of a spill,the worker should abort - i-----' inspection activities until the proper guidance is obtained. I I Notify the local hazard control agency and CONTECH l ,.e', .k t. Construction Products immediately. To conduct an inspection: a Important: Inspection should be performed by a person who is familiar with the operation and configuration of the StormFilter treatment unit. t 1. If applicable, set up safety equipment to protect and notifyy surrounding vehicle and pedestrian traffic. ` Y _ `" 2.Visually inspect the external condition of the unit and take 1.Sediment loading on the vault floor. notes concerning defects/problems. a. If >4"of accumulated sediment, maintenance is N, a,r r required. °. 2.Sediment loading on top of the cartridge. `� ' ' 4'' a. If >1/4"of accumulation, maintenance is required. `' `" - 3.Submerged cartridges. a. If>4"of static water in the cartridge bay for more ' ,, 6. ,ti ' :r '`- that 24 hours after end of rain event, maintenance is r,�`,w' R :�;,. required. 4. Plugged media. '� a. If pore space between media granules is absent, P '�•"; `` . if!„, maintenance is required. �w►rr 5.Bypass condition. „ ` 'r' a. If inspection is conducted during an average rain fall event and Storm Filter remains in bypass condition sP '. (water over the internal outlet baffle wall or submerged,�� • 4 i ; M° .` - `-• _ cartrid• ges), maintenance is required. 3. Open the access portals to the vault and allow the system vent. 6. Hazardous material release. 4.Without entering the vault,visually inspect the inside of the a. If hazardous material release(automotive fluids or other) unit, and note accumulations of liquids and solids. is reported, maintenance is required. 5. Be sure to record the level of sediment build-up on the floor of 7. Pronounced scum line. the vault, in the forebay, and on top of the cartridges. If flow a. If pronounced scum line(say >_ 1/4"thick) is present is occurring, note the flow of water per drainage pipe. Record above top cap, maintenance is required. all observations. Digital pictures are valuable for historical documentation. 8. Calendar Lifecycle. 6. Close and fasten the access portals. a. If system has not been maintained for 3 years maintenance is required. 3 Assumptions , • No rainfall for 24 hours or more -%/ • No upstream detention(at least not draining into StormFilter) it-i, • Structure is online *-- a, • Outlet pipe is clear of obstruction `. `_ " • Construction bypass is plugged f Ali _ i. Maintenance a .a'; Depending on the configuration of the particular system, h w 1 maintenance personnel will be required to enter the vault to _C i. perform the maintenance. Important: If vault entry is required, OSHA rules for confined - F. space entry must be followed. 1 Filter cartridge replacement should occur during dry weather. h"T',:TA-'f - c,�ln It may be necessary to plug the filter inlet pipe if base flows is T.f ° �" occurring. :: cr -• '` �-f• 4. > 4 Replacement cartridges can be delivered to the site or customers facility. Information concerning how to obtain the replacement . '?-Fl‘,1 -7,.._4-, _a "' cartridges is available from CONTECH Construction Products. � � ' ' 7,111416 Warning: In the case of a spill,the maintenance personnel � � should abort maintenance activities until the proper guidance is obtained. Notify the local hazard control :4, agency and CONTECH Construction Products immediately. ` " To conduct cartridge replacement and sediment removal ..... - maintenance: Important: Note that cartridges containing leaf media(CSF)do 1. If applicable, set up safety equipment to protect maintenance not require unscrewing from their connectors.Take care personnel and pedestrians from site hazards. not to damage the manifold connectors.This connector should remain installed in the manifold and could be 2.Visually inspect the external condition of the unit and take notes concerning defects/problems. capped during the maintenance activity to prevent 3.Open the doors(access portals)to the vault and allow the sediments from entering the underdrain manifold. system to vent. B. Remove the used cartridges(up to 250 lbs. each)from the 4.Without entering the vault,give the inside of the unit, vault. including components,a general condition inspection. Important: Care must be used to avoid damaging the 5. Make notes about the external and internal condition of cartridges during removal and installation.The cost of the vault. Give particular attention to recording the level of repairing components damaged during maintenance sediment build-up on the floor of the vault, in the forebay, will be the responsibility of the owner unless CONTECH and on top of the internal components. Construction Products performs the maintenance activities 6.Using appropriate equipment offload the replacement and damage is not related to discharges to the system. cartridges(up to 150 lbs. each)and set aside. C. Set the used cartridge aside or load onto the hauling 7. Remove used cartridges from the vault using one of the truck. following methods: D. Continue steps a through c until all cartridges have been Method 1: removed. A. This activity will require that maintenance personnel enter the vault to remove the cartridges from the under drain Method 2: manifold and place them under the vault opening for A. Enter the vault using appropriate confined space lifting (removal). Unscrew(counterclockwise rotations) protocols. each filter cartridge from the underdrain connector. Roll the loose cartridge, on edge,to a convenient spot B. Unscrew the cartridge cap. beneath the vault access. C. Remove the cartridge hood screws(3)hood and float. Using appropriate hoisting equipment, attach a cable D. At location under structure access, tip the cartridge on its from the boom, crane, or tripod to the loose cartridge. side. Contact CONTECH Construction Products for suggested attachment devices. 4 Important: Note that cartridges containing media other than the leaf media require unscrewing from their threaded connectors.Take care not to damage the manifold connectors.This connector should remain installed in the manifold and capped if necessary. D. Empty the cartridge onto the vault floor. Reassemble the empty cartridge. E. Set the empty, used cartridge aside or load onto the r y $ hauling truck. WR.' F. Continue steps a through e until all cartridges have been removed. ..... Rn 'tI i ,:,,,,,i,r r ,,, 1t--� .. _ r.- _ ' *,.- °-- - w, rti'11131111V +o-« 'r'I111111 rr w '''. •r!r•t:''. 440;irr r '' ) rr ' / l 1. . a � h { A ' 8. Remove accumulated sediment from the floor of the • , vault and from the forebay.This can most effectively be accomplished by use of a vacuum truck. 9. Once the sediments are removed, assess the condition of the .. vault and the condition of the connectors.The connectors 1,;; ..www s are short sections of 2-inch schedule 40 PVC, or threaded schedule 80 PVC that should protrude about 1"above the ._ r ,h- floor of the vault. Lightly wash down the vault °.- ' ---.• 1' jS 1 a. Replace any damaged connectors. . ,, ^ 10. Using the vacuum truck boom, crane, or tripod, lower andE p $; install the new cartridges. Once again, take care not to damage connections. 11. Close and fasten the door. 12. Remove safety equipment. 13. Finally, dispose of the accumulated materials in accordance with applicable regulations. Make arrangements to return the used empty cartridges to CONTECH Construction Products. 5 Related Maintenance Activities - Material Disposal Performed on an as-needed basis The accumulated sediment found in stormwater treatment StormFilter units are often just one of many structures in a more and conveyance systems must be handled and disposed of in comprehensive stormwater drainage and treatment system. accordance with regulatory protocols. It is possible for sediments to contain measurable concentrations of heavy metals and In order for maintenance of the StormFilter to be successful, it organic chemicals(such as pesticides and petroleum products). is imperative that all other components be properly maintained. Areas with the greatest potential for high pollutant loading The maintenance/repair of upstream facilities should be carried include industrial areas and heavily traveled roads. out prior to Storm Filter maintenance activities. Sediments and water must be disposed of in accordance with In addition to considering upstream facilities, it is also important all applicable waste disposal regulations.When scheduling to correct any problems identified in the drainage area. Drainage maintenance, consideration must be made for the disposal of area concerns may include:erosion problems, heavy oil loading, solid and liquid wastes.This typically requires coordination with and discharges of inappropriate materials. a local landfill for solid waste disposal. For liquid waste disposal a number of options are available including a municipal vacuum truck decant facility, local waste water treatment plant or on-site treatment and discharge. RECYCLED PAPER N•sOW tf f!. 800.338.1122 www.contech-cpi.com Support • Drawings and specifications are available at contechstormwater.com. • Site-specific design support is available from our engineers. ©2009 CONTECH Construction Products Inc. CONTECH Construction Products Inc. provides site solutions for the civil engineering industry. CONTECH's portfolio includes bridges, drainage,sanitary sewer,stormwater and earth stabilization products. For information on other CONTECH division offerings,visit contech-cpi.com or call 800.338.1122 Nothing in this catalog should be construed as an expressed warranty or an implied warranty of merchantability or fitness for any particular purpose. See the CONTECH standard quotation or acknowledgement for applicable warranties and other terms and conditions of sale. The product(s)described may be protected by one or more of the following US patents: 5,322,629;5,624,576;5,707,527;5,759,415;5,788,848;5,985,157;6,027,639;6,350,374;6,406,218; 6,641,720;6,511,595;6,649,048;6.991,114;6,998.038;7,186,058;related foreign patents or other patents pending. Inspection Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place Linear Catch Basin n Manhole Li Other Date: Sediment Thickness in Forebay: Sediment Depth on Vault Floor: Structural Damage: Estimated Flow from Drainage Pipes(if available): Cartridges Submerged: Yes ❑ No I l Depth of Standing Water: StormFilter Maintenance Activities(check off if done and give description) n Trash and Debris Removal: Minor Structural Repairs: ❑ Drainage Area Report Excessive Oil Loading: Yes ❑ No Source: Sediment Accumulation on Pavement: Yes U No ❑ Source: Erosion of Landscaped Areas: Yes ❑ No ❑ Source: Items Needing Further Work: Owners should contact the local public works department and inquire about how the department disposes of their street waste residuals. Other Comments: Review the condition reports from the previous inspection visits. StormFilter Maintenance Report Date: Personnel: Location: System Size: System Type: Vault Cast-In-Place n Linear Catch Basin _ Manhole _ Other List Safety Procedures and Equipment Used: II System Observations Months in Service: Oil in Forebay: Yes —I No U Sediment Depth in Forebay: Sediment Depth on Vault Floor: Structural Damage: Drainage Area Report Excessive Oil Loading: Yes - No ❑ Source: Sediment Accumulation on Pavement: Yes _ No r- Source: Erosion of Landscaped Areas: Yes ❑- No U Source: StormFilter Cartridge Replacement Maintenance Activities Remove Trash and Debris: Yes - No I Details: Replace Cartridges: Yes r- No ❑ Details: Sediment Removed: Yes ❑ No n Details: Quantity of Sediment Removed (estimate?): Minor Structural Repairs: Yes — No — Details: Residuals(debris,sediment) Disposal Methods: Notes: 1