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SLR2012-00004 NOTICE OF TYPE II DECISION SENSITIVE LANDS REVEW (SLR) 2012-00004 & TREE REMOVAL PERMIT (TRE) 2012-00027 T I G A R D COLLINS RETAINING WALL 120 DAYS = 2/13/2013 SECTION I. APPLICATION SUMMARY FILE NAME: COLLINS RETAINING WALL CASE NOS.: Sensitive Lands Review(SLR) SLR2012-00004 Tree Removal Permit TRE2012-00027 PROPOSAL: The applicant is proposing to construct a retaining wall to improve the stability and allow controlled drainage of the sloped area of applicant's property behind the wall. Work is proposed within an area designated as Sensitive Lands because of the steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. Because the site is located within sensitive lands a Tree Removal Permit is also required for each tree removed that is greater than 6 inch dbh (diameter at breast height). APPLICANT: Olson&Jones Construction Justin Euteneier P.O. Box 19563 Portland,OR 97280 OWNER: Eric&Stasha Collins 13739 SW Lauren Ln. Tigard,OR 97223 ZONE: R-7 (PD): Medium-Density Residential District. The R-7 zoning district is designed to accommodate attached single-family homes, detached single-family homes with or without accessory residential units, at a minimum lot size of 5,000 square feet, and duplexes, at a minimum lot size of 10,000 square feet. Mobile home parks and subdivisions are also permitted outright. Some civic and institutional uses are also permitted conditionally. (PD)The subject property has a planned development overlay on a portion of the site. The purposes of the planned development overlay zone are: 1) To provide a means for property development that is consistent with Tigard's Comprehensive Plan through the application of flexible standards which consider and mitigate for the potential impacts to the City; 2) To provide such added benefits as increased natural areas or open space in the City, alternative building designs, walkable communities, preservation of significant natural resources, aesthetic appeal, and other types of assets that contribute to the larger community in lieu of strict adherence to many of the rules of the Tigard Community Development Code; 3) To achieve unique neighborhoods (by varying the housing styles through architectural accents, use of open space, innovative transportation facilities) which will retain their character and city benefits, while respecting the characteristics of existing neighborhoods through appropriate buffering and lot size transitioning; 4) To preserve to the greatest extent possible the existing landscape features and amenities (trees, water resources, ravines, etc.) through the use of a planning procedure (site design and analysis, presentation of alternatives, conceptual review, then detailed review) that can relate the type and design of a development to a SLR2012-(MNX14 COLLINS RETAINING WAIL PAGE 1 OF 7 particular site; 5) To consider an amount of development on a site,within the limits of density requirements, which will balance the interests of the owner, developer, neighbors, and the City; and 6) To provide a means to better relate the built environment to the natural environment through sustainable and innovative building and public facility construction methods and materials. LOCATION: 13739 and 13765 SW Lauren Lane,WCTM 2S104CA,Tax Lots 1800 and 1900. APPLI CABLE APPROVAL CRITERIA: Community Development Code Chapters 18.775.070.0 and 18.790.050.A. SECTION II. DECISION Notice is hereby given that the City of Tigard Community Development Director's designee has APPROVED the above request for a Sensitive Lands Permit and Tree Removal Permit subject to one condition of approval. The findings and conclusions on which the decision is based are noted in Section V. CONDITION OF APPROVAL THE FOLLOWING CONDITION SHALL BE SATISFIED PRIOR TO SITE WORK: Submit to the Planning Department (Cheryl Caines, 639-4171, ext. 2437) for review and approval: 1. Prior to site work, the applicant shall obtain an erosion control permit from the city's Building Division. SECTION III. BACKGROUND INFORMATION Site Information and History The project site includes two adjacent lots in the Hillshire subdivision (lots 18 and 19 — 13739 and 13765 SW Lauren Lane respectively). A single family residence was constructed on lot 19 in 1997 and lot 18 is vacant. The site is zoned Medium Density Residential R-7 (PD). Surrounding properties are developed with single family residences. Staff conducted a search of City records for the subject property. No prior land use cases were found. Proposal Description: The existing house is situated near a steep slope. There is an existing block retaining wall (approximately 4 feet tall) on the slope along the western edge of lot 19, which is showing signs of distress. Based on the report by GeoDesign, Inc.(May 18, 2012) a new, tieback retaining wall system is proposed . Anchors for the wall will be placed deep enough to reach native soils. The proposal also includes removal of three large Douglas fir trees within the future wall location. SECTION IV. COMMENTS FROM PROPERTY OWNERS WITHIN 500 FEET The Tigard Community Development Code requires that property owners within 500 feet of the subject site be notified of the proposal, and be given an opportunity for written comments and/or oral testimony prior to a decision being made. Staff received two written comments and two phone calls from neighboring property owners. Ms. Barrett owns property to the north along Fern Street, downhill from the Collins site. She wrote concerning drainage and erosion from the construction of the wall. She wanted to ensure the wall will not divert a stream of water flowing directly down to her property, leading to severe erosion, sliding slopes, tree loss and pooling water. What are the plans to divert the water to an appropriate storm drain system? SLR2012-(nk)4COLLINS RETAINING WAIJ. PAGE 2 OF 7 Applicant Response: The applicant's structural engineer (Zarosinski Engineering & Design, Inc.) responded stating that the wall will be backfilled with rock to allow for infiltration and weep holes will be installed along the wall to allow any excessive buildup to drain uniformly along the wall. There will be no concentrated flows increasing the potential for erosion. In addition existing rain drains and irrigation lines will be examined during construction to ensure proper function and drainage. Mr. Presjak owns property east of the site within the same neighborhood. In his letter, he reports foundation issues of the Collins home and those of his neighbor to the east (March). He asked of responsibility on the part of the city for planning water drainage from the north face of Bull Mountain. He also wanted to know the impact of the proposed tree removal on the city owned property and watershed to the west of the Collins site. Staff Response: Construction and development on Bull Mountain has been happening over a long period of time with permitting by both the City of Tigard and Washington County. It is beyond the scope of this review to consider any impact of previous development upon properties within the area. This Sensitive Lands Review is to ensure the proposed development complies with the review criteria outlined in the Tigard Community Development Code (TDC). As outlined in this report, the applicant has shown that the proposal meets the applicable criteria and code standards. Applicant's Response: The applicant responded to Mr. Presjak's concerns on tree removal by stating that the removal of the three trees will have no impact on the city owned property or watershed. The roots of the trees will remain in place and installation of the retaining wall win help prevent future erosion of the slope. Two phone calls were received from neighboring property owners but no written comments were submitted. Adjacent property owner to the north, Mr. Dyches, had questions about the location and type of wall being proposed. A copy of the landscaping plan from the contractor and site plan from the geotechnical engineer were sent to him to show the location of the proposed wall. Mr. March who lives directly to the west of the site, called with concerns about erosion and slope stability on his lot and questions about when a sensitive lands review is necessary in relation to work on neighboring properties. These questions or concerns were not about the proposed work within the steep slopes on the Collins site. SECTION V. APPLICABLE REVIEW CRITERIA AND FINDINGS The proposed retaining wall and tree removal project will be constructed within designated Sensitive Lands areas (slopes of 25% or greater). Construction within these areas requires Sensitive Lands Review and Tree Removal Permits meeting the requirements of TDC Chapter 18.775 and 18.790. A. APPROVAL CRITERIA The proposal requires a Sensitive Lands Review for development on steep slopes, which is a Type II review with approval made by the Director. Because the site is located within sensitive lands a Tree Removal Permit is also required for each tree removed that is greater than 6 inch dbh. Tree removal permits are normally processed through a Type I review. However when other review types are also required they are all reviewed concurrently under the most rigorous review type, in this case, the Type II Sensitive Lands Review. The applicable approval criteria for the Sensitive Lands Review and Tree Removal are addressed below. Additional standards regarding the replacement of existing vegetation are addressed in subsection B. Sensitive Lands (Section 18.775): Sensitive Lands Permits —steep slopes The appropriate approval authority shall approve, approve with conditions or deny an application request for a sensitive lands permit on slopes of 25% or greater or unstable ground based upon findings that all of the following criteria have been satisfied: 1. The extent and nature of the proposed land form alteration or development will not create site disturbances to an extent greater than that required for the use; SLR2012-01kE4 CU1.1JNs RETAINING WALL l' GE 3 OF 7 Excavation is limited to only that necessary to install the wall. Impacts ale further minimized by utilizing tiered platforms from which the contractor will work. Excavators will be able to perform construction activities within a 15-foot swath to the west of the retaining wall. Removal of the three trees is proposed only because they are in direct alignment with either the installation of the wall or the wall itself. Roots of the trees are being left in place to further limit impact on the slope. The proposed land form alteration will not create site disturbances greater than is required for the use. This criterion is met. 2. The proposed land form alteration or development will not result in erosion, stream sedimentation, ground instability, or other adverse on-site and off-site effects or hazards to life or property; The proposed land form alteration will result in stabilization of the slope and reduce the risk of future slope movements, potential slope failure, or potential loss of lateral support at the home's foundation stem walls. The proposed wall is designed with drains behind the wall to prevent hydrostatic buildup and weep holes along the wall to accommodate any excessive buildup of water. Proposed rock backfill will allow water to drain uniformly along the wall. Erosion control measures (silt fence and silt sacks) are proposed to prevent sedimentation into the storm basins and downslope drainageway during construction. With these measures in place there will be no adverse on-site or off-site effects or hazards to life or property. This criterion is met. 3. The structures are appropriately sited and designed to ensure structural stability and proper drainage of foundation and crawl space areas for development with any of the following soil conditions: wet/high water table; high shrink-swell capability; compressible/organic; and shallow depth-to-bedrock; and The applicant states that the retaining wall will have no effect on the drainage of the foundation or crawl space of the existing house. The geotechnical report indicates that based on the study of the soil types and stability, groundwater, and existing drainage, the proposed structure is appropriately sited and designed to ensure structural stability. The structural engineer indicated that the contractor will also examine existing rain drains and irrigation lines to ensure proper function. Construction recommendations for the wall are based upon the geotech's observations of soil conditions, including anchors extending into the native material at the site. This criterion is met. 4. Where natural vegetation has been removed due to land form alteration or development, the areas not covered by structures or impervious surfaces will be replanted to prevent erosion in accordance with Chapter 18.745,Landscaping and Screening. The proposed land form alteration is limited to the extent necessary to construct the wall. After construction all areas not occupied by a structure will be replanted with native Northwest ferns and shrubs to match surrounding vegetation, which will help to prevent erosion. A full review of 18.745 standards is found under section B, of this report. This criterion is satisfied. FINDING: Based upon the analysis above the sensitive lands criteria for development within steep slopes have been met. Tree Removal (Section 18.790): Permit Applicability 18.790.050 Pursuant to Section 18.790.050, tree removal permits are required only for the removal of any tree which is located on or in a sensitive land area as defined by Chapter 18.775. The permit for removal of a tree shall be processed as a Type I procedure, as governed by Section 18.390.030, using the following approval criteria: 1. Removal of the tree must not have a measurable negative impact on erosion, soil stability, flow of surface waters or water quality as evidenced by an erosion control plan which precludes: a. Deposits of mud, dirt, sediment or similar material exceeding 1/2 cubic foot in volume on public or private streets, adjacent property, or into the storm and surface water system, either by direct deposit, dropping, discharge or as a result of the action of erosion; b. Evidence of concentrated flows of water over bare soils; turbid or sediment-laden flows; or evidence of on-site erosion such as rivulets on bare soil slopes where the S1,IL" 113-INKK4COLLINS RETAINING WAIL PAGI•:4OF7 flow of water is not filtered or captured on site using the techniques of Chapter 5 of the Washington County Unified Sewerage Agency Environmental Protection and Erosion Control rules. Three Douglas Fir trees within the construction area are proposed for removal. The applicant states that the tree roots will remain in place and stumps ground to prevent erosion. During construction (including tree removal), the applicant will install silt fencing and silt sacks to prevent erosion onto public streets, adjacent properties, nearby creeks, and the storm system. Following construction, any areas not occupied by the retaining wall will be landscaped with native ferns and shrubs to match existing vegetation. With these measures in place the proposed tree removal will not result in deposits of mud or concentrated flows of water. This criterion is met. To ensure that proposed erosion control measures are correctly installed and maintained, the applicant is conditioned to obtain an erosion control permit from the city's Building Division. 2. Within stream or wetland corridors, as defined as 50 feet from the boundary of the stream or wetland, tree removal must maintain no less than a 75% canopy cover or no less than the existing canopy cover if the existing canopy cover is less than 75%. The proposed project is not within a stream or wetland corridor. The nearest drainageway is more than 50 feet from the construction area. This criterion is not applicable. FINDING: Based on the analysis above, the applicable Tree Removal Permit criteria can be met as conditioned below. CONDITION: Prior to site work, the applicant shall obtain an erosion control permit from the city's Building Division. B. OTHER APPLICABLE DEVELOPMENT CODE STANDARDS The following provisions are not approval criteria for the Sensitive Lands review or Tree Removal Permits but are standards that the proposed development must meet. The standards are evaluated here to provide assistance and information to the applicant and city staff in the preparation of future building and site development permits. Section 18.745.060 contains the provisions for protecting existing vegetation and re-vegetation where natural vegetation has been removed through grading. Existing vegetation on a site shall be protected as much as possible: 1. The developer shall provide methods for the protection of existing vegetation to remain during the construction process; and 2. The plants to be saved shall be noted on the landscape plans (e.g., areas not to be disturbed can be fenced, as in snow fencing which can be placed around individual trees). Existing vegetation will be protected with 150 feet of silt fencing installed downhill from the construction activity. These standards are satisfied. Where natural vegetation has been removed through grading in areas not affected by the landscaping requirements and that are not to be occupied by structures, such areas are to be replanted as set forth in this section to prevent erosion after construction activities are completed. In preparation for re-vegetation, topsoil removed from the surface in preparation for grading and construction is to be stored on or near the sites and protected from erosion while grading operations are underway; and Approximately 24-36 cubic yards of top soil will be retained on site for re-vegetation and protected from erosion. 1. Such storage may not be located where it would cause suffocation of root systems of trees intended to be preserved; and S1.R2U12-($n)4 COLLINS RETAINING W.AL1. 1'\GE 5 OF 7 2. After completion of such grading, the topsoil is to be restored to exposed cut and fill embankments or building pads to provide a suitable base for seeding and planting. The stored top soil will be on concrete and covered to prevent erosion. After construction it will be returned to the disturbed areas west of the retaining wall. These standards are satisfied. Acceptable methods of re-vegetation include hydro-mulching or the planting of rye grass, barley, or other seed with equivalent germination rates, and: a. Where lawn or turf grass is to be established, lawn grass seed or other appropriate landscape cover is to be sown at not less than four pounds to each 1,000 square feet of land area; Lawn and turf grass are not appropriate vegetation and are not similar to the existing vegetation found on the slope. b. Other re-vegetation methods offering equivalent protection may be approved by the approval authority; The applicant has proposed native ferns and shrubs to match existing vegetation on the slope. c. Plant materials are to be watered at intervals sufficient to ensure survival and growth; and d. The use of native plant materials is encouraged to reduce irrigation and maintenance The vegetation chosen will be installed under professional supervision to ensure survival. In addition native plants will be used to aid in long term survival. C. IMPACT STUDY (18.390): Section 18.390.040.B.2.e states that the applicant shall provide an impact study to quantify the effect of development on public facilities and services. For each public facility system and type of impact, the study shall propose improvements necessary to meet City standards, and to minimize the impact of the development on the public at large, public facilities systems, and affected private property users. The proposed improvements will have no effect on parks, water, sanitary sewer and transportation systems, or create excessive noise. Stormwater from the wall will be minimal and there is adequate capacity to serve the proposed development. SECTION VI. OTHER CITY STAFF COMMENTS Tigard's Building Official has reviewed the proposal and has no objections. It was noted that a site work permit is required. Tigard's Assistant Public Works Director has reviewed the application and sees no Public Works issues. Mr. Rager stated that the City has a stormwater outfall in the area,but it is quite a distance to the south. SECTION VII. AGENCY COMMENTS Copies of the complete letters are found in the case file SLR2012-00001/TRE2012-00020. All comments have been forwarded to the applicant. Clean Water Services commented that no further review or Storm Water Connection Permit is required for the proposal. SLR2012-0(XX)4 COLLINS RE AINING WAJJ. PAGE(OF 7 SECTION VIII. PROCEDURE AND APPEAL INFORMATION Notice: Notice was posted at City Hall and mailed to: X The applicant and owners X Owner of record within the required distance X Affected government agencies Final Decision: THIS DECISION IS FINAL ON DECEMBER 3,2012 AND BECOMES EFFECTIVE ON DECEMBER 4,2012 UNLESS AN APPEAL IS FILED. Areal: The decision of the Director (Type II Procedure) or Review Authority (Type II Administrative Appeal or Type III Procedure) is final for purposes of appeal on the date that it is mailed. Any party with standing as provided in Section 18.390.040.G.1. may appeal this decision in accordance with Section 18.390.040.G.2. Of the Tigard Community Development Code which provides that a written appeal together with the required fee shall be filed with the Director within ten (10) business days of the date the notice of the decision was mailed. The appeal fee schedule and forms are available from the Planning Division of Tigard City Hall, 13125 SW Hall Boulevard,Tigard, Oregon 97223. Unless the applicant is the appellant, the hearing on an appeal from the Director's Decision shall be confined to the specific issues identified in the written comments submitted by the parties during the comment period. Additional evidence concerning issues properly raised in the Notice of Appeal may be submitted by any party during the appeal hearing, subject to any additional rules of procedure that may be adopted from time to time by the appellate body. THE DEADLINE FOR FILING AN APPEAL IS AT 5:00 PM ON DECEMBER 3,2012. Questions: If you have any questions, please call the City of Tigard Planning Division, Tigard City Hall, 13125 SW Hall Boulevard,Tigard, Oregon at (503) 718-2437. c. ` , Q• ai✓l1.✓ November 19,2012 PREPARED BY: Cheryl Caines DATE Associate Planner ' � "v �' (-) November 19,2012 APPRE(I'1 Tom McGuire DA FE Principal Planner MR21)12-00004 WAIL 1':1GI,,7 01,7 i / ( / / / / i /. i _ _--, 0z 3 / 144.32' / I .83' o ca w / / / / / I Z zg \ / / j / %)1y / / /C3)7 E Nye,FR 7Rrr.s / r' i a z 1 �Zo / / / / / I / To gtRegrov'o /I / o w,w / ,/ ! 4},-- / — % •/ /-/ /• •/ / I 3 a 0 / / / / /" / / / HIIIIII / i 0.0,— ,/- / \ / / 7 // / •/ /• .- III • %/ . i fi/ / / j / I 1` I/ 7 7 % i / 1 i w / / / / /./. i ` l , � I J N / • / /205.24 / E'7'�TA710N/�1;EYaI I 1 �,� ,- ,/ � °� /•/ j •( / VIrr/+ NA7..rr INW Fr q i�� j / tID /- /\ Acy�b SH Rva• i / r, y�Ir �" / // i i ; 1 , ,/. HECEiVED // �/ / tx / / /I ,� / / / OCT 102012 /• \ / / // X10 Np /. / // // / % / / //F��-��i i;m i ,/. `'�- CITY OF TIGARD �y r7 N 4 .. / / \ p1ANNINGIEN aINEERING �# o s / /•/ / / �� 69.58' �., ^d oeneo .. /" / % � I S> j ��1 aoO` / / - \ E%ARES 6/30/2014 w — aw u /'/ / / // / x / �/ R=350' .��c P ` j, ' /' / / / 45.18 / \ 4" 16478 fN / /' / / i �� 0 // // �/ / // i/ / / CONTOURS AT 5' INTERVALS sy p, 1 \44-��* 0 ry / / / / L� I I .ZARO / / I I / j SITE PLAN WITH TOPO tv �'/ i I I / i FOR RETAINING WALL AV WI '°°" ' ® : m„. (. SG Ir I N A r%,./}Al C2 CITY OF TIGA Approved [ ) Conditionally Approved [X I For only the work as described i7 PERMIT NO. Si-R0130-00004T1ZE Q-000 7 See Letter to: Follow [ ) r .) Job Address: t.,4'51 - L a cc rc h By: CCe.: .../.. Date: It-IA- 1 /N _I i I ST _11 Area Notified (500 Ft) i I SLR2012-00004 41 TRE2012-00027 f lit Collins Retaining Wall 0 iii Ill1 M 1 0 0 r • / __ •• ,,,,, Subject Site 1 -s f---f-;-a ar •�•�•�♦�♦�•�♦�.4 •••••• ♦••••♦ ♦♦ _, *..:.'.. •"•• Property owner information is valid ��•�•�• �� for 3 months from the date printed on 4•••••••* :.:• •••• this map. ♦•♦ -�� #�� LAUREN LN 41 II Map Pnnlad 20-Nov-12 inpma•m m nn m ao R nr paws mawoNt am 01....•.1.0e wan ee O•wawPmr I et Ili wet / Clir MICHELLE CT DATA IS OSSIVED flOM N1uLTIRLE SOURCES THE CITY Of TIOARD •r Et NOT WA RRANTY REPRESS MATON OR GUARANTEE AS TO THE AC �O NTlNT ACCUMN CY TluNESs OR COMPLETENESS Of ANY Of ME ^' W A PROVIDED HEA E.A -.Of T of PC SH.lI.•ES."...c NC "_RMA :' 4:6 �� -JMMUNITY DEVELOPMENT DEPARTMEN' � 'A Place toCa' V� CRy Of Tigard 11111 is 41130 11/4111111111111As \O • TIGA"RDI4A0 ,Tg50363g-491283d a- e moNhpare Cr OOv f II.RRU LAND USE PROPOSAL DESCRIPTION 120 DAYS = 02/13/2013 FILE NOS.: SENSITIVE LANDS REVIEW (SLR) 2012-00004 TREE REMOVAL PERMIT (TRE) 2012-00027 FILE TITLE: COLLINS RETAINING WALL OWNER: Eric& Stasha Collins APPLICANT: Olson&Jones Construction 13739 SW Lauren Ln. Attn: Justin Euteneier Tigard, OR 97223 P.O. Box 19563 Portland, OR 97280 REQUEST: The applicant is proposing to construct a retaining wall to mitigate slope movement and undermining of a home's foundation on a residential lot. Work is proposed within steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. LOCATION: 13739 and 13765 SW Lauren Lane,WCTM 2S104CA,Tax Lots 1800 and 1900 `LONE: R-7 (PD): Medium-Density Residential District. The R-7 zoning district is designed to accommodate attached single-family homes, detached single-family homes with or without accessory residential units, at a minimum lot size of 5,000 square feet, and duplexes, at a minimum lot size of 10,000 square feet. Mobile home parks and subdivisions are also permitted outright. Some civic and institutional uses are also permitted conditionally. (PD)The subject property has a planned development overlay on a portion of the site. The purposes of the planned development overlay zone are: 1) To provide a means for property development that is consistent with Tigard's Comprehensive Plan through the application of flexible standards which consider and mitigate for the potential impacts to the City; 2) To provide such added benefits as increased natural areas or open space in the City,alternative building designs, walkable communities, preservation of significant natural resources, aesthetic appeal, and other types of assets that contribute to the larger community in lieu of strict adherence to many of the rules of the Tigard Community Development Code; 3) To achieve unique neighborhoods (by varying the housing styles through architectural accents, use of open space, innovative transportation facilities) which will retain their character and city benefits, while respecting the characteristics of existing neighborhoods through appropriate buffering and lot size transitioning;4) To preserve to the greatest extent possible the existing landscape features and amenities (trees, water resources, ravines, etc.) through the use of a planning procedure (site design and analysis, presentation of alternatives, conceptual review, then detailed review) that can relate the type and design of a development to a particular site; 5) To consider an amount of development on a site, within the limits of density requirements, which will balance the interests of the owner, developer, neighbors, and the City; and 6) To provide a means to better relate the built environment to the natural environment through sustainable and innovative building and public facility construction methods and materials. APPLICABLE REVIEW CRITERIA: Community Development Code Chapters 18.390, 18.745, 18.775,and 18.790. DECISION MAKING BODY BELOW: ❑ TYPE I ® TYPE II ❑ TYPE III ❑ TYPE IV COMMENTS WERE SENT: October 18, 2012 COMMENTS ARE DUE: November 1,2012 El HEARINGS OFFICER CMON.) DATE OF HEARING: TIME: 7:00 PM ❑PLANNING COMMISSION N.) DATE OF HEARING: TIME: 7:00 PM ❑CITY COUNCIL ,)ES.) DATE OF HEARING: TIME: 7:30 PM ® STAFF DECISION (TENTATIVE) DATE OF DECISION: November 7, 2012 COMPONENTS RELATED TO THE PROJECT AVAILABLE FOR VIEWING IN THE PLANNING DIVISION ® VICINITY MAP ❑ LANDSCAPING PLAN ® GEOTECH REPORT ® SITE PLAN ❑ ARCHITECTURAL PLAN Z IMPACT STUDY ® NARRATIVE ❑ SIGHT DISTANCE CERTIF. 0 OTHER: STAFF CONTACT: Cheryl Caines,Associate Planner (503) 639-4171 Ext. 2437 REQUEST FOR COMMENTS CleanWater Services RECEI NOV052012 MEMORANDUM PLgNNI G/EN;1NED RING Date: November 1, 2012 To: Cheryl Caines,Associate er, City of Tigard From: Jackie Sue Humphrey , lean Water Services(the District) Subject: Collins Retaining Wall, SLR 2012-00004, 2S104CA01800, 01900 Clean Water Services has no concerns or objections to this application request. As submitted,this application request will not require further review or the issuance of a Storm Water Connection Permit Authorization. 2550 SW Hillsboro Highway • Hillsboro,Oregon 97123 Phone: (503)681-3600 • Fax: (503)681-3603 • cleanwaterservices.org Cheryl Caines From: Brian Rager Sent: Monday, October 29, 2012 12:17 PM To: Cheryl Caines Subject: SLR 2012-00004, Collins Retaining Wall Cheryl, I looked over the application and can see no issues that PW would need to raise. We have a stormwater outfall in that area, but quite a distance to the south. We have some erosion and sloughing issues around it that will likely require us to do some work in there in the future, but that is completely away from where their 2nd lot is located. Thanks, Brian Rager Assistant Public Works Director City of Tigard I Public Works Department 503-718-2471 brianr@tigard-or.gov 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." 1 s 1 City of Tigard TIGARD REQUEST FOR COMMENTS DATE: October 22,2012 TO: Mark VanDomelen,Building Official FROM: City of Tigard Planning Division STAFF CONTACT: Cheryl Caines,Associate Planner Phone: (503) 718-2437 Fax: (503) 718-2748 Email: cherylc(a,tigard-or.gov SENSITIVE LANDS REVEW(SLR) 2012-00004/TREE REMOVAL PERMIT (TRE) 2012-00027 - COLLINS RETAINING WALL - REQUEST: The applicant is proposing to construct a retaining wall to mitigate slope movement and undermining of a home's foundation on a residential lot. Work is proposed within steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. LOCATION: 13739 and 13765 SW Lauren Lane, WCTM 2S104CA, Tax Lots 1800 and 1900. ZONE: R-7 (PD): Medium-Density Residential District. The R-7 zoning district is designed to accommodate attached single-family homes, detached single-family homes with or without accessory residential units, at a minimum lot size of 5,000 square feet, and duplexes, at a minimum lot size of 10,000 square feet. Mobile home parks and subdivisions are also permitted outright. Some civic and institutional uses are also permitted conditionally. APPLICABLE REVIEW CRITERIA: Community Development Code Chapters 18.390, 18.745, 18.775,and 18.790. The Proposed Amendments are attached for your review. From information supplied by various departments and agencies and from other information available to our staff, a report and recommendation will be prepared and a decision will be rendered on the proposal in the near future. If you wish to comment on this application, WE NEED YOUR COMMENTS BACK BY: Monday,November 5, 2012. You may use the space provided below or attach a separate letter to return your comments. If you are unable to respond by the above date, please phone the staff contact noted above with your comments and confirm your comments in writing as soon as possible. If you have any questions, contact the Tigard Planning Division, 13125 SW Hall Boulevard,Tigard, OR 97223. PLEASE CHECK THE FOLLOWING ITEMS THAT APPLY: We have reviewed the proposal and have no objections to it. Please contact of our office. Please refer to the enclosed letter or email. 7 Written comments provided below: STT t ),c Qh rant S r eatz.d Ui-2 E. , - Name&Number of Person Commenting: 311 City of Tigard • TIGARD REQUEST FOR COMMENTS DATE: October 22,2012 TO: Per Attached FROM: City of Tigard Planning Division STAFF CONTACT: Cheryl Caines.Associate Planner Phone: (503) 718-2437 Fax: (503) 718-2748 Email: cherylc@tigard-or.gov SENSITIVE LANDS REVEW (SLR) 2012-00004/TREE REMOVAL PERMIT (TRE) 2012-00027 - COLLINS RETAINING WALL - REQUEST: The applicant is proposing to construct a retaining wall to mitigate slope movement and undermining of a home's foundation on a residential lot. Work is proposed within steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. LOCATION: 13739 and 13765 SW Lauren Lane, WCTM 2S104CA, Tax Lots 1800 and 1900. ZONE: R-7 (PD): Medium-Density Residential District. The R-7 zoning district is designed to accommodate attached single-family homes, detached single-family homes with or without accessory residential units, at a minimum lot size of 5,000 square feet, and duplexes, at a minimum lot size of 10,000 square feet. Mobile home parks and subdivisions are also permitted outright. Some civic and institutional uses are also permitted conditionally. APPLICABLE REVIEW CRITERIA: Community Development Code Chapters 18.390, 18.745, 18.775,and 18.790. The Proposed Amendments are attached for your review. From information supplied by various departments and agencies and from other information available to our staff, a report and recommendation will be prepared and a decision will be rendered on the proposal in the near future. If you wish to comment on this application, WE NEED YOUR COMMENTS BACK BY: Monday,November 5, 2012. You may use the space provided below or attach a separate letter to return your comments. If you are unable to respond by the above date, please phone the staff contact noted above with your comments and confirm your comments in writing as soon as possible. If you have any questions,contact the Tigard Planning Division, 13125 SW Hall Boulevard,Tigard, OR 97223. PLEASE CHECK THE FOLLOWING ITEMS THAT APPLY: We have reviewed the proposal and have no objections to it. Please contact of our office. _ Please refer to the enclosed letter or email. Written comments provided below: Name&Number of Person Commenting: w CITY OF TIGARD REQUEST FOR r 'LENTS r1OTIFICATION LIST FOR LAND USE & COMMUNITY DEVE++,LriENT APPLICATIONS 11� ,, FILE NOS.: SLA a0I�- 00003 �� ..FILE NAME:, 1�[j1 v'15 Re lI-dil I /II Wal( CITY OFFICES _C.D.ADMINISTRATION/ ,CD Director _DEVELOPMENT SERVICES/ /Arborist _PUBLIC WORKS/Mike Stone,City Engineer _C.D.ADMINISTRATION/ ,Asst.CD Director AL BUILDING DIVISION/Mark VanDomelen,Building Official _HEARINGS OFFICER(+2 sets) _CITY ADMINISTRATIOWCathy Wheatley,City Recorder _POLICE DEPARTMENT/Jim Wolf,Crime Prevention Officer _PLANNING COMMISSION(+12 sets) _DEVELOPMENT SERVICES/Planning-Engineering Techs. Y PUBLIC WORKS/Brian Rager,Assistant PW Director FILE/REFERENCE(+2 sets) _DEVELOPMENT SERVICES/ Development Eng. _PUBLIC WORKS/Steve Martin,Parks Manager SPECIAL DISTRICTS — TUAL.HILLS PARK&REC.DIST.*_ ,,TUALATIN VALLEY FIRE&RESCUE* _ TUALATIN VALLEY WATER DISTRICT* CLEAN WATER SERVICES Planning Manager North Division Administrative Office Development Services Department 15707 SW Walker Road John Wolff,Deputy Fire Marshall 1850 SW 170th Avenue David Schweitzer/SWM Program Beaverton,OR 97006 14480 SW Jenkins Road Beaverton,OR 97006 2550 SW Hillsboro Highway Beaverton,OR 97005-1152 Hillsboro,OR 97123 LOCAL AND STATE JURISDICTIONS CITY OF BEAVERTON * _ CITY OF TUALATIN * _OR.DEPT.OF FISH&WILDLIFE _OR. DIV.OF STATE LANDS — Planning Manager Planning Manager Elizabeth Ruther,Habitat Biologist Melinda Wood (WLUN Form Required) Steven Sparks,Dev.Svcs.Manager 18880 SW Martinazzi Avenue North Willamette Watershed District 775 Summer Street NE,Suite 100 PO Box 4755 Tualatin,OR 97062 18330 NW Sauvie Island Road Salem,OR 97301-1279 Beaverton,OR 97076 Portland,OR 97231 _ OR. PUB.UTILITIES COMM. METRO-LAND USE&PLANNING * _OR. DEPT.OF GEO.&MINERAL IND. 550 Capitol Street NE CITY OF DURHAM * 600 NE Grand Avenue 800 NE Oregon Street,Suite 5 Salem,OR 97310-1380 City Manager Portland,OR 97232-2736 Portland,OR 97232 17160 SW Upper Boones Fry. Rd. _ Joanna Mensher,Data Resource Center(ZCA-Adopted) w US ARMY CORPS.OF ENG. Durham,OR 97224 _ Paulette Copperstone,(ZCA-RFC Only) _OR.DEPT.OF LAND CONSERV.&DVLP. Kathryn Harris(Maps&csLetter Only) _ O.Gerald Uba, Ph.D.,(CPA/DCA2oN) Mara Ulloa(Comp.Plan Amendments&Measure 37) Routing CENWP-OP-G _CITY OF KING CITY * 635 Capitol Street NE,Suite 150 PO Box 2946 City Manager Salem,OR 97301-2540 Portland,OR 97208-2946 15300 SW 116th Avenue King City,OR 97224 WASHINGTON COUNTY _ OR.DEPT.OF ENERGY(Powerlines in Area) _OR.DEPT OF AVIATION(Monopole Towers) Dept.of Land Use&Transp. Bonneville Power Administration Tom Highland,Planning 155 N. First Avenue _ CITY OF LAKE OSWEGO * Routing TTRC—Attn: Renae Ferrera 3040 25th Street,SE Suite 350, MS 13 Planning Director PO Box 3621 Salem,OR 97310 Hillsboro,OR 97124 PO Box 369 Portland,OR 97208-3621 _Naomi Vogel-Beattie(General Apt Lake Oswego,OR 97034 _Brent Curtis(CPA) OR.DEPT.OF ENVIRON.QUALITY(DEQ) ODOT,REGION 1 * _Assessment&Taxation(ZCA)MS 9 — CITY OF PORTLAND (Notify for Wetlands and Potential Environmental Impacts) _Development Review Coordinator _Doria Mateja,Cartography(ZCA)MS 14 Planning Bureau Director Regional Administrator _Carl Torland, Right-of-Way Section(vacations) 1900 SW 4th Avenue, Suite 4100 2020 SW Fourth Avenue,Suite 400 123 NW Flanders Portland,OR 97201 Portland,OR 97201-4987 Portland,OR 97209-4037 _OR.PARKS&REC.DEPT. —WA.CO.CONSOL.COMM.AGNCY _ODOT,REGION 1 -DISTRICT 2A * _ODOT,RAIL DIVISION STATE HISTORIC Dave Austin(wcccA).911"(Monopole Towers) Chad Gordon,Assistant District Manager (Notify if ODOT R/R-Hwy.Crossing is Only Access to Land) PRESERVATION OFFICE PO Box 6375 6000 SW Raab Road Dave Lanning,Sr.Crossing Safety Specialist (Notify if Property Has HD Overlay) Beaverton,OR 97007-0375 Portland,OR 97221 555-13th Street,NE,Suite 3 725 Sumner St. NE,Suite C Salem,OR 97301-4179 Salem,OR 97301 UTILITY PROVIDERS AND SPECIAL AGENCIES —PORTLAND WESTERN R/R, BURLINGTON NORTHERN/SANTA FE RJR, OREGON ELECTRIC R/R(Burlington Northern/Santa Fe R/R Predecessor) Bruce Carswell, President&General Manager 200 Hawthorne Avenue SE,Suite C320 Salem,OR 97301-5294 _SOUTHERN PACIFIC TRANS.CO. R/R _METRO AREA COMMUNICATIONS _COMCAST CABLE CORP. _TRI-MET TRANSIT DVLPMT. Clifford C. Cabe,Construction Engineer Debra Palmer(Annexations Only) Gerald Backhaus(see Map for Area Contact) (If Project is Within 7.Mile of a Transit Route) 5424 SE McLoughlin Boulevard Twin Oaks Technology Center 14200 SW Brigadoon Court Ben Baldwin, Project Planner Portland, OR 97232 1815 NW 169th Place,S-6020 Beaverton,OR 97005 710 NE Holladay Street Beaverton,OR 97006-4886 Portland,OR 97232 _PORTLAND GENERAL ELECTRIC _NW NATURAL GAS COMPANY _VERIZON _CENTURYLINK Mike Hieb Svc.Design Consultant Scott Palmer,Engineering Coord. John Cousineau,OSP Network Lynn Smith 9480 SW Boeckman Road 220 NW Second Avenue 4155 SW Cedar Hills Blvd. Right-of-Way Manager,OR&SW Wilsonville,OR 97070 Portland,OR 97209-3991 Beaverton,OR 97005 8021 SW Capitol Hill Road Portland,OR 97219 _TIGARD/TUALATIN SCHOOL DIST.#23J_BEAVERTON SCHOOL DIST.#48 _COMCAST CABLE CORP. _COMCAST CABLE COMMUNIC. Teri Brady,Administrative Offices Jennifer Garland,Demographics Alex Silantiev(see Map for Area contact) Brian Every(Apps E.of HacN.oronyh 6960 SW Sandburg Street 16550 SW Merlo Road 9605 SW Nimbus Avenue,Bldg. 12 10831 SW Cascade Avenue Tigard,OR 97223-8039 Beaverton,OR 97006-5152 Beaverton,OR 97008 Tigard,OR 97223-4203 YF INDICATES AUTOMATIC NOTIFICATION IN COMPLIANCE WITH INTERGOVERNMENTAL AGREEMENT IF WITHIN 500'OF THE SUBJECT PROPERTY FOR ANY/ALL CITY PROJECTS (Project Planner Is Responsible For Indicating Parties To Notify). I:\CURPLN\Masters\Request For Comments Notification List.doc (UPDATED:Jul 11,2012) (If you update this roster,also update I:\CURPLN\Masters\Request for Comments Notification Labels.doc)(This document is password protected. Please see Chris or Doreen if you need updates. Thank you.) MAILING / NOTIFICATION RECORDS Q AFFIDAVIT OF MAILING = :. • I, Cheryl Caines, being first duly sworn/affirm, on oath depose and say that I am an Associate Planner for the City of Tigard,Washington County, Oregon and that I served the following c .+pp pnt •t>>mow) El NOTICE OF PENDING LAND USE DECISION FOR COLLINS RETAINING WALL CASE ID: SLR2012-00004 ❑ AMENDED NOTICE ® City of Tigard Planning Director A copy of the said notice being hereto attached, marked Exhibit "A", and by reference made a part hereof, was mailed to each named person(s) at the address(s) shown on the attached list(s), marked Exhibit "B", and by reference made a part hereof, on November 19,2012 and deposited in the United States Mail on November 20,2012,postage prepaid. a c -., (Person that Prepared Notice) STATE OF OREGON ) County of Washington) ss. City of Tigard ) Subscribed and sworn/affirmed before me on the ow day of klDUG 4L'2-- ,2012. 1 +fg , OFFICIAL SEAL SHIRLEY L TREAT NOTARY PUBUCNOS•OREGON NOTARY PUBIC OF OREGON ooMMlssION ssse / ') MY COMMISSION EXPIRES JULY 08, s My Commission Expires: 7/01 I( . EXHIBIT A 711 II Notice of a Type II Decision : Sensitive Lands Permit TIGARD Case ID: SLR2012-00004 & TRE2012-00027 Collins Retaining Wall The Decision Notice is hereby given that the City of Tigard Community Development Director's designee has APPROVED the requested land use action, subject to certain conditions of approval. The findings and conclusions on which the decision is based are noted in the Final Decision and the proposal is described below. Tigard Community Development Contact Information Date of Notice: Tuesday,November 20,2012 120 days = Wednesday,February 13,2013 Staff Contact: Cheryl Caines 503-718-2437 cherylc@tigard-or.gov Appeal Information All persons entitled to notice or who are otherwise adversely affected or aggrieved by the decision may appeal the decision.Appeal forms are available on the city's website or by person at the Permits Center. If you would like to appeal this land use decision, we need to receive your completed appeal form by 5 p.m. on Monday, December 03, 2012. Please include the Case ID Number. SLR2012-00004 & TRE2012-00027. Please hand-deliver your completed appeal form (which will be time-stamped) and pay the associated appeal fees at the Permits Center, 13125 SW Hall Blvd., Tigard, Oregon 97223. If you have any questions regarding this decision please address them to the appropriate staff person noted on this form: Cheryl Caines and note the Case ID Number: SLR2012-00004&TRE2012-00027. This decision is final on Monday,December 03, 2012,unless an appeal is filed. The decision will go into effect on Tuesday, December 04, 2012, unless an appeal is filed. A copy of the Final Decision is available upon request from the staff contact person noted above. Information About the Decision Applicant: Olson&Jones Construction Owner. Eric&Stasha Collins Justin Euteneier 13739 SW Lauren Ln. P.O. Box 19563 Tigard, OR 97223 Portland,OR 97280 Description of the Proposal: The applicant is proposing to construct a retaining wall to improve the stability and allow controlled drainage of the sloped area of applicant's property behind the wall. Work is proposed within an area designated as Sensitive Lands because of the steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. Because the site is located within sensitive lands a Tree Removal Permit is also required for each tree removed that is greater than 6 inch dbh (diameter at breast height). City of Tigard,Community Development Division•13125 SW Hall Blvd.,Tigard,Oregon 97223 pg. 1 Legal 13739 and 13765 SW Lauren Lane,WCTM 2S104CA,Tax Lots 1800 and 1900. Description: Zoning: R-7: Medium-Density Residential District(PD) Appeal Procedure Details The decision of the Director (Type II Procedure) or Review Authority (Type II Administrative Appeal or Type III Procedure) is final for purposes of appeal on the date that it is mailed. Any party with standing as provided in Section 18.390.040.G.1. may appeal this decision in accordance with Section 18.390.040.G.2. of the Tigard Community Development Code which provides that a written appeal together with the required fcc shall be filed with the Director within ten (10) business days of the date the notice of the decision was mailed. The appeal fee schedule and forms are available from the Planning Division of Tigard City Hall, 13125 SW Hall Boulevard,Tigard,Oregon 97223. Unless the applicant is the appellant, the hearing on an appeal from the Director's Decision shall be confined to the specific issues identified in the written comments submitted by the parties during the comment period. Additional evidence concerning issues properly raised in the Notice of Appeal may be submitted by any party during the appeal hearing, subject to any additional rules of procedure that may be adopted from time to time by the appellate body. The deadline for filing an appeal is 5 p.m. on Monday,December 03,2012 Site Map I I ill I FERN ST II Area Notified (500 Ft) / ' SLR2012-00004 TRE2012-00027 Collins Retaining Wall r ® Subject Se,, ............ e..........tph..:44 Properly owner Mormalinn.vale, ~ �.................� for 3 monms from the dace panted an �.�.�.��.�.�.� *hw maP :.�� LAUREN LN µP Pnr.C:20-Nont2 _ I iiiimmervp i Ars MICHELLE CTiii = _ W '� FT _ *r-+ J.ss- ' COMM R UNITY DEVELOPMENT DEMRTMt 1 "a PYwbG.srw,.T. e e „7- 11111-1-1;1111: 11111111 CM off..Q.�� iJt15 SW MM BMC rS'� i TSOBJ9-et71' .xwipeb a 90V City of Tigard,Community Development Division•13125 SW Hall Blvd.,Tigard,Oregon 97223 pg.2 EXHIBIT B 2S104BC09000 2S104BC09200 ATKINS,RILEY J&MARCIA M CASTLE,JAMES&JUDITH 14050 SW KARLEY CT 14010 SW KARLEY CT TTGARD,OR 97224 TIGARD,OR 97223 2S104CA03400 2S104BCO2401 AVIS,RICHARD G&JULIANNE CHASE,ERIC M&SHELLEY M 13648 SW LAUREN LANE 13992 SW FERN ST TIGARD,OR 97223 TIGARD,OR 97223 2S104BD06900 2S10 'D09400 BARRETT,GORDON W&MELISSA J CHAS , ' C M SHELLEY M 13800 SW FERN ST REVOC • n ING TRUST TIGARD,OR 97223 BY ERIC F11 FY M CHASE 13992S`'FER T 77G. 'D,OR 97 3 2S104CA05000 2S104BD02300 BECKER,TIMOTHY J CLARKE,JOHN A&NANCY J 13646 SW MICHELLE CT 19800 SW TOUCHMARK WAY#TL104 TTGARD,OR 97223 BEND,OR 97702 2S104CA03100 2S104CA01800 BELAYA,OKSANA COLLINS,ERIC A&STASHA D KO7LYAREVSKIY,ANATOLIY 13739 SW LAUREN LN 13584 SW LAUREN LN TIGARD,OR 97223 PORTLAND,OR 97223 2S104CA04800 2S A01900 BELDEN,DONALD L&KATHERINE M COLLI A&STASHA D 13592 SW MICHELLE CT 13739S NLN TIGARD,OR 97223 TIC D,OR 97 3 2S104BD02100 2S104CA05600 BENETTI,MARCO A&SALLY A DEBAUW LIVING TRUST 13650 SW FERN ST BY WILLIAM C/VIRGINIA M DEBAUW TRS TTGARD,OR 97223 PMB 179 13500 SW PACFIC HWY TTGARD,OR 97223 2S104BC08900 2S104CB03000 BERTHOLD,JOHN S DEGROOT,RICHARD J& 14055 SW KARLEY CT HAUN,CAROLYN S TIGARD,OR 97223 13058 SW OXALIS TER TIGARD,OR 97223 2S104CA02600 2S104BD07100 BOHRINGER,WILLIAM JOSEPH&BARB DYCHES,RONALD S&SUZETTE 13571 SWLAURENLN 13784 SW FERN ST TIGARD,OR 97223 TTGARD,OR 97223 2S104CA12000 2S104CA02300 CALIEBE,RALF B&TRINE7TE P EDWARDS,GREGORY A&LINDA BIRD 13260 SW ESSEX DR 13625 SW LAUREN LN TIGARD,OR 97223 PORTLAND,OR 97223 2S104CA01400 2S104CA03000 FAR GO,ROLPH E JACKSON,GREGORY 13165 SW ESSEX DR 13552 SW LAUREN LN TIGARD,OR 97223 TIGARD,OR 97223 2S104CA04000 2S104CA01100 FREEBORN,KENNETH&ASHLEY JANKOVICH,BILL&MELISSA 13623 SW MICHELLE CT 13241 SW ESSEX DR TIGARD,OR 97223 TIGARD,OR 97223 2S104CB03300 2S104CA05800 GEORGE,DAVID F&MELANIE JOHNSON,MICHAEL EWING&ELIZABE 13132 SW ASCENSION DR 13637 SW WESTRIDGE TERRACE TIGARD,OR 97224 TIGARD,OR 97223 2S104BC08800 2S104BD01900 GONZALEZ,RENE G&JULIE A LAMB FAMILY TRUST 14065 SW KARLEY CT BY BENJAMIN&ZADA LAMB TRS TIGARD,OR 97223 13770 SW FERN STREET TIGARD,OR 97223 2S104BC09100 2S104CA02000 GREEN,CHRISTINE ANN LIVING TRUS MARCH,HENRY J&VICKI G 14030 SW KARLEY CT 13711 SWLAURENLN TTGARD,OR 97223 TTGARD,OR 97223 2S104CA03500 2S104CA02200 HANSEN,BARBARA L REVOCABLE TRUS MEINSCHEIN,ROBERT J&SUSAN G 13672 SW LAUREN LN 13653 SW LAUREN LN TTGARD,OR 97223 TTGARD,OR 97223 2S104BC09400 2S104CA03200 HILLSHIRE CREST OWNERS OF MURPHY,SHAD A&TRISHA M LOTS 9-14 13600 SW LAUREN LN , 00000 TIGARD,OR 97223 2S104CB03100 2S104CA03800 HOFER,DAVID P& NATHANSON,CAROL R KIMBERLEY M 13667 SW MICHELLE CT 13096 SW OXALIS TERR TIGARD,OR 97223 TIGARD,OR 97223 2S104CA03700 2S104BD02200 HOFFER,SPENCER J& NATHMAN,CHRISTINE P& HOFFER,DANA L PARISI,BERARDINO 13709 SW MICHELLE CT 13640 SW FERN ST TIGARD,OR 97223 PORTLAND,OR 97223 2S104CA01600 2S104BC08300 HUNT,DANA J&BARBARA D O'BILLOVICH,ANTHONY R&FAITH N 13101 SW ESSEX DR 12990 SW OXALIS TER TTGARD,OR 97223 TTGARD,OR 97224 • 2S104CA05700 2S104CA05300 O'DONNELL,BRIAN]&SHARON K SHINGLEDECKER,PETER J& 13659 SW WESTRIDGE TERR DIANE G TIGARD,OR 97223 13188 SW ESSEX DR TIGARD,OR 97223 2S104CA01300 2S104CA01200 PERCY,SUSANJ SODERQUIST,BRADLEYE&DAWN MAR 15532 SW PACIFIC HWY 13219 ESSEX DR BLDG CIB STE 306 TIGARD,OR 97223 TIGARD,OR 97224 2S104CA04900 1S104CA02500 PHILLIPS,SEANM& ST JOHN,JAMES L&BEVERLY A USA R 13599 SW LAUREN LN 13620 SW MICHELLE CT TIGARD,OR 97223 TIGARD,OR 97223 2S104CA02100 2S104CA03300 PRESJAK,MATTHEW G&CATHI TAYLOR,MIKE W 13687 LAUREN LN 1225N36THST,UNIT 1122 TIGARD,OR 97223 PHOENIX,AZ 95008 2S104CA05100 25104:!•7200 RENTFROW,LINDA M TIGARD, • OF 13668 SW MICHFI I F CT 13125 "H TIGARD,OR 97223 TIQARD,OR •7223 2S 104C.803200 2S1• :D07300 ROWLEY,JOHNC& TIG 'so, OF RAUSCH-ROWLEY,MICHFI I FM 13125 SALL 13110 SW ASCENSION DR TI /'D, • ' 97223 TIGARD,OR 97223 2S104CA01000 2S 0001600 RYAN,GAIL L TIGA TY OF 3461 WINDING MEADOW LN 13125 ALL GENEVA,IL 60134 77 D, 97223 2S104CA05500 2S104CA05400 SAWIN,DAVID J&CLARISSA J TOPUZ,ISMET 13695 SW WESTRIDGE TER 13719 SW WESTRIDGE TER TIGARD,OR 97223 TIGARD,OR 97223 2SI04CA04200 2S104CA03900 SCHLOSS,JAMES&BONNY TURPIN,MITCHELL J&CARLENE M 13589 SW MICHELLE CT 13645 SW MICHELLE CT TIGARD,OR 97223 TIGARD,OR 97223 25104CA04300 2S104BD02000 SHERMAN,JEFFREYM VONDRACHEK,JENNIFER L 13563 SW MICHELLE CT 13720 SW FERN ST TIGARD,OR 97223 TIGARD,OR 97223 • 2S104BC08400 WAKEM,LYNN R&GRETCHEN L 12970 SW OXALIS TER PORTLAND,OR 97223 2S104CA03600 WALKIEWICZ,FRANK R&ELIZABETH 13694 SW LAUREN LN • TIGARD,OR 97223 2S104CA01500 WALTERMIRE,ROBERT P&ROSAMARIA 13133 SW ESSEX DR TIGARD,OR 97223 2S104CA04100 WICK,RONALD A HSU,FENG-LING 13611 SE MICHELLE CT TIGARD,OR 97223 2S104CA02400 WILLIAMS REVOCABLE TRUST 13607 SW LAUREN LN TIGARD,OR 97223 2S104CA05200 YOGO,YASUSHI&RITSUKO 13684 SW MICHELLE CT TIGARD,OR 97223 s'\J a*.r-jk„ % .''-‘ . , /z.‘ 'c)-' 4 C °7—e*--(j4L—C 0, n�1, O1 r N 6 SLG all narn Port , Prog,ess / E s: ledge,own Cquavp 1. :ab Y,� ,: M1- g , 011111.1111;.11111111i ._ ' .- WE 4.111.1115131 1 :cam ? .,,,■ IIIIIII 3 Ill 4 iiiiiiiii 1. r ea 4111/1111r ,± +Mr P i P;rV t I 5P: 4 I • DON & DOROTHY tRDT The following labels list interested persons who requested notice 13760 SW 121ST AVENUE re:ANY development ANYWHERE in Tigard. See Memo for File re: TIGARD OR 97223 Interested Parties Update,August 2012. BARRY ALBERTSON VANESSA FOSTER 15445 SW 150TH AVE 13085 SW HOWARD DR TIGARD OR 97224 TIGARD OR 97223 SUSAN BEILKE JOHN FREWING 11755 SW 114TH PLACE 7110 SW LOLA LANE TIGARD OR 97223 TIGARD OR 97223 ELLEN BEILSTEIN BEVERLY FROUDE 14630 SW 139TH AVE 12200 SW BULL MOUNTAIN ROAD TIGARD OR 97224 TIGARD OR 97224 HEIDI BRENNEMAN NAOMI GALLUCCI 11680 SW TIGARD DRIVE 11285 SW 78TH AVENUE TIGARD OR 97223 TIGARD OR 97223 GRETCHEN BUEHNER HOLLY SHUMWAY,CPO 4B •' , 13249 SW 136TH PLACE 14535 SW WOODHUE ST TIGARD OR 97224 TIGARD OR 97224 REX CAFFALL KEVIN HOGAN 13205 SW VILLAGE GLENN 143357 SW 133RD AVENUE TIGARD OR 97223 TIGARD OR 97224 LORA GARLAND, CITY RECORDS HAROLD AND RUTH HOWLAND CITY OF TIGARD 13145 SW BENISH 13125 SW HALL BLVD TIGARD OR 97223 TIGARD OR 97223 CPO 4B PATRICIA KEERINS 16200 SW PACIFIC HWY, STE H242 12195 SW 121ST AVE TIGARD OR 97224 TIGARD OR 97223 /CURPLN/SetUp/Labels/CIT Citywide Last Update:08 21 2012 ALEXANDER CRAGHEAD 12205 SW HALL BOULEVARD TIGARD OR 97223-6210 GENE MILDREN BRAD SPRING MILDREN DESIGN GROUP 7555 SW SPRUCE STREET 7650 SW BEVELAND ST, STE 120 TIGARD OR 97223 TIGARD OR 97223 NATHAN AND ANN MURDOCK CHARLIE AND LARIE STALZER 7415 SW SPRUCE STREET 14781 SW JULIET TERRACE TIGARD OR 97223 TIGARD OR 97224 PATTY NEWTH ROSS SUNDBERG 12180 SW MERESTONE COURT 16382 SW 104T"AVE TIGARD OR 97223 TIGARD OR 97224 TODD HARDING & BLAKE HERING JR. JOSH THOMAS NORRIS BEGGS&SIMPSON 10372 SW BONANZA WAY 121 SW MORRISON, SUITE 200 TIGARD OR 97224 PORTLAND OR 97204 SHANNEN WILLIAMS RAPPOLD DAVID WALSH MARKETING/BUSINESS DEV MGR 10236 SW STUART COURT PERLO CONSTRUCTION TIGARD OR 97223 7190 SW SANDBURG ST PORTLAND OR 97223 BRIAN WEGENER SUE RORMAN 9830 SW KIMBERLY DRIVE 11250 SW 82ND AVE TIGARD OR 97224 TIGARD OR 97223 I/CURPLN/SetUp/Labels/CIT Citywide Last Update:08 21 2012 V AFFIDAVIT OF MAILING I, Cheryl Caines, being first duly sworn/affirm, on oath depose and say that I am an Associate Planner for the City of Tigard,Washington County, Oregon and that I served the following: 1 k.jppropnxe Box(s)Below' E l NOTICE OF PENDING LAND USE DECISION FOR COLLINS RETAINING WALL CASE ID: SLR2012-00004 ❑ AMENDED NOTICE ® City of Tigard Planning Director A copy of the said notice being hereto attached, marked Exhibit "A", and by reference made a part hereof, was mailed to each named person(s) at the address(s) shown on the attached list(s), marked Exhibit "B", and by reference made a part hereof, on November 19,2012 and deposited in the United States Mail on November 20,2012,postage prepaid. a . (Person that Prepared Notice) STATE OF OREGON ) County of Washington) ss. City of Tigard ) Subscribed and sworn/affirmed before me on the day of 1 i OJeu_A gf ,2012. OFFICIAL SEAL JL ' SHIRLEY L TREAT "��'� � NOTARY PUBLIC OF OREGON NOTARY PUBLIC•OREO0N COMMISSION NO.459846 My Commission Expires: Oa Id- , MY COMPASSION EXPIRES ALT 08,2015 EXHIBIT A NOTICE OF TYPE II DECISION NI SENSITIVE LANDS REVEW (SLR) 2012-00004 & TREE REMOVAL PERMIT (TRE) 2012-00027 T I G A R D COLLINS RETAINING WALL 120 DAYS = 2/13/2013 SECTION I. APPLICATION SUMMARY FILE NAME: COLLINS RETAINING WALL CASE NOS.: Sensitive Lands Review(SLR) SLR2012-00004 Tree Removal Permit TRE2012-00027 PROPOSAL: The applicant is proposing to construct a retaining wall to improve the stability and allow controlled drainage of the sloped area of applicant's property behind the wall. Work is proposed within an area designated as Sensitive Lands because of the steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. Because the site is located within sensitive lands a Tree Removal Permit is also required for each tree removed that is greater than 6 inch dbh (diameter at breast height). APPLICANT: Olson&Jones Construction Justin Euteneier P.O. Box 19563 Portland,OR 97280 OWNER: Eric&Stasha Collins 13739 SW Lauren Ln. Tigard,OR 97223 ZONE: R-7 (PD): Medium-Density Residential District. The R-7 zoning district is designed to accommodate attached single-family homes, detached single-family homes with or without accessory residential units, at a minimum lot size of 5,000 square feet, and duplexes, at a minimum lot size of 10,000 square feet. Mobile home parks and subdivisions are also permitted outright. Some civic and institutional uses are also permitted conditionally. (PD)The subject property has a planned development overlay on a portion of the site. The purposes of the planned development overlay zone are: 1) To provide a means for property development that is consistent with Tigard's Comprehensive Plan through the application of flexible standards which consider and mitigate for the potential impacts to the City; 2) To provide such added benefits as increased natural areas or open space in the City, alternative building designs, walkable communities, preservation of significant natural resources, aesthetic appeal, and other types of assets that contribute to the larger community in lieu of strict adherence to many of the rules of the Tigard Community Development Code; 3) To achieve unique neighborhoods (by varying the housing styles through architectural accents, use of open space, innovative transportation facilities) which will retain their character and city benefits, while respecting the characteristics of existing neighborhoods through appropriate buffering and lot size transitioning; 4) To preserve to the greatest extent possible the existing landscape features and amenities (trees, water resources, ravines, etc.) through the use of a planning procedure (site design and analysis, presentation of alternatives, conceptual review, then detailed review) that can relate the type and design of a development to a SLR2O12-00X 4 COLLINS RETAINING WAIJ, PAGE 1 OF 7 particular site; 5) To consider an amount of development on a site,within the limits of density requirements, which will balance the interests of the owner, developer, neighbors, and the City; and 6) To provide a means to better relate the built environment to the natural environment through sustainable and innovative building and public facility construction methods and materials. LOCATION: 13739 and 13765 SW Lauren Lane,WCTM 2S104CA,Tax Lots 1800 and 1900. APPLICABLE APPROVAL CRITERIA: Community Development Code Chapters 18.775.070.0 and I8.790.050.A. SECTION II. DECISION Notice is hereby given that the City of Tigard Community Development Director's designee has APPROVED the above request for a Sensitive Lands Permit and Tree Removal Permit subject to one condition of approval. The findings and conclusions on which the decision is based are noted in Section V. CONDITION OF APPROVAL THE FOLLOWING CONDITION SHALL BE SATISFIED PRIOR TO SITE WORK: Submit to the Planning Department (Cheryl Caines,639-4171, ext. 2437) for review and approval: 1. Prior to site work, the applicant shall obtain an erosion control permit from the city's Building Division. SECTION III. BACKGROUND INFORMATION Site Information and History The project site includes two adjacent lots in the Hillshire subdivision (lots 18 and 19 — 13739 and 13765 SW Lauren Lane respectively). A single family residence was constructed on lot 19 in 1997 and lot 18 is vacant. The site is zoned Medium Density Residential R-7 (PD). Surrounding properties are developed with single family residences. Staff conducted a search of City records for the subject property. No prior land use cases were found. Proposal Description: The existing house is situated near a steep slope. There is an existing block retaining wall (approximately 4 feet tall) on the slope along the western edge of lot 19, which is showing signs of distress. Based on the report by GeoDesign, Inc.(May 18, 2012) a new, tieback retaining wall system is proposed . Anchors for the wall will be placed deep enough to reach native soils. The proposal also includes removal of three large Douglas fir trees within the future wall location. SECTION IV. COMMENTS FROM PROPERTY OWNERS WITHIN 500 FEET The Tigard Community Development Code requires that property owners within 500 feet of the subject site be notified of the proposal, and be given an opportunity for written comments and/or oral testimony prior to a decision being made. Staff received two written comments and two phone calls from neighboring property owners. Ms. Barrett owns property to the north along Fern Street, downhill from the Collins site. She wrote concerning drainage and erosion from the construction of the wall. She wanted to ensure the wall will not divert a stream of water flowing directly down to her property, leading to severe erosion, sliding slopes, tree loss and pooling water. What are the plans to divert the water to an appropriate storm drain system? SLR2012-U(X04 COLLINS RETAINING WALL PAGE 2 OF 7 r , Applicant Response: The applicant's structural engineer (Zarosinski Engineering & Design, Inc.) responded stating that the wall will be backfilled with rock to allow for infiltration and weep holes will be installed along the wall to allow any excessive buildup to drain uniformly along the wall. There will be no concentrated flows increasing the potential for erosion. In addition existing rain drains and irrigation lines will be examined during construction to ensure proper function and drainage. Mr. Presjak owns property east of the site within the same neighborhood. In his letter, he reports foundation issues of the Collins home and those of his neighbor to the east (March). He asked of responsibility on the part of the city for planning water drainage from the north face of Bull Mountain. He also wanted to know the impact of the proposed tree removal on the city owned property and watershed to the west of the Collins site. Staff Response: Construction and development on Bull Mountain has been happening over a long period of time with permitting by both the City of Tigard and Washington County. It is beyond the scope of this review to consider any impact of previous development upon properties within the area. This Sensitive Lands Review is to ensure the proposed development complies with the review criteria outlined in the Tigard Community Development Code (fl)C). As outlined in this report, the applicant has shown that the proposal meets the applicable criteria and code standards. Applicant's Response: The applicant responded to Mr. Presjak's concerns on tree removal by stating that the removal of the three trees will have no impact on the city owned property or watershed. The roots of the trees will remain in place and installation of the retaining wall win help prevent future erosion of the slope. Two phone calls were received from neighboring property owners but no written comments were submitted. Adjacent property owner to the north, Mr. Dyches, had questions about the location and type of wall being proposed. A copy of the landscaping plan from the contractor and site plan from the geotechnical engineer were sent to him to show the location of the proposed wall. Mr. March who lives directly to the west of the site, called with concerns about erosion and slope stability on his lot and questions about when a sensitive lands review is necessary in relation to work on neighboring properties. These questions or concerns were not about the proposed work within the steep slopes on the Collins site. SECTION V. APPLICABLE REVIEW CRITERIA AND FINDINGS The proposed retaining wall and tree removal project will be constructed within designated Sensitive Lands areas (slopes of 25% or greater). Construction within these areas requires Sensitive Lands Review and Tree Removal Permits meeting the requirements of TDC Chapter 18.775 and 18.790. A. APPROVAL CRITERIA The proposal requires a Sensitive Lands Review for development on steep slopes, which is a Type II review with approval made by the Director. Because the site is located within sensitive lands a Tree Removal Permit is also required for each tree removed that is greater than 6 inch dbh. Tree removal permits are normally processed through a Type I review. However when other review types are also required they are all reviewed concurrently under the most rigorous review type, in this case, the Type II Sensitive Lands Review. The applicable approval criteria for the Sensitive Lands Review and Tree Removal are addressed below. Additional standards regarding the replacement of existing vegetation are addressed in subsection B. Sensitive Lands (Section 18.775): Sensitive Lands Permits —steep slopes The appropriate approval authority shall approve, approve with conditions or deny an application request for a sensitive lands permit on slopes of 25% or greater or unstable ground based upon findings that all of the following criteria have been satisfied: 1. The extent and nature of the proposed land form alteration or development will not create site disturbances to an extent greater than that required for the use; SLR2O12-IXXX4 COLlINS RETAINING WALL PAGE 3 OF 7 Excavation is limited to only that necessary to install the wall. Impacts are further minimized by utilizing tiered platforms from which the contractor will work. Excavators will be able to perform construction activities within a 15-foot swath to the west of the retaining wall. Removal of the three trees is proposed only because they are in direct alignment with either the installation of the wall or the wall itself. Roots of the trees are being left in place to further limit impact on the slope. The proposed land form alteration will not create site disturbances greater than is required for the use. This criterion is met. 2. The proposed land form alteration or development will not result in erosion, stream sedimentation, ground instability, or other adverse on-site and off-site effects or hazards to life or property; The proposed land form alteration will result in stabilization of the slope and reduce the risk of future slope movements,potential slope failure, or potential loss of lateral support at the home's foundation stem walls. The proposed wall is designed with drains behind the wall to prevent hydrostatic buildup and weep holes along the wall to accommodate any excessive buildup of water. Proposed rock backfill will allow water to drain uniformly along the wall. Erosion control measures (silt fence and silt sacks) are proposed to prevent sedimentation into the storm basins and downslope drainageway during construction. With these measures in place there will be no adverse on-site or off-site effects or hazards to life or property. This criterion is met. 3. The structures are appropriately sited and designed to ensure structural stability and proper drainage of foundation and crawl space areas for development with any of the following soil conditions: wet/high water table; high shrink-swell capability; compressible/organic; and shallow depth-to-bedrock; and The applicant states that the retaining wall will have no effect on the drainage of the foundation or crawl space of the existing house. The geotechnical report indicates that based on the study of the soil types and stability, groundwater, and existing drainage, the proposed structure is appropriately sited and designed to ensure structural stability. The structural engineer indicated that the contractor will also examine existing rain drains and irrigation lines to ensure proper function. Construction recommendations for the wall are based upon the geotech's observations of soil conditions, including anchors extending into the native material at the site. This criterion is met. 4. Where natural vegetation has been removed due to land form alteration or development, the areas not covered by structures or impervious surfaces will be replanted to prevent erosion in accordance with Chapter 18.745,Landscaping and Screening. The proposed land form alteration is limited to the extent necessary to construct the wall. After construction all areas not occupied by a structure will be replanted with native Northwest ferns and shrubs to match surrounding vegetation, which will help to prevent erosion. A full review of 18.745 standards is found under section B of this report. This criterion is satisfied. FINDING: Based upon the analysis above the sensitive lands criteria for development within steep slopes have been met. Tree Removal (Section 18.790): Permit Applicability 18.790.050 Pursuant to Section 18.790.050, tree removal permits are required only for the removal of any tree which is located on or in a sensitive land area as defined by Chapter 18.775. The permit for removal of a tree shall be processed as a Type I procedure, as governed by Section 18.390.030, using the following approval criteria: 1. Removal of the tree must not have a measurable negative impact on erosion, soil stability, flow of surface waters or water quality as evidenced by an erosion control plan which precludes: a. Deposits of mud, dirt, sediment or similar material exceeding 1/2 cubic foot in volume on public or private streets, adjacent property, or into the storm and surface water system, either by direct deposit, dropping, discharge or as a result of the action of erosion; b. Evidence of concentrated flows of water over bare soils; turbid or sediment-laden flows; or evidence of on-site erosion such as rivulets on bare soil slopes where the al/2012-00004 0004 COLLINS RETAINING WALL PAGE 4 OF 7 flow of water is not filtered or captured on site using the techniques of Chapter 5 of the Washington County Unified Sewerage Agency Environmental Protection and Erosion Control rules. Three Douglas Fir trees within the construction area are proposed for removal. The applicant states that the tree roots will remain in place and stumps ground to prevent erosion. During construction (including tree removal), the applicant will install silt fencing and silt sacks to prevent erosion onto public streets, adjacent properties, nearby creeks, and the storm system. Following construction, any areas not occupied by the retaining wall will be landscaped with native ferns and shrubs to match existing vegetation. With these measures in place the proposed tree removal will not result in deposits of mud or concentrated flows of water. This criterion is met. To ensure that proposed erosion control measures are correctly installed and maintained, the applicant is conditioned to obtain an erosion control permit from the city's Building Division. 2. Within stream or wetland corridors, as defined as 50 feet from the boundary of the stream or wetland, tree removal must maintain no less than a 75% canopy cover or no less than the existing canopy cover if the existing canopy cover is less than 75%. The proposed project is not within a stream or wetland corridor. The nearest drainageway is more than 50 feet from the construction area. This criterion is not applicable. FINDING: Based on the analysis above, the applicable Tree Removal Permit criteria can be met as conditioned below. CONDITION: Prior to site work, the applicant shall obtain an erosion control permit from the city's Building Division. B. OTHER APPLICABLE DEVELOPMENT CODE STANDARDS The following provisions are not approval criteria for the Sensitive Lands review or Tree Removal Permits but are standards that the proposed development must meet. The standards are evaluated here to provide assistance and information to the applicant and city staff in the preparation of future building and site development permits. Section 18.745.060 contains the provisions for protecting existing vegetation and re-vegetation where natural vegetation has been removed through grading. Existing vegetation on a site shall be protected as much as possible: 1. The developer shall provide methods for the protection of existing vegetation to remain during the construction process; and 2. The plants to be saved shall be noted on the landscape plans (e.g., areas not to be disturbed can be fenced, as in snow fencing which can be placed around individual trees). Existing vegetation will be protected with 150 feet of silt fencing installed downhill from the construction activity. These standards are satisfied. Where natural vegetation has been removed through grading in areas not affected by the landscaping requirements and that are not to be occupied by structures, such areas are to be replanted as set forth in this section to prevent erosion after construction activities are completed. In preparation for re-vegetation, topsoil removed from the surface in preparation for grading and construction is to be stored on or near the sites and protected from erosion while grading operations are underway; and Approximately 24-36 cubic yards of top soil will be retained on site for re-vegetation and protected from erosion. 1. Such storage may not be located where it would cause suffocation of root systems of trees intended to be preserved; and SLR2012-00004 COLLINS RETAINING WALL PAGE 5 OF 7 2. After completion of such grading, the topsoil is to be restored to exposed cut and fill embankments or building pads to provide a suitable base for seeding and planting. The stored top soil will be on concrete and covered to prevent erosion. After construction it will be returned to the disturbed areas west of the retaining wall. These standards are satisfied. Acceptable methods of re-vegetation include hydro-mulching or the planting of rye grass, barley, or other seed with equivalent germination rates, and: a. Where lawn or turf grass is to be established, lawn grass seed or other appropriate landscape cover is to be sown at not less than four pounds to each 1,000 square feet of land area; Lawn and turf grass are not appropriate vegetation and are not similar to the existing vegetation found on the slope. b. Other re-vegetation methods offering equivalent protection may be approved by the approval authority; The applicant has proposed native ferns and shrubs to match existing vegetation on the slope. c. Plant materials are to be watered at intervals sufficient to ensure survival and growth; and d. The use of native plant materials is encouraged to reduce irrigation and maintenance The vegetation chosen will be installed under professional supervision to ensure survival. In addition native plants will be used to aid in long term survival. C. IMPACT STUDY (18.390): Section 18.390.040.B.2.e states that the applicant shall provide an impact study to quantify the effect of development on public facilities and services. For each public facility system and type of impact, the study shall propose improvements necessary to meet City standards, and to minimize the impact of the development on the public at large, public facilities systems, and affected private property users. The proposed improvements will have no effect on parks, water, sanitary sewer and transportation systems, or create excessive noise. Stormwater from the wall will be minimal and there is adequate capacity to serve the proposed development. SECTION VI. OTHER CITY STAFF COMMENTS Tigard's Building Official has reviewed the proposal and has no objections. It was noted that a site work permit is required. Tigard's Assistant Public Works Director has reviewed the application and sees no Public Works issues. Mr. Rager stated that the City has a stormwater outfall in the area,but it is quite a distance to the south. SECTION VII. AGENCY COMMENTS Copies of the complete letters are found in the case file SLR2012-00001/TRE2012-00020. All comments have been forwarded to the applicant. Clean Water Services commented that no further review or Storm Water Connection Permit is required for the proposal. SLR2012-001104 COLLINS RETAINING WALL PAGE 6 OF 7 SECTION VIII. PROCEDURE AND APPEAL INFORMATION Notice: Notice was posted at City Hall and mailed to: X The applicant and owners X Owner of record within the required distance X Affected government agencies Final Decision: THIS DECISION IS FINAL ON DECEMBER 3,2012 AND BECOMES EFFECTIVE ON DECEMBER 4,2012 UNLESS AN APPEAL IS FILED. Aeal_: The decision of the Director (Type II Procedure) or Review Authority (Type II Administrative Appeal or Type III Procedure) is final for purposes of appeal on the date that it is mailed. Any party with standing as provided in Section 18.390.040.G.1. may appeal this decision in accordance with Section 18.390.040.G.2. Of the Tigard Community Development Code which provides that a written appeal together with the required fee shall be filed with the Director within ten (10) business days of the date the notice of the decision was mailed. The appeal fee schedule and forms are available from the Planning Division of Tigard City Hall, 13125 SW Hall Boulevard,Tigard,Oregon 97223. Unless the applicant is the appellant, the hearing on an appeal from the Director's Decision shall be confined to the specific issues identified in the written comments submitted by the parties during the comment period. Additional evidence concerning issues properly raised in the Notice of Appeal may be submitted by any party during the appeal hearing, subject to any additional rules of procedure that may be adopted from time to time by the appellate body. THE DEADLINE FOR FILING AN APPEAL IS AT 5:00 PM ON DECEMBER 3,2012. Questions: If you have any questions, please call the City of Tigard Planning Division, Tigard City Hall, 13125 SW Hall Boulevard,Tigard, Oregon at (503) 718-2437. C ` J Q• v a.iw h-' November 19,2012 PREPARED BY: Cheryl Caines DATE Associate Planner 7 \ '� ��'` ��6 November 19,2012 APPROVE(' E 4." 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I• `94��f� Q /" / j / / 1 111pZAR0 / / I % • ! 1 SITE PLAN WITH TOPO N ' / I ( 1 i ® m"-'40071-3 FOR RETAINING WALL sR SCALE: 1"=20' �, LA-,jnscif-p IN ti ?IAN C2 I } I FERN ST S f Area Notified (500 Ft) • 1 j r I tli • 1 ! SLR2012 00004 II-. • } TFtE2012-00027 I 1 • Collins Retaining Wail 1 1 I1 1 4 1 ;b I 1 /I r ..F I i 1 y Subject Site . j 1 • ••••••••10••••4.+� .. •.� . • �••••••••••••�� • � . • ••••••11•••••.� • Property owner information is valid i �••••••0,••••��0 �� to,3 months from the date printed cn ••••4.•� �•�•�• this map. _____I j •�•••••� .... ']I ,... \. • LAUREN LN 1 IMop Printed'20•N0,12 'M••m•.an a• ab wee -c4na•• CC / Oals MICHELLE CT DAOERiIlD'ROM.;LTIO�E SOLACES TME WV C.TIG.RJ / 4 LU(Tt TANd'3T'A.RRANM`Y RERRE'SEN?A`eC4 CR OIr.RRVTEE AS TO^-F.W CONTENT TI ACCuRACV MELR.ess OR COMPLETENESS OR AN,OF^1E H C.,°RC',,0E0.E4E.N TME C'Tv OF T;WRC SMALL A SSu'•E t,; h (y E.I.,,FORANV ERRORS CO,5510N5 OR:NAG C.RAC" •l '4',A�:C,PRO.0E3 4EOARC.ESS O�. 1 7 Oir/ CO M1uNI TY DEVELOPMENT DEPART MaNT •A Pa". to Cal'Ho•-'c- �Q C Ey of Tigard e ,�Q� 13125 5W tiaR Blvd + 0 t)3 xo �F,S tICA�M�Ps Tgare.DR 97223 ■ 503 039-417i t1.,.Rlt WW 0/ugard•or gov .t . EXHIBIT B SLR2012-00004/T RE2012-00027 COLLINS RETAINING WALL "NOTICE OF TYPE II DECISION" Eric & Stasha Collins 13739 SW Lauren Ln. Tigard, OR 97223 Olson &Jones Construction Attn: Justin Euteneier P.O. Box 19563 Tigard, OR 97223 Ronald & Suzette Dyches 13784 SW Fern St. Tigard, OR 97223 Gordon & Melissa Barrett 13800 SW Fern St. Tigard, OR 97223 Henry&Vicki March 13711 SW Lauren Ln. Tigard, OR 97223 Matthew&Cathi Presjak 13687 SW Lauren Ln. Tigard, OR 97223 OLSON &JONES CONSTRUCTION, INC. General Contractors November 7, 2012 City of Tigard Community Development Division/Cheryl Caines 13125 SW Hall Blvd. Tigard, OR 97223 In reference to case ID # SLR2012-00004 & TRE2012-00027 Dear Cheryl, I have received the letter from Matt Presjak regarding the impact of the removal of the three Douglas Fir trees. The removal of these trees will have no impact on the city owned property and city owned watershed. As was described in the application, the roots of the trees will remain in place. Additionally, the amount of canopy being removed is within the restrictions detailed in Chapter 18.790.050. Finally, the installation of the retaining wall will help prevent future erosion as well as stabilize the foundation of the home. Please let me know if you need additional information to process this land use review. Sincerely, stin Euteneier olsonandjones.com I PO Box 19563 Portland,OR 97280 I P 503-244-7467 I F 503-244-6791 I CCB#54065 Cheryl Caines From: Justin Euteneier <Justin@olsonandjones.com> Sent: Wednesday, November 07, 2012 12:04 PM To: Cheryl Caines Subject: RE: Collins Wall Attachments: 11.7.12 signed response.pdf Hi Cheryl, Attached is the response to the letter from Matt Presjak. At this point I don't think you need anything else from me, is that correct? Thanks Justin Euteneier Home Performance Construction Manager OLSON &JONES CONSTRUCTION Office 503-244-7467 Fax 503-244-6791 PO Box 19563 Portland, OR 97280 www.olsonandjones.com www.facebook.com/olsonandjones OLSON &JONES .ONSTRU(TION,itdi From: Cheryl Caines [mailto:cherylc@tigard-or.gov] Sent: Wednesday, November 07, 2012 9:42 AM To: Justin Euteneier Subject: Collins Wall Hi Justin, Attached is the letter from Mr. Presjak. Again I apologize for not forwarding earlier this week when I was back in the office. I'm finishing up the review today and will pass along my report for review. I did check on site permits—they are valid for 6 months and then there is a 6 month extension. There is no fee related to the extension; the applicant just needs to write a letter to the Building Official letting him know when they plan to proceed with the work. If you got a site permit now, that would get you through to next summer. 1 The land use decision is good for 18 . .iths with a 1 year extension. Please let me know if you have further questions. Cheryl Caines Associate Planner City of Tigard (503) 718-2437 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." 2 // / 3 jf r° r GEODESIGNY \ N August 16, 2012 Eric and Stacia Collins 13739 SW Lauren Lane Tigard, OR 97223 Geotechnical Letter Stability of the Existing Slope Collins Residence 13739 SW Lauren Lane Tigard, Oregon GeoDesign Project: CollinsES-1-01 GeoDesign, Inc. previously provided a geotechnical report for the property located at 13739 SW Lauren Lane in Tigard, Oregon. In our report,we completed stability analyses for the existing retaining wall and slopes along the western property line. Our analyses indicated that the existing wall and slopes are marginally stable,and are slowly creeping. At the time of our exploration and report, the distress observed at the property was primarily attributed to wall movements. We understand that wall and slope movements have continued since submittal of our geotechnical report. We recommend that the mitigation solutions discussed in our report be implemented as soon as possible to prevent further slope movements, potential slope failure, or potential loss of lateral support at the foundation stem walls. As an additional measure,we recommend that a survey monitoring program be implemented to monitor displacements of the home prior to,during, and following construction. ♦ ♦ ♦ 15575 SW Sequoia Pkwy,Suite 100 Portland,OR 97224 503.968,8787 www.geodesigninc.com We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. ' rica Hann, P.E. Project Engineer Scott V. Mills, P.E., G.E. Principal Engineer cc: Mr. Michael Houghton,Concrete Lifting Solutions (via email only) Mr. Dean Zarosinski, Zarosinski Engineering& Design (via email only) EMH:SPP:SVM:amd Two copies submitted Document ID:CollinsES•1-01-081612-geol.docx ©2012 GeoDesign,Inc. All rights reserved. [DESIGNY 2 CollinsES-1-01:081612 Cheryl Caines From: Justin Euteneier <Justin@olsonandjones.com> Sent: Wednesday, November 07, 2012 12:43 PM To: Cheryl Caines Subject: Collins Attachments: CollinsES-1-01-081612-geol pdf.pdf Hi again Cheryl Attached is a letter that I just learned about from the Geotechnical Engineer demonstrating the urgency of the project. I wish I had known about it sooner but either way it certainly makes the case. Thanks, Justin Euteneier Home Performance Construction Manager OLSON & JONES CONSTRUCTION Office 503-244-7467 Fax 503-244-6791 PO Box 19563 Portland, OR 97280 www.olsonandjones.com www.facebook.com/olsonandlones OLSON & ONES Cot4STRUCTIO'J.tNC. 1 V Nov.07 12 02:05p Jennie Zarosinski 360-576-8698 p.1 Zarosinski Engineering& Design, Inc. 1400 NW 155"Circle Z E Vancouver,WA 98685 0 Phone: (360)5t3-2746 ZAROSINSKI Email:dzaro(cr�,zaroeni..com ENG NFE4ING a D.ESI City of Tigard November 6, 2012 Community Development Division/Cheryl Caines 13125 SW Hall Blvd. Tigard, OR 97223 In reference to case ID # SL.R2012-00004 &TRE2012-00027 Dear Cheryl, I have received the letter from Melissa Barrett regarding drainage concerns on the proposed construction on the above referenced project. —he concrete retaining wall as currently designed is backfilled with rock which will allow infiltration into the ground with minimal increase in impervious area. There will also be seep holes installed in the wall to allow any excessive buildup to drain through the wall. The lower walls proposed are segmental concrete units with landscaping on the upper side. These walls are to be backfilled with rock allowiig water to drain uniformly along the wall. There is nothing proposed in this construction which will concentrate flows and increase the potential for erosion. During this construction existing rain drains and irrigation lines will be examined to make sure they are functioning as designed and not leaking and causing erosion problems. Please let me know if you need additional information to process this land use review. Sincerely, • t h Dean P. Zarosinski PE 0._r. r+.Se.1g`- �Ga • 1 ZA 1.0 Zarosinski Engineering & Design, Inc. 1400 NW 155th Circle e Vancouver,WA 98685 Phone: (360)513-2746 ZAROSINSKI Email:dzaro@zaroeng.com ENGINEERING d DESIGN City of Tigard November 6, 2012 Community Development Division/Cheryl Caines 13125 SW Hall Blvd. Tigard, OR 97223 In reference to case ID # SLR2012-00004 & TRE2012-00027 Dear Cheryl, I have received the letter from Melissa Barrett regarding drainage concerns on the proposed construction on the above referenced project. The concrete retaining wall as currently designed is backfilled with rock which will allow infiltration into the ground with minimal increase in impervious area. There will also be weep holes installed in the wall to allow any excessive buildup to drain through the wall. The lower walls proposed are segmental concrete units with landscaping on the upper side. These walls are to be backfilled with rock allowing water to drain uniformly along the wall. There is nothing proposed in this construction which will concentrate flows and increase the potential for erosion. During this construction existing rain drains and irrigation lines will be examined to make sure they are functioning as designed and not leaking and causing erosion problems. Please let me know if you need additional information to process this land use review. Sincerely, Dean P. Zarosinski PE • Cheryl Caines From: Justin Euteneier <Justin@olsonandjones.com> Sent: Tuesday, November 06, 2012 1:26 PM To: Cheryl Caines Subject: RE: Collins Retaining Wall Attachments: Lauren Ln Drainage Narrative.pdf Hi Cheryl, Here is a narrative from the structural engineer hot off the press. Please let me know if this is sufficient. If so he will fax over a signed copy to your office. Thanks. Justin Euteneier Home Performance Construction Manager OLSON &JONES CONSTRUCTION Office 503-244-7467 Fax 503-244-6791 PO Box 19563 Portland, OR 97280 www.olsonandiones.com www.facebook.com/olsonandiones OLSON &JONES d;oNsrhucr1oN,3Nc From: Cheryl Caines [mailto:cherylc@tigard-or.gov] Sent: Monday, November 05, 2012 9:20 AM To: Justin Euteneier Subject: RE: Collins Retaining Wall Justin, it may delay the final decision but does not extend the public comment period. Thanks, Cheryl From: Justin Euteneier [mailto:Justin©olsonandjones.com] Sent: Thursday, November 01, 2012 3:02 PM • To: Cheryl Caines Subject: RE: Collins Retaining Wall Hi Cheryl, I am working on getting the narrative from the structural engineer. I apologize that I do not have it yet. How does the delay affect us? Does it prolong the public notice period or do it just delay the final decision? Thanks Cheryl! Justin Euteneier Home Performance Construction Manager OLSON &JONES CONSTRUCTION Office 503-244-7467 Fax 503-244-6791 PO Box 19563 Portland, OR 97280 www.olsonandjones.com www.facebook.com/olsonandjones OLSON &JONES �:;C7N TkLJC'�C^l,iNC From: Cheryl Caines [mailto:cherylc@tigard-or,gov] Sent: Wednesday, October 24, 2012 4:25 PM To: Justin Euteneier Subject: RE: Collins Retaining Wall A narrative is ok. I only need drawings is you are referencing them. Cheryl From: Justin Euteneier [mailto:Justin©olsonandjones.com] Sent: Wednesday, October 24, 2012 2:56 PM To: Cheryl Caines Subject: RE: Collins Retaining Wall Thanks Cheryl. Is a written narrative ok or do you need drawings? Justin Euteneier Home Performance Construction Manager OLSON &JONES CONSTRUCTION Office 503-244-7467 2 Fax 503-244-6791 PO Box 19563 Portland, OR 97280 www.olsonandjones.com www.facebook.com/olsonandjones OLSON ) ONES C,NSTPc.C'IL N IN,: From: Cheryl Caines [mailto:cherylc@tigard-or.gov] Sent: Wednesday, October 24, 2012 2:16 PM To: Justin Euteneier Subject: Collins Retaining Wall Hi Justin, I just got the attached comment letter in the mail. The applicant needs to address the comments and concerns. I will then include the comments and response in the land use decision. Let me know if you have any questions. Thanks, Cheryl Cheryl Caines IIIIAssociate Planner a 13125 SW Hall Blvd (503)718-2437 °,o r k. -'G [? chenylctigard-or.gov 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.' 3 10-29-12 RECEIVED OCT 31 2012 Cheryl Caines CITY OF TICARU PLANNICVG/EN a�NEERING Tigard Community Development 13125 SW Hall Blvd., Tigard OR 97223 Dear Ms Caines, My comments are in regards to Case ID Number SLR2012-00004 & TRE2012-00027. After inspecting the Collins' property, it does appear that their structure is sliding from it's foundation. Not only have the Collins experienced foundation problems, but the Marchs directly to our left and our property have experienced foundation slippage. I want to ask if there is any responsibility on the part of the city in planning the water drainage from the north face of Bull Mountain. In addition, I would like to know what the impact of the removal of the three large Douglas Fir trees will be on the city owned property and water shed to the left of the Collins property. Thanks you, l24 P Matt Presjak Melissa Barrett 13800 SW Fern St. C[ I Tigard,OR 97223 i 10-23-12 OCT 2 4 2012 City of Tigard P�NNi GEN BARD Community Development Division/Cheryl Caines DJNEERuvG 13125 SW Hall Blvd. Tigard,OR 97223 In Reference to case ID#SLR2012-00004&TRE2012-00027 Dear Cheryl, I have received the information about the proposal to remove trees and construct a retaining wall at the properties located at 13739 and 13765 Lauren Lane. As a homeowner located directly downhill of the proposed project,(1995-017 partition plat, lot 1,)I would like to voice my concerns about drainage. Typically retaining walls include plans for drainage and I would like to know what they are and that they will not be diverting a stream of water flowing directly down to my property that will lead to severe erosion, sliding slopes,tree loss and pools of water in my backyard. I am requesting that the plan be reviewed carefully to make sure that the water will be diverted to a storm drain system in an appropriate manner and that the contractor is held to the plan. ^Sincejrely, I , c `✓)G.A4 2C Melissa Barrett , II AFFIDAVIT OF MAILING Am.. I, Cheryl Caines, being first duly sworn/affirm, on oath depose and say that I am an Associate Planner for the City of Tigard,Washington County, Oregon and that I served the following ❑1c NOTICE OF SENSITIVE LANDS REVIEW: COLLINS RETAINING WALL CASE ID:SLR2012-00004 ❑ AMENDED NOTICE (File No/Name Reference) ® City of Tigard Planning Director A copy of the said notice being hereto attached, marked Exhibit "A", and by reference made a part hereof, was mailed to each named person(s) at the address(s) shown on the attached list(s), marked Exhibit "B", and by reference made a part hereof,on October 18,2012 and deposited in the United States Mail on October 18,2012,postage prepaid. Ckw3L a . Ca.:A., (Person that Prepared Notice) STATE OF OREGON ) County of Washington) ss. City of Tigard ) Subscribed and sworn/affirmed before me on the 714 day of 41-1),2-444-L4 ,2012. ev,„ OFFICIAL SEALDEBBIE R.ADAIUSKI � NOTARY PUBUC-OREGON �"' COMMISSION NO.446906 NO-11-e' PUBLIC •F OREGON MY COMMISSION EXPIRES MARCH 21,2014 My Commission Expires: JAI,Aye `s EXHIBIT A INNotice of a Type II Proposal Sensitive Lands Review TIGARD iM Case ID: SLR2012-00004 & TRE2012-00027 Tigard Community Development Contact Information Date of Notice: Thursday, October 18,2012 120 days = Wednesday, February 13,2013 To: Interested Persons Staff Contact: Cheryl Caines 503-718-2437 cherylc@tigard-or.gov If you would like to comment on this proposal, we need to receive your written comments by 5 p.m. on Thursday, November 01, 2012 . Please mail or deliver your comments to 13125 SW Hall Blvd., Tigard, Oregon 97223. Include the Case ID Number: SLR2012-00004 & TRE2012-00027. Please address your comments to the appropriate staff person: Cheryl Caines. Information About the Proposal Description of the Proposal: The applicant is proposing to construct a retaining wall to mitigate slope movement and undermining of a home's foundation on a residential lot. Work is proposed within steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. Applicant: Olson&Jones Construction Justin Euteneier P.O. Box 19563 Tigard,OR 97223 Owner: Eric& Stasha Collins 13739 SW Lauren Ln. Tigard, OR 97223 Proposal Address: 13739 and 13765 SW Lauren Lane Legal WCTM 2S104CA,Tax Lots 1800 and 1900 Description: Zoning: R-7: Medium-Density Residential District (PD) Approval Criteria: Community Development Code Chapters 18.390, 18.745, 18.775 and 18.790. City of Tigard,Community Development Division•13125 SW Hall Blvd.,Tigard,Oregon 97223 A What You Should Know About This Type II Proposal The proposed development requires a land use review. The goal of this notice is to invite interested parties to participate early in the decision-making process by submitting comments in writing during the open comment period. Type II decisions are made by the Community Development Director after consideration of relevant evidence and public comments received during the open comment period. The decision will be mailed to the applicant and to owners of property located within 500 feet of the proposal site and anyone who submitted written comments or is otherwise entitled to a decision notice.The decision maker may: • Approve the proposal. • Approve the proposal with conditions. • Deny the proposal. All evidence considered in the decision will be contained in the public record and available for public review. If you would like to review this material, please schedule an appointment with Lora Garland, Records Management Specialist, 503-718-2483. If you wish to receive copies of the materials, city records will prepare them for you at a reasonable cost. Appeal Information Failure of any party to address the relevant approval criteria with sufficient specificity may preclude subsequent appeals to the Land Use Board of Appeals or Circuit Court on that issue. Comments directed at the relevant approval criteria (Tigard Development Code) are what constitute relevant evidence. Details regarding the appeal process and requirements are contained within Tigard Development Code Chapter 18.390. There is a fee charged for appeals. Attachments Included in this Notice Vicinity Map Notice to Mortgagee, Lienholder, Vendor, or Seller The Tigard Development Code requires that if you receive this notice it shall be promptly forwarded to the purchaser. City of Tigard,Community Development Division•13125 SW Hall Blvd.,Tigard,Oregon 97223 r. Vicinity Map ve," WALNUT N 01111101 -- •. W!- Area Notified (500 Ft) lin ril�'� i IA S1R2012-00004 TRE2012-00027 „I. ,. fill r CdYns RefaErng Wai W .1 t 1 11 III 161 .I 1 H MAIr CTT ♦ �71. iK • 3 )0 1 Wee"•••••IINIMI LAUREN IN ` �— 1 / :.....Ui H I T p / o map t�1 . �` ......' LN '' Property awt ffartniaan Is sold far 3 mvEtts tan the dye panted m 4t‘ 44 I.. MICHEII ,UM _, 1 *all iiromor . .VMI �� a .. WESTRIDr ' �.� 11111111/111°�. .i. ...P....11-00-12 ' j411111 •WN ` b II. r a M + C rl l�• .,.r ____ 111 e.ww0o....awm.w....i.. wa a. ._ ..e Matt 81/�=/</ ( 1111Lffir Yn aiIYMT'DEYELO...ErvT OEM/IrMEM 1 wrnPill ... MS IOW MO WM rto.w.a+W223 tm.»+n. MW..11....IP* ill Comments: Vicinity map showing site location. Notification area is 500 feet from the project site. City of Tigard,Community Development Division •13125 SW Hall Blvd.,Tigard,Oregon 97223 r EXHIBIT B 1114City of Tigard ■ Request for 500Property Owner Mailing Labels TIGARD PROPERTY OWNER INFORMATION IS VALID FOR 3 MONTHS FROM THE DATE OF YOUR REQUEST PHONE:503-718-2714/FAX: 503-718-2748/E-MAIL: shelleyl@tigard-or.gov PLEASE INDICATE ALL MAP& TAX LOT NUMBERS (i.e. 1S134AB,Tax Lot 00100) THAT ARE INCLUDED IN YOUR PROJECT OR THE ADDRESSES FOR ALL PROJECT PARCELS BEI OW: (If more than one (1) tax lot or if the parcel has no address, you must separately identify each tax lot associated with the project.) 13 -739' I 31-715" --C- ,'J L1 , -f-. 1f-,, t S\C eRc \c 0 ., ICD C` ,\" al ONLY 1 SET OF LABELS WILL BE PROVIDED AT THIS TIME FOR HOLDING YOUR NEIGHBORHOOD MEETING. After submitting your land use application to the City, and the project planner has reviewed your application for completeness, you will be notified by means of an incompleteness letter to obtain your 2 final sets of labels. IF YOU HAVE BEEN NOTIFIED BY PLANNING TO OBTAIN YOUR LABELS. PLEASE INDICATE BELOW THAT YOU NEED 2 SETS OF LABELS. 0 Completeness Letter Received Indicating 2 Sets of Envelopes w/Affixed Address Labels Required The 2 final sets of labels need to be placed on envelopes (no self-adhesive envelopes please)with first class letter-rate postage on the envelopes in the form of postage stamps (no metered envelopes and no return address) and resubmitted to the City for the purpose of providing notice to property owners of the proposed land use application and the decision. The 2 sets of envelopes must be kept separate. The person listed below will be called to pick up and pay for the labels when they are ready. v"s u3 aL!y - 7 " 7 (01iicc) NAME OF CONTACT PERSON: i s 4-', PHONE: (. 03 )-3 9 - :7 9'9a- (c c"") NAME OF COMPANY: 01_5 r %_ Camra �s,' ,t. FAX: ( )- - C 'A` >. 5 �r� �1. i\' a l`i EMAIL: iuf-1-,., aQ-1CP' p.,�.a ,,e..�. .r�w, This request can be sent by e-mail, US mail, faxed, or hand delivered to the City of Tigard. Please allow a 2-day minimum for processing requests. Upon completion of your request, the contact person listed will be called to pick up their request that will be placed in 'Will Call" by the company name (or by the contact person's last name if no company) at the Planning/Engineering Counter in the Permit Center. The cost of processing your request must be paid at the time of pick up, as exact cost cannot be pre-determined. PLEASE NOTE: FOR REASONS OF ACCURACY, ONLY ORIGINAL MAILING LABELS PROVIDED BY THE CITY VS. RE-TYPED MAILING LABELS WILL BE ACCEPTED. Cost Description: $11 to generate the mailing list,plus $2 per sheet for printing the list onto labels (20 addresses per sheet). Then,multiply the cost to print one set of labels by the number of sets requested. 1 - EXAMPLE - - COST FOR THIS REQUEST - y 4 sheets of labels x$2/sheet= $8.00 x 2 sets= $16.00 _16 sheet(s)of labels x$2/sheet =$ �� x a sets= $'JLi- i_sheets of labels x$2/sheet for interested parties x 2 sets= $ 4.00 _sheet(s)of-labels x$2/sheet for interested parties=ft_x sets= GENERATE LIST = $1100 GENERATE LIST = $11.00 TOTAL = $31.00 TOTAL =$3 _ I:\CURPLN\Shirley\Pre-App Packets\500'Property Owner Mailing Labels Request.doc (Updated:2012 Jan) �. r l I I I t I t z uo WAINUT LN z . �. Area Notified (500 Ft) CT �''e.-�_� �QPr1 ��vr trilli JRI 1� ti ' IIIIIIIIIOlson & Jones Const. �� —�r00 ` 9442 SW Barbur Blvd 1 i ; FFR tir', POR 97219 1111 W (503) 244-7467 �� iii _ TAX LOTS L2S104CA01800 (13765) 'll' J i 2S104CA01900 (13739) 1t I i I 1 i1 iiiii � !.....1" W -i Q DOE IL LIIm 1> MIT 1 CT ""% �� '" mK .r:T,m r tz p WI1{44 O ;: e :ee Subject Site Z ... .vc, .••.•. 'EN IN •0* . �, OM. H I Property owner information is vallc ■ , • T Flq _ 1 for 3 months from the date printed on y 41 • 41 •�, LN • this map. • bh _ft i MICHEL -� 111111111,..fili �/ mg witicealp W ft' .iiiiii=MI MU libilli W E ST R I D a ■ Map Panted 29-Aug-12 ft ♦ `I 1a �� Informason on tris map is for general,ocapon only and should be verified with me general Development .y A ,. _, 4 Services Dives on •• 4 „ "• ••s CC ft DATA IS DERIVED FROM MULTIPLE SOURCES THE CITY OF TIGARD ' II ._ MAKES NOT WARRANTYREPRESENTATIONOR GUARANTEE AS TO THE LC ■ CONTENT,ACCURACY,TIMELINESS OR COMPLETENESS OF ANY OF THE m _W DATAPRO VIDED HEREIN THE MIS OFS.ORI SHALLASSUMENO TH py C: LIKABILITY FOR ANY ERRORS OMISSIONS.OR INACCURACIES IN THE 4%111 4 ii. Ill J E,Y•,� I J INFORMATION PROVIDED REGARDLESS OF HOW CAUSE q CT COMMUNITY DEVELOPMENT DEPARTMENT it r A Place to Call Home., City of Tigard 125 W F 13 . Hall Blvd eel illk , 41 TIGARDPAPS Tigard,OR 97223 5 1 N. o \ 3 710 II \ ' \ wwwt,gard-or gov MARI) 2S104BC09000 2S104BC09200 ATKINS,RILEY J&MARCIA M CASTLE,JAMES&JUDITH 14050 SW KARLEY CT 14010 SW KARLEY CT TIGARD,OR 97224 TIGARD,OR 97223 2S104CA03400 2S104BCO2401 AVIS,RICHARD G&JULIANNE CHASE,ERIC M&SHELLEY M 13648 SW LAUREN LANE 13992 SW FERN ST TIGARD,OR 97223 TIGARD,OR 97223 2S104BD06900 2510' :D09400 BARRETT,GORDON W&MELISSA J CHAS , RIC M• SHE!I FY M 13800 SW FERN ST REVOCA. w ING TRUST TIGARD,OR 97223 BY ERIC ELLEY M CHASE 13992 S,"FER T TIG. 'D,OR 97 '3 2S104CA05000 2S104BD02300 BECKER,TIMOTHYJ CLARKS,JOHN A&NANCY J 13646 SW MICHELLE CT 19800 SW TOUCHMARK WAY#TL104 TIGARD,OR 97223 BEND,OR 97702 2S104CA03100 2S104CA01800 BELAYA,OKSANA COLLINS,ERIC A&STASHA D KOTLYAREVSKIY,ANATOMY 13739 SW LAUREN LN 13584 SW LAUREN LN TIGARD,OR 97223 PORTLAND,OR 97223 2S104CA04800 2S • A01900 BELDEN,DONALD L&KATHERINE M COLLI' A&STASHA D 13592 SW MICHELLE CT 13739 S, A . (EN LN TIGARD,OR 97223 TIG• 'D,OR 97 3 2S104BD02100 2S104CA05600 BENETTI,MARCO A&SALLY A DEBA UW LIVING TRUST 13650 SW FERN ST BY WILLIAM C/VIRGINIA M DEBAUW TRS TIGARD,OR 97223 PMB 179 13500 SW PACFIC HWY TIGARD,OR 97223 2S104BC08900 2S104CB03000 BERTHOLD,JOHNS DEGROOT,RICHARD J& 14055 SW KARLEY CT HA UN,CAROLYN S TIGARD,OR 97223 13058 SW OXALIS TER TIGARD,OR 97223 2S104CA02600 2S104BD07100 BOHRINGER,WILLIAM JOSEPH&BARB DYCHES,RONALD S&SUZETTE M 13571 SW LAUREN LN 13784 SW FERN ST TIGARD,OR 97223 TIGARD,OR 97223 2S104CA12000 2S104CA02300 CALIEBE,RALF B&TRINE I I L P EDWARDS,GREGORY A&LINDA BIRD 13260 SW ESSEX DR 13625 SW LAUREN LN TIGARD,OR 97223 PORTLAND,OR 97223 2S104CA01400 2S104CA03000 FARGO,ROLPHE JACKSON,GREGORY 13165 SW ESSEX DR 13552 SW LAUREN LN TIGARD,OR 97223 TIGARD,OR 97223 2S104CA04000 2S104CA01100 FREEBORN,KENNETH&ASHLEY JANKOVICH,BILL&MELISSA 13623 SW MICHELLE CT 13241 SW ESSEX DR TIGARD,OR 97223 TIGARD,OR 97223 2S104CB03300 2S104CA05800 GEORGE,DAVID F&MELANIE JOHNSON,MICHAEL EWING&ELIZABE 13132 SW ASCENSION DR 13637 SW WESTRIDGE TERRACE TIGARD,OR 97224 TIGARD,OR 97223 2S104BC08800 2S104BD01900 GONZALEZ,RENE G&JULIE A LAMB FAMILY TRUST 14065 SW KARLEY CT BY BENJAMIN&ZADA LAMB TRS TIGARD,OR 97223 13770 SW FERN STREET TIGARD,OR 97223 2S104BC09100 2S104CA02000 GREEN,CHRISTINE ANN LIVING TRUS MARCH,HENRYJ&VICKI G 14030 SW KARLEY CT 13711 SW LAUREN LN TIGARD,OR 97223 TIGARD,OR 97223 2S104CA03500 2S104CA02200 HANSEN,BARBARA L REVOCABLE TRUS MEINSCHEIN,ROBERT J&SUSAN G 13672 SW LAUREN LN 13653 SW LAUREN LN TIGARD,OR 97223 TIGARD,OR 97223 2S104BC09400 2S104CA03200 HILLSHIRE CREST OWNERS OF MURPHY,SHAD A&TRISHA M LOTS 9-14 13600 SWLAURENLN , 00000 TIGARD,OR 97223 2S104CB03100 2S104CA03800 HOFER,DAVID P& NATHANSON,CAROL R KIMBERLEY M 13667 SW MICHELLE CT 13096 SW OXALIS TERR TIGARD,OR 97223 TIGARD,OR 97223 2S104CA03700 2S104BD02200 HOFFER,SPENCER J& NATHMAN,CHRISTINE P& HOFFER,DANA L PARISI,BERARDINO 13709 SW MICHELLE CT 13640 SW FERN ST TIGARD,OR 97223 PORTLAND,OR 97223 2S104CA01600 2S104BC08300 HUNT,DANA J&BARBARA D O'BILLOVICH,ANTHONY R&FAITH N 13101 SW ESSEX DR 12990 SW OXALIS TER TIGARD,OR 97223 TIGARD,OR 97224 2S104CA05700 2S104CA05300 O'DONNELL,BRIANJ&SHARON K SHINGLEDECKER,PETER J& 13659 SW WESTRIDGE TERR DIANE G TIGARD,OR 97223 13188 SW ESSEX DR TIGARD,OR 97223 2S104CA01300 2S104CA01200 PERCY,SUSANJ SODERQUIST,BRADLEY E&DAWN MAR 15532 SW PACIFIC HWY 13219 ESSEX DR BLDG CIB STE 306 TIGARD,OR 97223 TIGARD,OR 97224 2S104CA04900 2S104CA02500 PHILLIPS,SEANM& ST JOHN,JAMES L&BEVERLY A LISA R 13599 SW LAUREN LN 13620 SW MICHELLE CT TIGARD,OR 97223 TIGARD,OR 97223 2S104CA02100 2S104CA03300 PRESJAK,MATTHEW G&CATHI TAYLOR,MIKE W 13687 LAUREN LN 1225 N 36TH ST,UNIT 1122 TIGARD,OR 97223 PHOENIX,AZ 95008 2S104CA05100 25104:!07200 RENTFROW,LINDA M TIGARD, • OF 13668 SW MICHELLE CT 13125 H• TIGARD,OR 97223 TI • 'D,OR •7223 2S104CB03200 251. :D07300 ROWLEY,JOHN C& TIGA'•, OF RAUSCH-ROWLEY,MICHELLE M 13125 S ALL 13110 SW ASCENSION DR TI D, • ' 97223 TIGARD,OR 97223 2S104CA01000 2S 40001600 RYAN,GAIL L TIG D, TY OF 3461 WINDING MEADOW LN 13125 ALL GENEVA,IL 60134 TI RD, 97223 2S104CA05500 2S104CA05400 SAWIN,DAVID J&CLARISSA J TOPUZ,ISMET 13695 SW WESTRIDGE TER 13719 SW WESTRIDGE TER TIGARD,OR 97223 TIGARD,OR 97223 2S104CA04200 2S104CA03900 SCHLOSS,JAMES&BONNY TURPIN,MITCHELL J&CARLENE M 13589 SW MICHEI I F CT 13645 SW MICHEI I F CT TIGARD,OR 97223 TIGARD,OR 97223 2S104CA04300 2S104BD02000 SHERMAN,JEFFREYM VONDRACHEK,JENNIFER L 13563 SW MICHELLE CT 13720 SW FERN ST TIGARD,OR 97223 TIGARD,OR 97223 2S104BC08400 WAKEM,LYNN R&GRETCHEN L 12970 SW OXALIS TER PORTLAND,OR 97223 2S104CA03600 WALKIEWICZ,FRANK R&ELIZABETH 13694 SW LAUREN LN TIGARD,OR 97223 2S104CA01500 WALTERMIRE,ROBERT P&ROSAMARIA 13133 SW ESSEX DR TIGARD,OR 97223 2S104CA04100 WICK,RONALD A HSU,FENG-LING 13611 SE MICHELLE CT TIGARD,OR 97223 2SI04CA02400 WILLIAMS REVOCABLE TRUST 13607 SW LAUREN LN TIGARD,OR 97223 2S104CA05200 YOGO,YASUSHI&RITSUKO 13684 SW MICHELLE CT TIGARD,OR 97223 Il y, : r ... allft vJ �IaI ` •r• r r •1iiii� Sr = a ■f■■IIIIF■ Wi :. Ili Illik.,&rdi ;' . ME • III Mille =r- M n _ :1�i* 407 . - J/CI�1S .4.J HMOt,h: QUI dOpP! stwbad ssa/Aad +*w o, y h0 118NVM r, b d S* 6A 44' OE t,A n - O Z < QO 1 M iiV ° L DON & DOROTHY CliDT The following labels list interested persons who requested notice 13760 SW 121ST AVENUE re:ANY development ANYWHERE in Tigard. See Memo for File re TIGARD OR 97223 Interested Parties Update,August 2012. BARRY ALBERTSON VANESSA FOSTER 15445 SW 150TH AVE 13085 SW HOWARD DR TIGARD OR 97224 TIGARD OR 97223 SUSAN BEILKE JOHN FREWING 11755 SW 114TH PLACE 7110 SW LOLA LANE TIGARD OR 97223 TIGARD OR 97223 ELLEN BEILSTEIN BEVERLY FROUDE 14630 SW 139TH AVE 12200 SW BULL MOUNTAIN ROAD TIGARD OR 97224 TIGARD OR 97224 HEIDI BRENNEMAN NAOMI GALLUCCI 11680 SW TIGARD DRIVE 11285 SW 78TH AVENUE TIGARD OR 97223 TIGARD OR 97223 GRETCHEN BUEHNER 7HOLLYSHUMWAY,CPO4B r I. 13249 SW 136TH PLACE 14535 SW WOODHUE ST TIGARD OR 97224 TIGARD OR 97224 REX CAFFALL KEVIN HOGAN 13205 SW VILLAGE GLENN 143357 SW 133RD AVENUE TIGARD OR 97223 TIGARD OR 97224 LORA GARLAND, CITY RECORDS HAROLD AND RUTH HOWLAND CITY OF TIGARD 13145 SW BENISH 13125 SW HALL BLVD TIGARD OR 97223 TIGARD OR 97223 CPO 4B PATRICIA KEERINS 16200 SW PACIFIC HWY, STE H242 12195 SW 121ST AVE TIGARD OR 97224 TIGARD OR 97223 I/CURPLN/SetUp/Labels/CIT Citywide Last Update:08 21 2012 • ALEXANDER CRAGHEAD 12205 SW HALL BOULEVARD TIGARD OR 97223-6210 GENE MILDREN BRAD SPRING MILDREN DESIGN GROUP 7555 SW SPRU STREET 7650 SW BEVELAND ST, STE 120 TIGARD OR 97`223 TIGARD OR 97223 NATHAN AND ANN MURDOCK CHARLIE AND LARIE STALZER 7415 SW SPRUCE STREET 14781 SW JULIET TERRACE TIGARD OR 97223 TIGARD OR 97224 PATTY NEWTH ROSS SUNDBERG 12180 SW MERESTONE COURT 16382 SW 104TH AVE TIGARD OR 97223 TIGARD OR 97224 TODD HARDING & BLAKE HERING JR. JOSH THOMAS NORRIS BEGGS &SIMPSON 10372 SW BONANZA WAY 121 SW MORRISON, SUITE 200 TIGARD OR 97224 PORTLAND OR 97204 SHANNEN WILLIAMS RAPPOLD DAVID WALSH MARKETING/BUSINESS DEV MGR 10236 SW STUART COURT PERLO CONSTRUCTION TIGARD OR 97223 7190 SW SANDBURG ST PORTLAND OR 97223 RIAN WEGENER SUE RORMAN 9830 SW KIMBERLY DRIVE 11250 SW 82ND AVE TIWD OR 97224 TIGARD OR 97223 I/CURPLN/SetUp/Labels/CIT Citywide Last Update:08 21 2012 1 s ALEXANDER CRAGHEAD 12205 SW HALL BOULEVARD TIGARD OR 97223-6210 GENE MILDREN BRAD SPRING MILDREN DESIGN GROUP 7555 SW SPRUCE STREET 7650 SW BEVELAND ST, STE 120 TIGARD OR 97223 TIGARD OR 97223 NATHAN AND ANN MURDOCK CHARLIE AND LARIE STALZER 7415 SW SPRUCE STREET 14781 SW JULIET TERRACE TIGARD OR 97223 TIGARD OR 97224 PATTY NEWTH ROSS SUNDBERG 12180 SW MERESTONE COURT 16382 SW 104TH AVE TIGARD OR 97223 TIGARD OR 97224 TODD HARDING & BLAKE HERING JR. JOSH THOMAS NORRIS BEGGS &SIMPSON 10372 SW BONANZA WAY 121 SW MORRISON, SUITE 200 TIGARD OR 97224 PORTLAND OR 97204 SHANNEN WILLIAMS RAPPOLD DAVID WALSH MARKETING/BUSINESS DEV MGR 10236 SW STUART COURT PERLO CONSTRUCTION TIGARD OR 97223 7190 SW SANDBURG ST PORTLAND OR 97223 BRIAN WEGENER SUE RORMAN 9830 SW KIMBERLY DRIVE 11250 SW 82ND AVE TIGARD OR 97224 TIGARD OR 97223 I/CURPLN/SetUp/Labels/CIT Citywide Last Update:08 21 2012 DON & DOROTHI JT The following lab- s list interested persons who requested notice 13760 SW 121ST AVENUE re:ANY developme•t ANYWHERE in Tigard. See Memo for File re: TIGARD OR 97223 Interested Parties Up.:te,August 2012. BARRY ALBERTSON VANESSA FOSTER 15445 SW 150TH AVE 13085 SW HOWARD DR TIGARD OR 97224 TIGARD OR 97223 SUSAN BEILKE JOHN FREWINi 11755 SW 114TH PLACE 7110 SW LO A LANE TIGARD OR 97223 TIGARD O' 97223 ELLEN BEILSTEIN B iERLY FROUDE 14630 SW 139TH AVE 200 SW BULL MOUNTAIN ROAD TIGARD OR 97224 TIGARD OR 97224 HEIDI BRENNEMAN NAOMI GALLUCCI 11680 SW TIGARD DRIVE 11285 SW 78TH AVENUE TIGARD OR 97223 TIGARD OR 97223 GRETCHEN BUEHNER HOLLYSHUMWAY,CPO4B 13249 SW 136TH PLACE 14535 SW WOODHUE ST TIGARD OR 97224 TIGARD OR 97224 REX CAFFALL KEVI HOGAN 13205 SW VILLAGE GLENN // 14335 SW 133RD AVENUE TIGARD OR 97223 / TIGARD R 97224 LORA GARLAND, CITY RECORDS HAROLD AND 4.JTH HOWLAND CITY OF TIGARD 13145 SW BENIS'H 13125 SW HALL BLVD TIGARD OR 97223 TIGARD OR 97223 CPO 4B PATRICIA KEERINS 16200 SW PACIFIC HWY, STE H242 12195 SW 1215T AVE TIGARD OR 97224 TIGARD OR 97223 I/CURPLN/SetUp/Labels/CIT Citywide Last Update:08 21 2012 SELLOM EIDMEflLEhIMOD NOI ►I,VDI'IddV - fid Protection of existing vegetation: Please provide protection plans for existing vegetation, including trees per 18.745.030. Tree Removal Permits: A tree removal permit (TRE) is required for each tree removed from a sensitive land area. Narrative: Include a narrative that describes the proposed work (including the amount of ground disturbance), the reason for the work within the steep slopes and respond to the applicable review criteria. For the tree removal, please indicate why the trees must be removed and whether the stumps will also be removed. This checklist is intended to provide guidance in preparation of your application. Additional criteria may be identified dependant upon the nature of the specific application, or as other issues are raised. In other words, this is not an exhaustive list of all criteria. It is the applicant's responsibility to ensure that all applicable standards are met. Tigard Development Code 18.390.040 (A &B)Type II Procedure 18.745.060 Re-Vegetation 18.775.070 (C) Steep Slopes 18.790.050 (A) Permit Applicability—Tree Removal APPLICATION FEES: Fees for a Type II Sensitive Lands Review is $2,748.00. Each tree removal permit is $307.00. ADDITIONAL INFORMATION: The home is located within the Hillshire Subdivision (SUB1990-00001). Records do not indicate any deed restriction that would prevent tree removal. PREPARED BY:^ Cheryl Caines,Associate Planner 2 Pre-application notes for Collins Retaining Wall— 13739 SW Lauren Lane August 28,2012 STAFF PRESENT: Cheryl Caines APPLICANT: Olson&Jones Construction PROPERTY OWNER: Eric&Stasha Collins PROPERTY LOCATION: 13739 SW Lauren Lane TAX MAP/ LOT #: 2S104CA-01800 PROPOSAL DESCRIPTION: The applicant is proposing mitigation of slope movement along the western side of the home by installing a new tieback wall with helical anchors. COMP PLAN DESIGNATION: Low Density Residential ZONING: R-7 (PD) PROCESS: Type II Procedure The application will be processed as a Type II review,which includes a 14 comment period. Notice of application and decision will be sent out by the city to all property owners within 500 feet of the site. Two sets of addressed,stamped envelopes for the notifications must be provided by the applicant. Mailing labels are generated by the City of Tigard (see Request for Mailing Labels form). Envelopes should not include a return address. Type II decisions normally take 4—6 weeks following completeness determination. However, since this work needs to be done prior to wet weather, the review planner will expedite the review. In addition, the Building Official has approved the submittal of the building permits at the time of land use submittal. APPLICATION: Sensitive Lands: Sensitive lands (slopes greater than 25%) exist on-site and therefore Sensitive Lands Review is required. The proposed work is not either an exemption or permitted outright use as outlined in Tigard Development Code (11)C) 18.775. The type of permit required (Type I, II, or III) is dependent upon the type of sensitive land affected, the amount of ground disturbance, and the work proposed. Please see section 18.775.020.E., F., & G. to determine the type of permit needed. A CWS Service Provider Letter is required at application. The Pre-Screen form is included in the Pre-application packet. Plans: The plans submitted for review must clearly show the work to be done and impact to the sensitive lands in order to determine if the standards are being met. Minimum plan size is 24"x 36". PRE-APPLICATION CONFERENCE NOTES ff DEVELOPMENT L ENGINEERING TtGARi . City of Tigard,Oregon Community(Development Shaping Better Community PUBLIC FACILITIES Tax Mauls): 2S104CA Collins Tax Lolls): 1900 Use Type: R-7(POI The applicant is proposing to install an engineered retaining wall to stabilize the slope. No public facilities will be required. The work area has a slope of about 30% requiring compliance with CDC 18.775.070.C.1-4. The proposed work, along with the required erosion control permit,is expected to satisfy these requirements. CITY OF TIGARD Pre-Application Conference Notes Page 1 of 1 Development Engineering City of Tigard TIGARD Pre-Application Conference Request GENERAL INFORMATION T /� FOR STAFF USE ONLY //�� Applicant: V IS 0-v1 'r 3 Ov1L'¢ (Del StI 4 t, k Case No.: /i ZE 20 /Z '000 Zy Address: PO '&3")c 11 Si. Phone: . 3•Z'/y 7447 Receipt No.: / 85673 City: ? #i Zip: Q 2 tO Application Accepted By: �1 �l Date: B-Z 1 ` / Z Contact Person: 0661srCe• Phone:303-4-541.0992 rr L DATE OF PRE-APP.: Property Owner/Deed Holder(s): Er'`L '�STS w (/,4 TIME OF PRE-APP.: PRE-APP.HELD WITI1: ` Rev.7/1/11 Address: 13)3 Phone: \curpin\masters\land use applications\Pre-App Request App.doc City: 713 a.rek_ Q Zip: / -)2D,..3. Property Address/Location(s): (37 3Cj } 137(,,,,5 Sw (rv4t(site) avrt.-1 Lr% // REQUIRED SUBMITTAL ELEMENTS (Note: applications will not be accepted n without the required submittal elements) Tax Map&Tax Lot#(s): S i°-7 C-4 C I R0° Pre-Application Conf.Request Form 6 COPIES EACH OF THE FOLLOWING: Zoning: fa Brief Description of the Proposal and any site-specific questions/issues that you would Site Size: like to have staff research prior to the meeting. PRE-APPLICATION CONFERENCE INFORMATION Site Plan. The site plan must show the proposed lots and/or building layouts drawn All of the information identified on this form are required to be submitted by to scale. Also, show the location of the the applicant and received by the Planning Division a minimum of one(1)week subject property in relation to the nearest prior to officially scheduling a pre-application conference date/time to allow streets; and the locations of driveways on the staff ample time to prepare for the meeting. subject property and across the street. A pre-application conference can usually be scheduled within 1-2 weeks of the [J.. Vicinity Map. Planning Division's receipt of the request for either Tuesday or Thursday (j- The Proposed Uses. mornings. Pre-application conferences are one (1) hour long and are typically n held between the hours of 9:00-11:00 AM. 'P- Topographic Information. Include Contour Lines if Possible. PRE-APPLICATION CONFERENCES MUST BE SCHEDULED IN ZI Filing Fee$627.00 PERSON AT THE COMMUNITY DEVELOPMENT COUNTER FROM 8:00-4:00/MONDAY-FRIDAY. IF MORE THAN 4 PEOPLE ARE EXPECTED TO ATTEND THE PRE-APPLICATION CONFERENCE IN YOUR GROUP, PLEASE INFORM THE CITY IN ADVANCE SO THAT ALTERNATE ROOM ARRANGEMENTS CAN BE MADE TO ACCOMMODATE THE GROUP. City of Tigard I 13125 SW Hall Blvd.,Tigard,OR 97223 I 503-718-2421 I www.tigard-or.gov I Page l oft CITY OF TIGARD RECEIPT I ' 13125 SW Nall Blvd.,Tigard OR 97223 503.639.4171 TIGARD Receipt Number: 188073 - 08/21/2012 CASE NO. FEE DESCRIPTION REVENUE ACCOUNT NUMBER PAID PRE2012-00024 Pre-Application Conference- LRP 100-0000-43117 $81.00 PRE2012-00024 Pre-Application Conference 100-0000-43116 $546.00 Total: $627.00 PAYMENT METHOD CHECK# CC AUTH.CODE ACCT ID CASHIER ID RECEIPT DATE RECEIPT AMT Check 1048 TLEHRBACH 08/21/2012 $627.00 Payor: Eric A Collins and Stasha D Collins Total Payments: $627.00 Balance Due: $0.00 Page 1 of 1 August v[w, 2012 August Th September 2012 Surto TuWe Th Fr Sa Surto TuWe Th Fr Sa 1 2 3 4 1 Tuesday 5 6 7 8 91011 2 3 4 5 6 7 8 12 13 14 15 16 17 18 9 10 11 12 13 14 15 19 20 21 22 23 24 25 16 17 18 19 20 21 22 26 27 28 29 30 31 23 24 25 26 27 28 29 30 28 Lesc.]. Notes 7 am 8°0 9 00 Collins Retaining Wall CR - 1 Permit Center -Pre-Apps_CD_Meetings 10 00 Pre-application Conferences CR 1 Permit Center -Pre-Apps_CD_Meetings 11 00 Pre-application Conferences CR 1 Permit Center -Pre-Apps_CD_Meetings 12 Pm 100 2°° 3 00 400 5 00 6 00 -Pre-AppsCD_Meetings 1 8/21/2012 10:03 AM OLSON &IONES CONSTRUCTION, INC. General Contractors Eric and Stasha Collins 13739 SW Lauren Lane Tigard, OR 97223 Pre Application Conference Request Responses to the following requests on the application: 1. Brief description of the proposal and any site-specific questions/issues that you would like to have staff research prior to the meeting. 2. Proposed uses. Brief Description of Proposal Mitigation of slope movement along the western side of the home by installing a new tieback wall with helical anchors. Site Specific Questions/Issues 1. We would like to begin construction as soon as possible to avoid working in the rains which will undermine the effectiveness and increase the risks of the project. 2. The adjacent property(13765 SW Lauren Lane) is owned by Eric and Stacia Collins. Proposed Uses Structural support to prevent further risk to home from steep slope erosion. olsonandjones.com I PO Box 19563 Portland,OR 97280 I P 503-244-7467 F 503-244-6791 I CCB#54065 MiDF_SIGN? August 16, 2012 Eric and Stacia Collins 13739 SW Lauren Lane Tigard, OR 97223 Geotechnical Letter Stability of the Existing Slope Collins Residence 13739 SW Lauren Lane Tigard, Oregon GeoDesign Project: CollinsES-1-01 GeoDesign, Inc. previously provided a geotechnical report for the property located at 13739 SW Lauren Lane in Tigard, Oregon. In our report, we completed stability analyses for the existing retaining wall and slopes along the western property line. Our analyses indicated that the existing wall and slopes are marginally stable, and are slowly creeping. At the time of our exploration and report, the distress observed at the property was primarily attributed to wall movements. We understand that wall and slope movements have continued since submittal of our geotechnical report. We recommend that the mitigation solutions discussed in our report be implemented as soon as possible to prevent further slope movements, potential slope failure, or potential loss of lateral support at the foundation stem walls. As an additional measure, we recommend that a survey monitoring program be implemented to monitor displacements of the home prior to, during, and following construction. ♦ ♦ ♦ 15575 SW Sequoia Pkwy, Suite 100 I Portland,OR 97224 1503.968.8787 www.geodesigninc.com We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. 'Inca Hann, P.E. Project Engineer Scott V. Mills, P.E., G.E. Principal Engineer cc: Mr. Michael Houghton, Concrete Lifting Solutions (via email only) Mr. Dean Zarosinski, Zarosinski Engineering & Design (via email only) EMH:SPP:SVM:amd Two copies submitted Document ID:ColiinsES-1-01-081612-geol.docx ©2012 GeoDesign,Inc. All rights reserved. [ DESIGNS 2 CollinsES-1-01:081612 Zarosinski Engineering& Design, Inc. 1400 NW 155th Circle C Z e Vancouver, WA 98685 0 Phone: (360)513-2746 ZAROSINSKI Email:dzaro@zaroeng.com ENGINEERING&DESIGN Calculations for helical tied and supported retaining wall At 13739 SW Lauren Ln. Tigard, Oregon Calculations By Dean P. 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C m }4,f� II ;� � S.W1�'l5th-Aye �z"' `'��' '� „• " "' `� } t., &I yt_ 70 y��%' �.1 -•,15,,. 1 . , - +�i,:a L:,, ,,-.. s 7S , �i�,, • , ':. .„'�.: to• *. ``t.. tt'I p '•'1' .'v �`.�� ' 0y t'..le:_- 1'�yu .44• r�� +1. ' -�'' ,, :••a ., *4'4, „- - . ' -Or--r�+.•r . . l • _ 4'i' ...�� tw t '"4i .. w,y-• Z. •s. ,; :.. -�1111 'L ~•, ,_.t• 'rLi., '' I Zarosinski Engineering& Design, Inc. 1400 NW 155th Circle Vancouver, WA 98685 7■ 0 Phone:(360)513-2746 ZAROSINSKI Email: dzaro@zaroeng.com ENGINEERING&DESIGN Calculations for Foundation Repair at 13739 SW Lauren Ln. by Dean P. Zarosinski PE Page geGAki DFS/6 BY a/C7.—/A"/G 6, �1 / Z � W, -i-S us/.vc Gee,,O4/ 77-1E X77 A 4-/7I A-,o Poe/A-/To c) fr�A4_ ��2s GC Lc.7 /---oc 7— A- A-1 1/4 /cc- 7-7-f- !✓A L-L ) c77 0"/ eve- 4LiA-c L pc- So/e__ (/-So WF Tx /Z t //0 X 3 x / 2) = 1- 3c/co l.b 5760 uK /2 /4),46,[-L /Z Th'/cr c()/77.--/ Z No S ,a s (/ /062 /4i 12 " 0 , C, /s DY �x /C2 ) .6 I�FL.�GG.4X Cr.s' USS / e Z g /, w Tl-J y1. "f. (2) f,� d� `S S 6 o fiariD/\*c USE My ,S 7/24 ��s C� /2 D. C. • //lor. >L)' //c97-- Adj Ftg Load=500.# Ecc.=0.in from CL 3OO7K ( 2 � � Z S 2/3 r-rpt T ' � ' v F2or`it- 60 Si ll w/ H-c./ GAL S 6 l �i�O�O�i► 5FAV2S Pp=495.# . 3007.8# 6151.4psf R + a piE,zs = 9 k-/ F�—x ' - �3 5 K i 5 � [A) PI F2 I / ,4 DOE I G x 2�' " acs . . - •• • Adj Ftg Load=51 Ecc.=O.in from 111 518 = Go 7/7' Co 07 Z x5 3036c Wo2Kii-c 6 Loot.o = 3 0 • :• • LA)/ /-6 E 11--S -4;17-; Pp=495.# 1518.3# 117.96psf 1589.8psf • 04. Adj Ftg Load=500.# Ecc.=O.in from CL #44- C, (AV) t_C__ Q x G� Pp=495.# 81C1 Z Z- / O� 44.921psf 899.9# 6 Z 70U K 5 = l3 sk 1223.7psf L,J/ I 5 /3% S/ SPO' T LOA° = ' 00 0 i 'J Zarosinski Engineering and Design Title: Eric Collins Sir mily Residence Foundatiolo3#011071-3 1400 NW 155th Circle Engineer: Dean, Jsinski PE Vancouver,WA 98685 Project Desc.: Retaining Walls and Elevation 360-513-2746 Email:dzaro@zaroeng.com y Dean P.Zarosinski PE Project Information File:C:WA WORK12012 PR0JECTS00071-3 Tigard Lauren DrlCalculationsi0071-3 enc collens calculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Project Title : Eric Collins Single Family Residence Foundation Repair Description : Retaining Walls and Elevation I.D. : J0071-3 Address : 13739 SW Lauren Lane, Tigard, OR 97223-5611 Project Leader : Dean P. Zarosinski PE Phone : 360-513-2746 Fax : eMail : dzaro©zaroeng.com Project Notes • .ZarosinsIsi Engineering and Design Title: Eric Collins Sir 'truly Residence FoundatiotoE441071-3 • 1400 NW 155th Circle Engineer: Dean )sinski PE Vancouver,WA 98685 Project Desc.: Retaininy vValls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Ca nti l eve red Retaining Wall File:C:W+WORK 2012 PROJECTSU0071-3 Tigard Lauren Dr\Calculations\j0071-3 eric collens calculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description 12'WALL Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height = 11.50 ft Allow Soil Bearing = 2,000.0 psf CBC 2007,ASCE 7-05 Wall height above soil = 0.50 ft Rankine Soil Presure calculation Slope Behind Wall = 0.00: 1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 12.00 in Active Pressure:Ka*Gamma = 36.7 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp*Gamma= 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads j j Lateral Load Applied to Stem 1 'Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 500.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 1.33 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 9.00 ft Axial Load Applied to Stem Footing Type Spread Footing Axial Dead Load = 0.0 lbs Base Above/Below Soil at -4.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio 0.300 Design Summary Stern Construction To p Stem 2nd 3rd As<Min% Stem OK As<Mm% Wall Stability Ratios Design Height Above Ftg ft= 5.33 4.08 0.00 Overturning = 1.27 Ratio<1.5! Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 0.90 UNSTABLE! Thickness in= 8.00 8.00 8.00 Rebar Size = # 5 # 5 # 5 Total Bearing Load = 5,497 lbs Rebar Spacing in= 16.00 8.00 14.00 ...resultant ecc. = 21.35 in Rebar Placed at = Center Center Edge Design Data - - Soil Pressure @ Toe = 6,151 psf NG fb/FB+fa/Fa = No Good 0.539 •1.000 Soil Pressure @ Heel = 0 psf OK Total Force @ Section lbs= 1,116.7 1,622.9 4,025.3 Allowable = 2,000 psf Moment....Actual ft-I= 0.0 3,997.0 15,185,5 Soil Pressure Exceeds Allowable! ACI Factored @ Toe = 7,382 psf Moment Allowable ft-I= 3,945.8 7,413.2 7,023.6 ACI Factored @ Heel = 0 psf Shear Actual psi= 23.3 33.8 54.2 Footing Shear @ Toe = 31.4 psi OK Shear Allowable psi= 82.2 82.2 75.0 Footing Shear @ Heel = 42.2 psi OK Wall Weight psf= 100.0 100,0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 4.00 6.19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 21.36 21.36 23.40 Lap splice if below in= 21.36 21.36 14.65 Lateral Sliding Force = 3,007.8 lbs less 100%Passive Force = 495.0 lbs Hook embed into footing in= 21.36 21.36 14.65 less 100%Friction Force = - 2,196.0 lbs Concrete Data Added Force Req'd = 314.1 lbs NG f psi= 3,000.0 3,000.0 2,500.0 for 1.5:1 Stability = 1,818.0 lbs NG Fy psi= 60,000.0 60,000.0 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 • .Zarosinski Engineering and Design Title: Eric Collins Sir 'mily Residence Foundatioto6tdpd0071-3 • 11400 NW 155th Circle Engineer: Dean. Jsinski PE Vancouver,WA 98685 Project Desc,: Retaining Walls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Cantilevered Retai n i n Wall File:C:IAA WORK12012 PROJECTSU0071-3 Tigard Lauren Dr\Calculations1j0071-3 eric collens calculations.ec6 g ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 12'WALL Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = __._ 3.50 Factored Pressure = 7,382 0 psf Total Footing Width = 4.75 Mu':Upward = 3,926 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 244 6,816 ft-lb Mu: Design = 3,682 6,816 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 31.37 42.20 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #716.00 in f = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 a@ 16.00 in Footing Concrete Density = 150,00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: #4@ 13.25 in,#5@ 20.50 in,#6@ 29.00 in,#7@ 39.25 in,#8@ 48.25 in,#9@ 4 Heel: #4@ 11.25 in,#5@ 17.25 in,#6@ 24.50 in,#7@ 33.50 in,#8@ 44.00 in,#9@ 4 Key: .Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 2,864.6 4.17 11,935.8 Soil Over Heel = 3,584.2 3.33 11,947.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = 143.2 2.30 329.3 Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 1,200.0 1.58 1,900.0 Earth @ Stem Transitions = Total = 3,007.8 O.T.M. = 12,265.0 Footing Weight = 712.5 2.38 1,692.2 ResistinglOvertuming Ratio = 1.27 Key Weight = Vertical Loads used for Soil Pressure= 5,496.7 lbs Vert.Component = Total= 5,496.7 lbs R.M.= 15,539.4 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. • • Zarosinskj Engineering and Design Title: Eric Collins Sin" lily Residence FoundatiotoR400071-3 • 1400 NW 155th Circle Engineer: Dean. ;inski PE Vancouver,WA 98685 Project Desc.: Retaining ..ails and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Cantilevered Retaining Wall File:C:1AA WORK12012 PROJECTSu0071-3 Tigard Lauren Dr1Calculations1j0071-3 eric collens calculations.ec6 g ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 8'WALL Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, Retained Height = 8.00 ft Allow Soil Bearing = 2,000.0 psf CBC 2007,ASCE 7.05 Wall height above soil = 0.50 ft Rankine Soil Presure calculation Slope Behind Wall = 0.00:1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 12.00 in Active Pressure:Ka*Gamma = 36.7 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp'Gamma= 330.0 psflft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil height to ignore for passive pressure = 12.00 in Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load __ Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 500.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 1.33 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 9.00 ft Axial Load Applied to Stem 1 1 Footing Type Spread Footing Axial Dead Load = 0.0 lbs BaseatBack of Wall l ll Soil = -4.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary Stem Construction Top Stem 2nd 3rd Stern OK Stern OK Stem OK Wall Stability Ratios Design Height Above Ftg ft= 5.33 4.08 0.00 Overturning = 2.53 OK Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 1.39 Ratio<1.5! Thickness in= 8.00 8.00 8.00 Rebar Size = # 5 # 5 # 5 Total Bearing Load = 4,056 lbs Rebar Spacing in= 16.00 8.00 14.00 ...resultant ecc. = 8.19 in Rebar Placed at = Center Center Edge Design Data Soil Pressure @ Toe = 1,590 psf OK fb/FB+fa/Fa = 0.047 0.079 0.713 Soil Pressure @ Heel = 118 psf OK Total Force @ Section lbs= 209.1 450.7 1,868.2 Allowable = 2,000 psf Moment....Actual ft-I= 186.1 589.0 5,006.9 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,908 psf Moment Allowable ft-I= 3,945.8 7,413.2 7,023.6 ACI Factored @ Heel = 142 psf Shear Actual psi= 4.4 9.4 25.2 Footing Shear @ Toe = 7.7 psi OK Shear Allowable psi= 82.2 82.2 75.0 Footing Shear @ Heel = 30.7 psi OK Wall Weight psf= 100.0 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 4.00 6.19 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 21.36 21.36 23.40 Lateral Sliding Force = 1,518.3 lbs Lap splice if below in= 21.36 21.36 4.42 less 100%Passive Force = - 495.0 lbs Hook embed into footing in= 21.36 21.36 4.42 less 100%Friction Force = 1,620.0 lbs Concrete Data --- - fc psi= 3,000.0 3,000.0 2,500.0 Added Force Req'd = 0.0 lbs OK ....for 1.5:1 Stability = 160.1 lbs NG Fy psi= 60,000.0 60,000.0 60,000.0 Load Factors - - Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 • Zarosinski Engineering and Design Title: Eric Collins Sin, mily Residence FoundatiotoRt90071-3 • 1400 NW 155th Circle Engineer: Dean I ,sinski PE Vancouver,WA 98685 Project Desc.: Retaining vValls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Cantilevered RetainingWall File:C:' AWORK12012PROJECTS110071-3TigardLaurenDrlCalculationsy0071-3ericcollenscalculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 8'WALL Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 3.50 Factored Pressure = 1,908 142 psf Total Footing Width = 4.75 Mu':Upward = 1,369 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 244 4,961 ft-lb Width = 0.00 in Mu: Design 1,126 4,961 ft-lb Key Key WidDepth = 0.00 in Actual 1-Way Shear 7.71 30.72 psi Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: #4@ 11.75 in,#5@ 18.25 in,#6@ 25.75 in,#7@ 35.25 in,#8@ 46.25 in,#9@ 4 Key: Summary of Overturning&Resisting Forces&Moments OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 1,485.0 3.00 4,455.0 Soil Over Heel = 2,493.3 3.33 8,311.1 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = 33.3 0.87 28.8 Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 850.0 1.58 1,345.8 Earth @ Stem Transitions = Total = 1,518.3 O.T.M. = 4,483.8 Footing Weight = 712.5 2.38 1,692.2 Resisting/Overturning Ratio = 2.53 Key Weight = Vertical Loads used for Soil Pressure= 4,055.8 lbs Vert.Component = Total= 4,055.8 lbs R.M.= 11,349.1 •Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. .Zarosinslfi Engineering and Design Title: Eric Collins Sir 1mily Residence Foundatiofo6t#00071-3 ► 1400 NW 155th Circle Engineer: Dean osinski PE Vancouver,WA 98685 Project Desc.: Retaininy Walls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Cantilevered Reta i n i n Wa I I File:C:1AA WORK\2012 PROJECTS\J0071-3 Tigard Lauren Dr\Calculationslj0071-3 eric collens calculations.ec6 g ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 6'WALL Criteria Soil Data Calculations per ACI 318-05, ACI 530-05,IBC 2006, CBC 2007,ASCE 7-05 Retained Height = 6.00 ft Allow Soil Bearing = 2,000.0 psf Wall height above soil = 0.50 ft Rankine Soil Presure calculation Slope Behind Wall = 0.00:1 Soil Friction Angle = 30.0 deg Height of Soil over Toe = 12.00 in Active Pressure:Ka*Gamma = 36.7 psf/ft Water height over heel = 0.0 ft Passive Pressure:Kp*Gamma= 330.0 psf/ft Vertical component of active Soil Density,Heel = 110.00 pcf Lateral soil pressure options: Soil Density,Toe = 0.00 pcf NOT USED for Soil Pressure. Friction Coeff btwn Ftg&Soil = 0.400 NOT USED for Sliding Resistance. Soil height to ignore NOT USED for Overturning Resistance. for passive pressure = 12.00 in Surcharge Loads i Lateral Load Applied to Stem Adjacent Footing Load Surcharge Over Heel = 0.0 psf Lateral Load = 0.0 plf Adjacent Footing Load = 500.0 lbs Used To Resist Sliding&Overturning ...Height to Top = 0.00 ft Footing Width = 1.33 ft Surcharge Over Toe = 0.0 psf ...Height to Bottom = 0.00 ft Eccentricity = 0.00 in Used for Sliding&Overturning Wall to Ftg CL Dist = 9.00 ft Axial Load Applied to Stem 1 i Footing Type Spread Footing Axial Dead Load = 0.0 lbs Base Above/Below Soil at -4.0 ft Axial Live Load = 0.0 lbs Wind on Exposed Stem = 0.0 psf at Back of Wall Axial Load Eccentricity = 0.0 in Poisson's Ratio = 0.300 Design Summary I Stem Construction Top Stem 2nd 3rd Stem OK Stern OK As<Min% Wall Stability Ratios Design Height Above Ftg ft= 5.33 4.08 0.00 Overturning = 2.28 OK Wall Material Above"Ht" = Concrete Concrete Concrete Sliding = 1.54 OK Thickness in= 8.00 8.00 8.00 Rebar Size = # 5 # 5 # 5 Total Bearing Load = 2,220 lbs Rebar Spacing in= 16.00 8.00 8.00 ...resultant ecc. = 6.50 in Rebar Placed at = Center Center Center Design Data Soil Pressure @ Toe = 1,224 psf OK fb/FB+fa/Fa = 0.001 0.009 -1.000 Soil Pressure @ Heel = 45 psf OK Total Force @ Section lbs= 13.2 108.1 1,026.7 Allowable = 2,000 psf Moment....Actual ft-I= 2.9 69.2 0.0 Soil Pressure Less Than Allowable ACI Factored @ Toe = 1,468 psf Moment Allowable ft-I= 3,945.8 7,413.2 7,221.8 ACI Factored @ Heel = 54 psf Shear Actual psi= 0.3 2.3 21.4 Footing Shear @ Toe = 5.3 psi OK Shear Allowable psi= 82.2 82.2 75.0 Footing Shear @ Heel = 13.5 psi OK Wall Weight psf= 100.0 100.0 100.0 Allowable = 75.0 psi Rebar Depth 'd' in= 4.00 4.00 4.00 Sliding Calcs (Vertical Component NOT Used) Lap splice if above in= 21.36 21.36 23.40 Lateral Sliding Force 899.9 lbs Lap splice if below in= 21.36 21.36 23.03 less 100%Passive Force = • 495.0 lbs Hook embed into footing in= 21.36 21.36 23.03 less 100%Friction Force = • 888.0 lbs Concrete Data ---- - ft psi= 3,000.0 3,000.0 2,500.0 Added Force Req'd = 0.0 lbs OK for 1.5:1 Stability = 0.0 lbs OK Fy psi= 60,000.0 60,000.0 60,000.0 Load Factors Dead Load 1.200 Live Load 1.600 Earth,H 1.600 Wind,W 1.600 Seismic,E 1.000 • • Zarosinsk1 Engineering and Design Title: Eric Collins Sin' -lily Residence FoundatiotuR400071-3 1470 NW 155th Circle Engineer: Dean, sinski PE Vancouver,WA 98685 Project Desc.: Retaining halls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Cantilevered Retaining Wall File:C:\AA WORK12012 PROJECTS\J0071-3 Tigard Lauren Dr\Calculations1j0071-3 eric collens calculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27 Ver:6.12.7.27 Liic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: 6'WALL Footing Dimensions&Strengths Footing Design Results Toe Width = 1.25 ft Toe Heel Heel Width = 2.25 Factored Pressure = 1,468 54 psf Total Footing Width = 3.50 Mu':Upward = 1,016 0 ft-lb Footing Thickness = 12.00 in Mu':Downward = 244 1.218 ft-lb Mu: Design = 772 1,218 ft-lb Key Width = 0.00 in Actual 1-Way Shear = 5.33 13.50 psi Key Depth = 0.00 in Allow 1-Way Shear = 75.00 75.00 psi Key Distance from Toe = 0.00 ft Toe Reinforcing = #7 @ 16.00 in fc = 2.500 psi Fy = 60,000 psi Heel Reinforcing = #6 @ 16.00 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min.As% = 0.0018 Other Acceptable Sizes&Spacings Cover @ Top 2.00 @ Btm.= 3.00 in Toe: Not req'd,Mu<S*Fr Heel: Not req'd,Mu<S"Fr Key: Summary of Overturning&Resisting Forces&Moments I OVERTURNING RESISTING Force Distance Moment Force Distance Moment Item lbs ft ft-lb lbs ft ft-lb Heel Active Pressure = 898.3 2.33 2.096.1 Soil Over Heel = 1,045.0 2.71 2,830.2 Surcharge over Heel = Sloped Soil Over Heel = Toe Active Pressure = Surcharge Over Heel = Surcharge Over Toe = Adjacent Footing Load = Adjacent Footing Load = 1.6 0.19 0.3 Axial Dead Load on Stem = Added Lateral Load = *Axial Live Load on Stem = Load @ Stem Above Soil = Soil Over Toe = 0.63 Surcharge Over Toe = Stem Weight(s) = 650.0 1.58 1,029.2 Earth @ Stem Transitions = Total = 899.9 O.T.M. = 2,096.4 Footing Weight = 525.0 1.75 918.8 Resisting/Overturning Ratio = 2.28 Key Weight = Vertical Loads used for Soil Pressure= 2.220.0 lbs Vert.Component Total= 2,220.0 lbs R.M.= 4,778.1 Axial live load NOT included in total displayed,or used for overturning resistance,but is included for soil pressure calculation. • Zarosinskj Engineering and Design Title: Eric Collins Sinc' -nily Residence Foundatiofo6t#00071-3 1400 NW 155th Circle Engineer: Dean f sinski PE Vancouver,WA 98685 Project Desc.: Retaininy walls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Concrete Beam CMA WORK12012 PROJECTS\J0071-3 Tigard Lauren Dr\Calculationslj0071-3 eric collens calculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Analize wall as beam in horizontall direction CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set :ASCE 7-05 Material Properties fct12 3.0 ksi i$ Phi Values Flexure: 0.90 fr= f c * 7.50 = 410.792 psi Shear: 0.750 W Density = 145.0 pcf R 1 = 0.850 a, LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup= 2 •I Load Combination ASCE 7-05 12in E(6) E(6) E(6) E(6) • i • • • * ♦ i + • • • I 12"wx72"h / 12"wx72"h 12"wx72"h 12"wx72"h ' Span=5.0 ft Span=5.0 ft Span=5.0 ft Span=5.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=12.0 in, Height=72.0 in Span#1 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 15.0 in from Bottom,from 0.0 to 5.0 ft in this span Span#2 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 15.0 in from Bottom,from 0.0 to 5.0 ft in this span Span#3 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 15.0 in from Bottom,from 0.0 to 5.0 ft in this span Span#4 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 15.0 in from Bottom,from 0.0 to 5.0 ft in this span Applied Loads Service loads entered.Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: E=6.0 klft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: E=6.0 k/ft, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: E=6.0 k/ft, Tributary Width=1.0 ft Load for Span Number 4 Uniform Load: E=6.0 klft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.083: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu :Applied -18.868 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi:Allowable 227.638 k-ft Max Downward Total Deflection 0.000 in Ratio= 999<180 Load Combination +1.20D+0.50L+0.20S+E Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft Span#where maximum occurs Span#4 • Zarosinski Engineering and Design Title: Eric Collins Sin(' nlily Residence FoundatiotnRt00071-3 ' ' 1400 NW 155th Circle Engineer: Dean i sinski PE Vancouver,WA 98685 Project Desc.: Retaininy walls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Concrete Beam File:C:1AAWORK12012PROJECTS1J0071-3 Tigard Lauren DrlCalculationslj0071-3ericcollenscalculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver.6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Analize wall as beam in horizontall direction Vertical Reactions-Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 13.495 39.257 31.896 39.257 13.495 D Only 1.709 4.971 4.039 4.971 1.709 E Only 11.786 34.286 27.857 34.286 11.786 D+E 13.495 39.257 31.896 39.257 13.495 Shear Stirrup Requirements Entire Beam Span Length:Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations _ Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max phi•Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 4.875 -16.25 227.64 0.07 Span#2 2 5.000 -18.87 227.64 0.08 Span#3 3 5.000 -18.87 227.64 0.08 Span#4 4 15.000 -18.87 227.64 0.08 +1.40D Span#1 1 4.875 -2.81 227.64 0.01 Span#2 2 5.000 -3.26 227.64 0.01 Span#3 3 14.875 -2.86 227.64 0.01 Span#4 4 15.000 -3.26 227.64 0.01 +1.20D+0.50L+0.20S+E Span#1 1 4.875 -16.25 227.64 0.07 Span#2 2 5.000 -18.87 227.64 0.08 Span#3 3 14.875 -16.56 227.64 0.07 Span#4 4 15.000 -18.87 227.64 0.08 +0.90D+E+1.60H Span#1 1 4.875 -15.65 227.64 0.07 Span#2 2 5.000 -18.17 227.64 0.08 Span#3 3 14.875 -15.95 227.64 0.07 Span#4 4 15.000 -18.17 227.64 0.08 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.""Defl Location in Span Load Combination Max,"+"Defl Location in Span D+E 1 0.0000 2.250 D+E -0.0000 5.250 D+E 2 0.0000 2.750 0.0000 5.250 D+E 3 0.0000 2.250 D+E -0.0000 4.750 D+E 4 0.0000 2.750 0.0000 4.750 • Zarosinski Engineering and Design Title: Eric Collins Sing mily Residence FoundatiotoRka0071-3 1'400 NW 155th Circle Engineer: Dean >inski PE Vancouver,WA 98685 Project Desc.: Retaini,, ,ails and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE • Point Load on Slab File:C:\AAWORK12012PROJECTS1J0071-3 Tigard Lauren Or\Calculations1j0071-3ericcollenscalculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Plate Load Code References Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combinations Used :ASCE 7-05 Analytical Values d-Slab Thickness 12,0 in Ks-Soil Modulus of Subgrade Reaction 100.0 pci FS-Req'd Factor of Safety 2 0:1 Ec-Concrete Elastic Modulus 3,122.0 ksi Pc-Concrete Compressive Strength 3.0 ksi -Poisson's Ratio 0.150 Min.Adjacent Load Distance 69.464 in Analysis Formulas Pn=1.72 [ (Ks R1 /Ec)10,000+3.6]Fr d"2 Min Adjacent Column Distance=1.5*([Ec d"3/(12*(1-u"2)Ks]A 1/4) Ks=Soil modulus of subgrade reaction Ec=Concrete elastic modulus R1 =50%plate average dimension=sqrt(PIWid*PILen)/2 d -Slab Thickness Ec=Concrete elastic modulus u -Poisson's ratio Fr-Concrete modulus of rupture=7.5*sqrt(fc) Ks=Soil modulus of subgrade reaction d-Slab Thickness Load&Capacity Table Plate (in) R1 Applied Concentrated Load on Plate-(kip) Governing Pu Pn Load ID Wid Len (in) D Lr L S W E Ld Comb (kip) (kip) Check Pier cap 16.00 16.00 8.00 45.00 +0 45.0 627.0 Pass,FS=13.93>=2 • Zarosinskj Engineering and Design Title: Eric Collins Sin' mily Residence FoundatiolDR600071-3 1400 NW 155th Circle Engineer: Dean, sinski PE Vancouver,WA 98685 Project Desc.: Retaininy walls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Concrete Beam File:C:1AAWORK12012PROJECTSU0071-3TigardLauren DrACalculations 1j0071-3ericcollenscalculations.ec6 ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description: Analize wall as beam in vertical direction CODE REFERENCES Calculations per ACI 318-05, IBC 2006, CBC 2007,ASCE 7-05 Load Combination Set :ASCE 7-05 Material Properties fc1/2 3.0 ksi $ Phi Values Flexure: 0.90 fr= f c * 7.50 = 410.792 psi Shear: 0.750 • • W Density = 145.0 pcf 131 = 0.850 LtWt Factor = 1.0 Elastic Modulus = 3,122.0 ksi Fy-Stirrups 40.0 ksi fy Main Rebar = 60.0 ksi E-Stirrups = 29,000.0 ksi E-Main Rebar = 29,000.0 ksi Stirrup Bar Size#= # 3 Number of Resisting Legs Per Stirrup= 2 ; { • Load Combination ASCE 7-05 E(6) E(6) E(6) E(6) ♦ • • • • • V • • • • • V i ♦ • • Ts- 16"wx24"h 16"wx24"h " 16"wx24"h 16"wx24"h Span=5.0 ft Span=5.0 ft Span=5.0 ft Span=5.0 ft Cross Section&Reinforcing Details Rectangular Section, Width=16.0 in, Height=24.0 in Span#1 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 6.0 in from Bottom,from 0.0 to 5.0 ft in this span Span#2 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 6.0 in from Bottom,from 0.0 to 5.0 ft in this span Span#3 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 6.0 in from Bottom,from 0.0 to 5.0 ft in this span Span#4 Reinforcing.... 245 at 3.0 in from Bottom,from 0.0 to 5.0 ft in this span 245 at 3.0 in from Top,from 0.0 to 5.0 ft in this span 245 at 6.0 in from Bottom,from 0.0 to 5.0 ft in this span Applied Loads Service loads entered. Load Factors will be applied for calculations. Beam self weight calculated and added to loads Load for Span Number 1 Uniform Load: E=6.0 k/ft, Tributary Width=1.0 ft Load for Span Number 2 Uniform Load: E=6.0 k/ft, Tributary Width=1.0 ft Load for Span Number 3 Uniform Load: E=6.0 k/ft, Tributary Width=1.0 ft Load for Span Number 4 Uniform Load: E=6.0 k/ft, Tributary Width=1.0 ft DESIGN SUMMARY Design OK Maximum Bending Stress Ratio = 0.243: 1 Maximum Deflection Section used for this span Typical Section Max Downward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mu :Applied -17.314 k-ft Max Upward L+Lr+S Deflection 0.000 in Ratio= 0<360 Mn*Phi :Allowable 71.131 k-ft Max Downward Total Deflection 0.000 in Ratio= 999<180 Load Combination +1.20D F0.50L+0.20S+E Max Upward Total Deflection 0.000 in Ratio= 999<180 Location of maximum on span 0.000ft Span#where maximum occurs Span#4 • Zarosinsktt Engineering and Design Title: Eric Collins Sinr nily Residence FoundatiohoMpd0071-3 14,00 NW 155th Circle Engineer: Dean I sinski PE Vancouver,WA 98685 Project Desc.: Retaining vvalls and Elevation 360-513-2746 Email:dzaro@zaroeng.com By Dean P.Zarosinski PE Concrete Beam File:C:1AA WORK12012 PROJECTSU0071-3 Tigard Lauren Dr\Calculationsy0071-3 eric collens calculations.ec6 ' ENERCALC,INC.1983-2012,Build:6.12.7.27,Ver:6.12.7.27 Lic.#:KW-06009383 Licensee:Zarosinski Engineering and Design,Inc. Description : Analize wall as beam in vertical direction Vertical Reactions•Unfactored Support notation:Far left is#1 Load Combination Support 1 Support 2 Support 3 Support 4 Support 5 Overall MAXimum 12.545 36.495 29.652 36.495 12.545 D Only 0.760 2.210 1.795 2.210 0.760 E Only 11.786 34.286 27.857 34.286 11.786 D+E 12.545 36.495 29.652 36.495 12.545 Shear Stirrup Requirements Between 0.00 to 4.25 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 4.38 to 5.38 ft, PhiVc./2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 10.000 in Between 5.50 to 9.88 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 10.00 to 10.00 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 10.000 in Between 10.13 to 14.50 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Between 14.63 to 15.63 ft, PhiVc/2<Vu<=PhiVc, Req'd Vs=Min 11.4.5.1, use stirrups spaced at 10.000 in Between 15.75 to 19.88 ft, Vu<PhiVc/2, Req'd Vs=Not Reqd, use stirrups spaced at 0.000 in Maximum Forces&Stresses for Load Combinations Load Combination Location(ft) Bending Stress Results (k-ft) Segment Length Span# in Span Mu:Max Phi*Mnx Stress Ratio MAXimum BENDING Envelope Span#1 1 4.875 -14.91 71,13 0.21 Span#2 2 5.000 -17.31 71.13 0.24 Span#3 3 5.000 -17.31 71.13 0.24 Span#4 4 15.000 -17.31 71.13 0.24 +1.40D Span#1 1 4.875 -1.25 71.13 0.02 Span#2 2 5.000 -1.45 71.13 0.02 Span#3 3 14.875 -1.27 71.13 0.02 Span#4 4 15.000 -1.45 71.13 0.02 +1.20D+0.50L+0.20S+E Span#1 1 4.875 -14.91 71.13 0.21 Span#2 2 5.000 -17.31 71.13 0.24 Span#3 3 14.875 -15.20 71.13 0.21 Span#4 4 15.000 -17.31 71.13 0.24 +0.90D+E+1.60H Span#1 1 4.875 -14.64 71.13 0.21 Span#2 2 5.000 -17.00 71.13 0.24 Span#3 3 14.875 -14.93 71.13 0.21 Span#4 4 15.000 -17.00 71.13 0.24 Overall Maximum Deflections-Unfactored Loads Load Combination Span Max.'"Defl Location in Span Load Combination Max."+"Defl Location in Span D+E 1 0.0008 2.250 D+E -0.0000 5.250 D+E 2 0.0002 2.750 0.0000 5.250 D+E 3 0.0002 2.250 D+E -0.0000 4.750 D+E 4 0.0008 2.750 0.0000 4.750 Zarosinski Engineering & Design, Inc. 1400 NW 155th Circle - E Vancouver, WA 98685 p Phone: (360)513-2746 ZAROSINSKI Email: dzaro@zaroeng.com ENGINEERING&DESIGN Calculations for Foundation Repair at 13739 SW Lauren Ln. by Dean P. Zarosinski PE Page • Zarosinski Engineering & Design, Inc. 1400 NW 1556 Circle Vancouver, WA 98685 p Phone: (360)513-2746 Email:dzaro@zaroeng.com ENGINEERING 8,ZAROSINSKGN Calculations for Foundation Repair at 13739 SW Lauren Ln. by Dean P. Zarosinski PE Page • \ \ \ \ \ •\ \ \ \ \ \ \ \ \ \ \ \ \ 0° \ \ \ '\ I ` \ \ \ ' , '',. \ \ -\ o -,,,, '''"•.., .7- - - • ,,,. N • -....,,, V . -___ . ---..„, ----..,,,s, \ \ -•A N N I Fla) '...---"'-'"....,.....s \ 1,0 i 111/j111111111M------ — '�- � ,� \ � 0 0 ------- , -A ,... ,..\ ,. --, ,.. • do \ \ _ �� TI U) o rs '\ 0 _, N ° '\ Jm oc u, ` ^ N \ 0 c�J / \ \ a -HD -i \ zz \ °• I � z \ y o Z — —I \ r —I m \ ° m ° > \ ! N. \ _ r 11 D O cn \ ° \ I �orTiO a-I� R£C - m `\ r vl . D Z �- ` 73 7 _O 4/ • o \ -- N A g SUB Zarosinski Engineering & Designn>LE SITE PLAN WITH WALL LAYOUT AND CONTOURS n - 1400 NW 155th Circle TITLEHELICAL SUPPORTED RETAINING WALL N Vancouver, WA. 98685 13739 SW LAUREN LANE 8. L I PHONE: (360) 513-2746 TIGARD OREGON EMAIL: dzaro®zoroeng.com 7/15/12 DRAWN BY: DPZ DATE: DPZ ZARO CAD FILE:J0071-3.DWG 122.97 �- 0 Q EXPIRES 6/30/201a c \p P�o�Fs\ ct w 647' W �A. �S Z z ❑ z O-1 z _ �•-EGON,y < I— Z O° - -1 1 Ce\ R_ 16,ti�� \ a CC c,J w o Z O' -I tiA ZARO`�� ~ O w ❑ H-- r p I U C _��a --C.0 /'4 LI \ �� U) w� • fo z c� o z _ Q cn n - 0 f \ \ 0 L 0 ❑ 5 R 35' 1 'A \ ' `-----\.......„ 1 I 1 - 1_ 7 �, �,o 14 R GARAGE FLOOR _ 97 -116) I _ u) 105" r 7AT DOOR = CD Q - GARAGE FLCOR \ c, A- DOOR o.3 \ \ MEASURED FROM E �-1 a,0o x FACE 0- GARAGE •� `� r- 0 glk ID N Lo rn UC C I 0 1 r _ F 21'-5" 01 C r u�3 `n N $ Allir or, 10 o w no i Z•Il ] ..N p )J W ■ '144.69 —r \ w o>° o< d O aw IN 0 = e aem�=mso■� �01s■e■�e®■es =x0s 8" WALL LINE ecce NO \��\�`` \ems FOOTING En @: EDGE 0 NORTH �`e PROPOSED RETAINING WALL �'im rte=1- • 7-11 -7--i N PROPERTY LINE WITH VERTICAL AND LATERAL SITE PLAN FOR NO LONGER EXISTS HELICAL SUPPORTS / N C F DWG wo FOUNDATION REPAIR O J0071-3 DWG J0071-3 S� SCALE: 1"=10' 5,,,., S EE NOTED HOUSE LOCATION IN RELATIONSHIP TO PROPERTY LINES IS ESTIMATED, LOT TO SOUTH OWNED BY SAME OWNER S1 • 1 EXPIRES D PROF 6/30/2014 C_) 1NEFso 'C..<2 E \ •. EGON D Q O, Y 16,`' �� OW JZZ •ZAROS\ a z g z 0 Q z O I = WWO g 1- (Ct� o z o g0 a W U < R O�0 LLI a 1= . \ n_ a_ 0 a F= v)� V) J < Q U_ I J Ct W Q = C_ \ \ i M .- 30' HELICAL — 5' TIE _ r�/n � TENSION TIE SPACING •/� 20'FROM HORIZONTAL WS/54 ...••••••"\ o Q i I f w W r HELICAL TIE I 1 T-4" FOOTING — LO E / EDGE 0 yco ..4- O 12' WALL IO' CONCRETE - 10' 10' P-8 'r""i "p N Li 0 RETURN ......F0...1 G C° I C WALLL O Al 3 E� O o 16' —I O W N 1ty 4'—0-1 �- -- =2=1=1= i•__-moi® m��p�CD C 4 � C\........4. .� z > �N o ••� a LOCATION OF WALL 5.3'-91.\\_ FOOTING `�`► O s= Z J 20k TIEBACK FACEFOOTING A �' O Q WALL PE DETAIL EDGE STEP WT/S2 33 K CERTICAR \`_ a W a WS/S4 HELICAL PIER `� W /53 WALL CROSS SECTION /S3 �`� . AND ELEVATION STEPS _ SIMILAR TO WE/S3 AND 31'-11 m WS/54 FIELD VERIFY �� z BENCHING ON SITE WALL CROSS SECTION 4y� /� AND ELEVATION STEPS `�. VL g SIMILAR TO WE/S3 AND wS/S4. FIELD VERIFY `-�5 Ca - - O- =— BENCHING ON SITE HELICAL SUPPORTED / 22'_O V1o ORETAINING WALL LAYOUT ANDwALL CROSS ELEVATION TION � I pp ELEVATION STEPSSIMIL /}'{ �' SCALE: • „=CJ' wS/SA4R TOFIELD/S3 VERIFYD `V ,n BENCHING ON SITE N n i66 n6 J0071-3 DK MO J0071-3 SCALL 1/5--I'-0- Y.EE, S2 E) STEM LOCATION IOF WALL TOP TIEBACK WALL TIE DETAIL WT/S2 o Q 15.2 K WORKING8' H LOAD o o,1, a_ z_ z 4 z znz I 1' [ 8' LU Qzp W/S 4 (E)PATH i I ct 1w w (N)WALL GRADE - p z TOP 8' z oQ z �o & — o acn< ti I- a 0 Q CD IL= DN-) — — F ii.1 cn 0— --i J N) J U E 0 Q w ) 7/ _ 7 I 0 J FOOTING 0 0 (J.jr- I 0 0 0 0 1 ,0-- 7 R !- - - - - 00 t--) 1 , 1 .•,,, 1U) 33 K VERTICAL CU HELICAL PIER -\....,.. HELICAL I `� =t PILE CAP i FTG. STEP / i i DETAIL II DETAIL FS/S2 0 PC/S2 1 Nif7 (v 0 i i i `,i �- • ` 0rcoN -I 600 I C ^\ OW - „ 3 - O a,- :---- i I 'nN ` � v N o w ,.27.?? a O W S4 0o Ei.l W aW 0 m //^� 2 V1 K O HELICAL SUPPORTED EXPIRES O PROF 6/30/2014 •o WE� RETAINING WALL ELEVATION VIEW c'<_ 478 60 fFsso 0 S SCALE: 1"=8' N /iII 'EGON o J0071-3 �� o.c wo J0071-3 ki ''. 16,1� c. " vut NOTED lip ZAROS\� • FtEE, • S3 WHERE RETAINED z Q SOIL IS OVER 10' LOWER ROW OF TIEBACKS 15.2 K } UPPER ROW OF TIEBACKS AT 5' ON CENTER 33 K HELICAL o (),,J AT 5' ON CENTER TIEBACK WALL TOP a z z 33 K \ cc Qz o WHERE RETAINED SOIL LLo ' IS UNDER 8' UPPER I ww0 o ROW OF TIEBACKS o o Do AT 10' ON CENTER ANGLE (I' g o 15.2 K POINT z 0 7 o ��Q 10' 0 0 Q 0NO �� J N-) W -J 0 0II 0 J J ANGLE _ 7POINT ,40 0 0 0 / ,1 , , , , 1 ,, GRADE BEAM 0 0 I I I I I I I 1 FOOTING I STEP 1 I I I I I I I I I I DETAIL 1 _y 0.0 I I I I 1 FS/S2 I I '� � I I I I I I I .Q) 1 HELICAL _A I 1 I I y 1 PILE CAP 1 I 1 I I 1 1 Q 1 DETAIL I I I I I I I I cJ I PC/S2 I _}- _}- :}- :-I-- =-1" I I I I I I I I by I I I I I I II (4:1--t' =t' --r' =r` =r' =r` 72-1-- =� ._ "co N 0..•1 CJ co 1 c 33 K VERTICAL .c - o HELICAL PIER �3 �° �i " o® w .1...1 i O o Z , i� '. W rl O C Z J iy �> OQ W aw H a .1-1 m Cl) V1 o HELICAL SUPPORTED EXP1R�i PROF 30/2014 O WS RETAINING WALL ELEVATION VIEW 6 ;f s� ;•LL114:ip, CAT SCALE: 1"=8' � N ' , .ae.o L1" CONJ0071-3 p �3 J owc .o. J0071-3 R, 16•�� \ HE c.j � NOTED . ^ �\_. i SET 2ARO S4 WALKWAY TYPE PER OWNER J Q ': CD W ZZ 0 8'-8" _ h o a �Z n 0 - 1'-8" 8' CD g ��W Zi O o o 0 O w 6 /� TENSION TIE 0 c. 0 Q HELICAL SUPPORTED CONNECTION J a o,c� WS RETAINING WALL SECTION VIEW �o� DETAIL WT/S2 < V)• N S4SSCALE: 1"=4' 31' .. ... 2, � / U WALKWAY TYPE _ I HELICAL PER OWNER PILE CAP DETAIL PC/S2 VERTICAL PIER AT 5' O.C.L TENSION TIE AT 5' 0.0. WORKING LOAD 22 K MAGNUM HELICAL VARIES - bD 20' FROM HORIZONTAL NO. •i-i WORKING LOAD PER PAIR = 30.4 K ESTIMATED 15" LONG i MAGNUM HELICAL 10' Q NO. 7 -„_,, ESTIMATED 30' LONG i '-6 8" tai) TENSION TIE AT 5' 0 C. TENSION TIE Tr E 20' FROM HORIZONTAL ,y CONNECTION v� a •� N U WORKING LOAD 45 K ! DETAIL WT/S2 '� E'rn I MAGNUM HELICAL t In aa. NO. 3 2' N �§ olit2 ESTIMATED 30' LONG f ; a Z D N O W .. HELICAL :F0- 5 65' PILE CAP W > a- DETAIL PC/S2 W o •,-4 m A ' VERTICAL PIER AT 5' O.C.L o WORKING LOAD 22 K EXPIRES 6/30/2014 TENSION TIE AT 5' O.C. MAGNUM HELICAL 20' FROM HORIZONTAL NO. \��"� P�F�,f� •� WORKING LOAD 45 K ESTIMATED 15" LONG V MAGNUM HELICAL "� �. (105 cN No. N ESTIMATED .30' LONG •�EG0N �a»o j �� " J0071-3 �y R" 16.\�' " c� °""° J0071-3 tip ZAROS� NOTED 5»EE• S5 APPLICANT MATERIALS RECEIVED ocj 1 p 2012 CityINof Ti and . g ��GNEEa�NG' Land Use Permit Application MVP.HELD BY: TIGARD i i File# r5L 4 A 0 0-o C C Other Case# l e, Date /o A /4) /''? By C -L''`"4' Receipt# /ei5 7/1# 7/6 Fee Date Complete TYPE OF PERMIT YOU ARE APPLYING FOR ❑Adjustment/Variance(II) 0 Historic Overlay(II or III) 0 Site Development Review(II) ❑Comprehensive Plan Amendment(IV) 0 Home Occupation(II) 0 Subdivision(II or III) ❑Conditional Use(III) 0 Minor Land Partition(H) 0 Zone Change(III) ❑Development Code Amendment(IV) ❑Planned Development(III) 0 Zone Change Annexation(IV) ❑Downtown Design Review(II,III) p, j.ensitive Lands Review(II or III) ►n T($X.Retl'lt OWit NOTE: FOR REQUIRED SUBMITTAL ELEMENTS,PLEASE REFER TO YOUR PRE-APPLICATION CONFERENCE NOTES LOCATION WHERE PROPOSED aVITWILL OC ((Address if arnLble) r1 us-7 co Sw Lam :,V„ - `rx�sl 02 q-2 3 , 13 7 39 SW La�.-9-.t T �._ .,v1 cc i X 2-,3 TAX MAPS&TAXX LOT NOS. J 2S io`/GA -DSCO / --?S Aoq e4 - 0it00 TOTAL SITE SIZE ZONING CLASSIFICATION q7la s .?y am / 137 3? : . N 402-cS cpLS-alto e 7- / ' s;'3 9: ,seep ?- APPLICANT* MAILING ADDRESS/CITY/STATE/ZIP R5 i' 3 r-i-I - ,a rz 15 9r) PHONE NO. - - f FAX NO. ..23. ,24-M.. >4/(z 7 3z 1, .244+, 6 $ ( PRIMARY CONTACT PERSON t PHONE NO. 5k,41ti FA ert;e( 503.S34: . 4g92 tell SUS Zyr'l•)y69o{re` E-MAIL ,%”-1; Q offer, A..,J j(1r a .•ce14,1 PROPERTY - - O'WNER/DI�D HOLDER(Attach list if more than one) . __ Er. t a,,,.r1 SIELC,LA, Ce 1 1- s MAILING ADDRESS/CITY/STATE/ZIP f 137 39 9.'‘#\jrt✓ .J L an, r. L 4...— 1-)36---Pk, e'2 g' 2:� PHONE NO. FAX NO. *When the owner and the applicant are different people, the applicant must be the purchaser of record or a lessee in possession with written authorization from the owner or an agent of the owner. The owners must sign this application in the space provided on the back of this form or submit a written authorization with this application. PROPOSAL SUMMARY(Please be specific) City of Tigard I 13125 SW Hall Blvd.,Tigard,OR 97223 I 503-718-2421 I www.tieard-or.Trov I Pape I oft THE APPLICANT SHALL CERTIFY THAT: • If the application is granted, the applicant shall exercise the rights granted in accordance with the terms and subject to all the conditions and limitations of the approval. • All 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, map be revoked if it is found that any such statements are false. • The applicant has read the entire contents of the application,including the policies and criteria, and understands the requirements for approving or denying the application(s). SIGNATURES OF EACH OWNER OF THE SUBJECT PROPERTY ARE REQUIRED. Owne s Signature Date pci /0— -I Owner's Signature Date Owner's Signature Date Owner's Signature Date Owner's Signature Date /0 /0 f�_ • F icant/Age Representative's Signature Date Applicant/Agent/Representative's Signature Date City of Tigard I 13125 SW Hall Blvd..Tigard OR 97223 I 503-718-2421 I www.tinard-or.nov I Pace 2 nf2 Washl ounty,Oregon 2012-020432 03/19j__.1 03:30:47 PM D-DBS Cnt=1 Stn=3 T EAKIN $10 00$5.00$11.00$15.00$73.00-Total=$114.00 4i THIS SPACE RESE 01685724201200204320020026 Richard Hobernlcht,Director of A mint and ,ter. L �- Taxation and Ex-Officio County Clerk for Washington • County,Oregon,do hereby certify that the within ^r•� '. Instrument of writing was received a d re orded in the y"= book of records of said coin �p, '' . 8•`<•j" "' After recording return to Grantee and Richard Hobernlcht,Director of ment and '3R•'' Taxation.Ex-Officio County Clerk until a change is requested all tax statements shall be sent to the Grantee at the following address: Eric A Collins and Stasha D Collins 13739 SW Lauren Lane Tigard, OR 97223 Grantor Address: Washington Federal Savings :, - —' 4770 SW 76th Avenue Y+ .g3 WAShINGTON COUNTY � •�.:;„�„# Portland, OR 97225 RE R ERTY TRANSFER TAX :�: File No.: 7031-1836670 (clb) FEE PAID DATE Date: March 14, 2012 laL�► STATUTORY BARGAIN AND SALE DEED Washington Federal Savings, Grantor, conveys to Eric A Collins and Stasha D Collins, Husband and Wife, Grantee, the following described real property: LEGAL DESCRIPTION: Real property in the County of Washington, State of Oregon, described as follows: LOT 18, HILLSHIRE, IN THE CITY OF TIGARD, WASHINGTON COUNTY, OREGON. The true consideration for this conveyance is $72,500.00. (Here comply with requirements of ORS 93.030) BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, THE PERSON TRANSFERRING FEE TITLE SHOULD INQUIRE ABOUT THE PERSON'S RIGHTS, IF ANY, UNDER ORS 195.300, 195.301 AND 195.305 TO 195.336 AND SECTIONS 5 TO 11, CHAPTER 424, OREGON LAWS 2007, SECTIONS 2 TO 9 AND 17, CHAPTER 855, OREGON LAWS 2009, AND SECTIONS 2 TO 7, CHAPTER 8, OREGON LAWS 2010. THIS INSTRUMENT DOES NOT ALLOW USE OF THE PROPERTY DESCRIBED IN THIS INSTRUMENT IN VIOLATION OF APPLICABLE LAND USE LAWS AND REGULATIONS. BEFORE SIGNING OR ACCEPTING THIS INSTRUMENT, THE PERSON ACQUIRING FEE TITLE TO THE PROPERTY SHOULD CHECK WITH THE APPROPRIATE CITY OR COUNTY PLANNING DEPARTMENT TO VERIFY THAT THE UNIT OF LAND BEING TRANSFERRED IS A LAWFULLY ESTABLISHED LOT OR PARCEL, AS DEFINED IN ORS 92.010 OR 215.010, TO VERIFY THE APPROVED USES OF THE LOT OR PARCEL, TO DETERMINE ANY LIMITS ON LAWSUITS AGAINST FARMING OR FOREST PRACTICES, AS DEFINED IN ORS 30.930, AND TO INQUIRE ABOUT THE RIGHTS OF NEIGHBORING PROPERTY OWNERS, IF ANY, UNDER ORS 195.300, 195.301 AND 195.305 TO 195.336 AND SEL I IONS 5 TO 11, CHAPTER 424, OREGON LAWS 2007, SECTIONS 2 TO 9 AND 17, CHAPTER 855, OREGON LAWS 2009, AND SECTIONS 2 TO 7, CHAPTER 8, OREGON LAWS 2010. Page 1 of 2 APN:82032435 Bargain and Sale Deed File No.: 7031-1836670(cb) -continued Date:03/14/2012 ��'` \rn �c� Dated this ^ day of , 20 Washington Federal Savings t)o, ' 41,AZkf\A-7—\..(21/•/ ./Ar\ By: Ricka Gerstmann, Special Assets Officer By: Ronald Mc e�SVP Y , Special Assets Manger STATE OF \v_t.51,. )ss. County of LL,. ') This instrument was acknowledged before me on this ~ 9 day of l�ICue'c_.L\ , 20 F-2- by Ricka Gerstmann, Special Assets Officer of Washington Federal Savings and Ronald McKenzie as SVP, Special Assets Manager of Washington Federal Savings, on behalf of the . -)4.61 2-1 . 12-1/1 /i .• �l PARD&//ems Notary P�,.iblic for \;':Zi.47��y } ` 0 oSsl0N F� My commission expires: 01 NOTARY 7. 0PUBLIC : z e dr e %97)`•''•P9/23I20:•'\ F (? ° WASN��`� Page 2 of 2 I No.2502-0265 Page 1 A. CHICAGO TITLE INSURANCE COMPANY �MEN1� CHICAGO TITLE AND TRUST COMPANY CLOSER: CHANDA BELK c © DATE AND TIME OF PRINTING: 12/20/11 11 :21 =o. Settlement Statement(HUD-1) B. TYPE OF LOAN 1.Q FHA 2.0 RHS 3.®Cony.limns. 6. File Number: 7. Loan Number 8. Mortgage Insurance Case Number 4.�VA 5.El Cony.Ins. 201147263-001 CB2 PIL 10210675110 C. NOTE:This form is furnished to give you a statement of actual settlement costs.Amounts paid to and by the settlement agent are shown. Items marked "(p.o.c.)"were paid outside the closing;they are shown here for informational purposes and are not included in the totals. D. Name&Address of Borrower: E. Name&Address of Seller: F. Name&Address of Lender: ERIC A. COLLINS AND STASHA D. COLLINS GUARANTEED RATE, INC 13739 SW LAUREN LANE CHICAGO, ILLINOIS 60613 TIGARD, OREGON 97223 G. Property Location: H. Settlement Agent: (630)510-4195 I. Settlement Date: 13739 SW LAUREN LN. CHICAGO TITLE INSURANCE COMPANY December 20, 2011 04:00 TIGARD, OREGON 97223 505 E NORTH AVENUE CAROL STREAM ILLINOIS 60188 Funding Date: Place of Settlement: 505 E NORTH AVENUE Disbursement Date. CAROL STREAM ILLINOIS 60188 December 27, 2011 J. SUMMARY OF BORROWER'S TRANSACTION K. SUMMARY OF SELLER'S TRANSACTION 100. GROSS AMOUNT DIJE FROM BORROWER: 400.GROSS AMOUNT DUE TO SELLER: 101.Contract sales price 401. Contract sales price 102. Personal Property 402. Personal Property 103. Settlement charges to borrower (line 1400) 3,156.19 403. 104.MORTGAGE PAYOFF TO WELLS FARGO HOME MTG 374,966.49 404. 105. 405. Adjustments for items paid by seller in advance Adjustments for items paid by seller in advance 106. City/town taxes to 406. City/town taxes to 107. County taxes to 407. County taxes to 108. Assessments to 408. Assessments to 109. 409. 110. 410. 111. 411. 112. 412. 120. GROSS AMT DUE FROM BORROWER 378,122.68 420.GROSS AMT DUE TO SELLER 200. AMOUNTS PAID BY OR IN BEHALF OF BORROWER 500.REDUCTIONS IN AMOUNT DUE TO SELLER: 201. Deposit or earnest money 501.Excess deposit(see instructions) 202. Principal amount of new loan(s) 378,500.00 502.Settlement charges to seller (line 1400) 203. Existing loan(s)taken subject to 503.Existing loan(s)taken subject to 504.Payoff of first mortgage loan 204. 205. 505.Payoff of second mortgage loan 206. 506. 207. 507. 208. 508. 209 509. Adjustments for items unpaid by seller Adjustments for items unpaid by seller 210.City/town taxes to 510. City/town taxes to 211.County taxes to 511. County taxes to 212.Assessments to 512. Assessments to 213. 513. 214. 514. 215. 515. 216. 516. 217. 517. 218. 518. 219. 519. 220. TOTAL PAID BY/FOR BORROWER 378,500.00 520. TOTAL REDUCTIONS AMT DUE SELLER 300. CASH AT SETTLEMENT FROM/TO BORROWER 600. CASH AT SETTLEMENT TO/FROM SELLER 301. Gross amt due from borrower (line 120) 378,122.68 601. Gross amt due to seller (line 420) 302. Less amts paid by/for borrower (line 220) ( 378,500.00)602. Less reductions in amt due seller (line 520) ( 0.00) 303. CASH(0 FROM)(® TO)BORROWER 377.32 603. CASH(❑ TO)( izg FROM)SELLER 0.00 1L3 RESPA101 HUD-1(3/86)RESPA.HB 4305.2 No.2502-0265 Page L. SETTLEMENT CHARGES ORD#/ABS# 1180402 OF PRINTING: 11:21 ESC# 201147263 C82 P I L _ OF PRINTING: 12/20/11 700. Total Real Estate Broker Fees PAID FROM PAID FROM Division of Commission (line 700)as follows: BORROWERS SELLERS 701.$ to FUNDS AT FUNDS AT 702.$ to SETTLEMENT SETTLEMENT 703.Commission paid at Settlement 704. Add'I Comm To 800. ITEMS PAYABLE IN CONNECTION WITH LOAN 801.Our origination charge $ 990.00 ",,n^r,r i .1) 802.Your credit and charge(points)for specific interest rate chosen $( 168.21) (from GFE x2) 803.Your adjusted origination charges (from GFE Al 821.79 804.Appraisal fee to LSI (from GFE#3) 455.00 805.Credit report to CBCINOVIS (from GEE#3) 5.00 806.Tax service to (from GFE#3) 807.Flood certification to CORELOGIC (from GFE#3) 5.00 808. 900. ITEMS REQUIRED BY LENDER TO BE PAID IN ADVANCE 901.Daily interest charges from 12/27/11 to 01/01/12 @ $ 41.4795 /day (from GEE#to) 207.40 902.Mortgage insurance premium for months to (from GEE#3) 903. Homeowner's insurance for years to SAFECO($1544 B) (from GFE#11)POC 904. 1000. RESERVES DEPOSITED WITH LENDER 1001.Initial deposit for your escrow account 11,„r,err 091 1002.Homeowner's insurance months @ $ per month $ 1003.Mortgage insurance months @ $ per month $ 1004. months @ $ per month $ 1005. months @ $ per month $ 1006. months @ $ per month $ 1007.Aggregate Accounting Adjustment $ 1100. TITLE CHARGES 1101.Title services and lender's title insurance d,,,,„ci 1 01, 1,456.00 1102.Settlement or Closing Fee CHICAGO TITLE AND TRUST COMPANY $ 450.00 1103.Owner's title insurance to a«,m cii asi 1104.Lender's title insurance to CTIC/Chicago Title Company Ilc $ 931.00 1105.Lender's title policy limit $378,500.00 1106.Owner's title policy limit $ 1107.Agent's portion of the total title insurance premium $ 819.28 1108.Underwriter's portion of the total title insurance premium $ 111.72 1109.Additional Closing Fees to CHICAGO TITLE COMPANY,LLC $ 75.00 1200. GOVERNMENT RECORDING AND TRANSFER CHARGES 1201.Government recording charges ur„r.,01f u r( 206.00 1202.Deed$ Mortgage $ 206.00 Release $ 1203.Transfer taxes (from GEE#8) 1204.City/County tax/stamps Deed $ Mortgage $ 1205.State tax/stamps Deed $ Mortgage $ 1206. $ 1300. ADDITIONAL SETTLEMENT CHARGES 1301.Required services that you can shop for (Sim.Si i ,•EL 1302. 1303. 1304. 1305. 1306, 1307. 1308. 1400. TOTAL SETTLEMENT CHARGES (enter on lines 103,Section J and 502,Section K) 3,156.19 JL3 RESPA102 HUD-1(3/86)RI?SPA.HB 4305.2 Page 3 ,iarison of Good Faith Estimate(GFE)and HUD-1 Chatyes ORD#/ABS#N80402 L1-GUARANTEED RATE,INC TIME OF PRINTING: 11:21 ESC# 201147263 C82 PI L DATE OF PR I NT I NG: 12/20/11 Charges That Cannot Increase HUD-1 Line Number Good Faith Estimate HUD-1 Our origination charge # 801 990.00 990.00 Your credit or charge(points)for specific interest rate chosen # 802 ( 168.21) Your adjusted origination charges # 803 990.00 821.19 Transfer Taxes #1203 Tolerance Adjustment Total 990.00 821.79 Charges That in Total Cannot Increase More Than 10% Good Faith Estimate HUD-1 Government recording charges #1201 135.00 206.00 Appraisal Fee # 804 450.00 455.00 Credit Report # 805 5.00 5.00 Flood Certification # 807 5.00 5.00 Title services and lender's title insurance #1101 1,825.00 1,456.00 Tolerance Adjustment MEM 2,420.00 1 2,127.00 �luwtx�Yauxs.c:tar►Fi5'�:trt.[:YrYP��91rr.�c.tA s( 293.00) or ( 12.107)% Charges That Can Change Good Faith Estimate HUD-1 Initial deposit for your escrow account #1001 Daily interest charges from 12/27/11 to 01/01/12 @$ 41.4795/day # 901 207.40 207.40 Homeowners insurance POC # 903 1,544.00 Loan Terms Your initial loan amount is $ 378,500.00 Your loan term is 30.0 years Your initial interest rate is 4.000%. Your initial monthly amount owed for principal,interest,and $ 1,807.02 includes and any mortgage insurance is X Principal X Interest ❑ Mortgage Insurance Can your interest rate rise? X No. ❑ Yes,it can rise to a maximum of The first change will be on and can change again every after Every change date,your interest rate can increase or decrease by Over the life of the loan,your interest rate is guaranteed to never be lower than or higher than Even if you make payments on time,can your loan balance rise? X No. ❑ Yes,it can rise to a maximum of$ Even if you make payments on time,can your monthly Xi No. ❑ Yes,the first increase can be on and the monthly amount amount owed for principal,interest,and mortgage insurance rise? owed can rise to$ The maximum it can ever rise to is$ Does your loan have a prepayment penalty? X No. ❑ Yes,your maximum prepayment penalty is$ Does your loan have a balloon payment? XI No. ❑ Yes,you have a balloon payment of$ due in years on Total monthly amount owed including escrow account payments X You do not have a monthly escrow payment for items,such as property taxes and homeowner's insurance.You must pay these items directly yourself. ❑ You have an additional monthly escrow payment of$ that results in a total initial monthly amount owed of$ This includes principal,interest,any mortgage insurance and any items checked below: ❑ Property taxes ❑ Homeowner's insurance ❑ Flood insurance ❑ Note: If you have any questions about the Settlement Charges and Loan Terms listed on this form,please contact your lender. J13 RPSPAGFl OMB No.2502 Page 4 pRS a�#/ABS# N80402 SUPPLEMENTAL PAGE OF PRINTING: 11:21 E 201147263 CB2 PIL �.. E OF PRINTING: 12/20/11 ADDITIONAL BUYER TITLE CHARGES CHARGE AMOUNT 1109.001 CLOSING PTR LTR FEE BORROWER $ 50.00 1109.002 CLOSING PTR LTR FEE LENDER 25.00 TOTAL buyer charges from page 2 (LINE 1109) $ 75.00 JL3 HUD-I(3/86)RESPA,H84305.2 pRp OMB No.2 5 Page 5 ESC#CABS# N80402263 C62 PI L SUPPLEMENTAL PAGE TIME OF PRINTING: 12/20/11 I have carefully reviewed the HUD-1 Settlement Statement and to the best of my knowledge and belief,it is a true and accurate statement of all receipts and disbursements made on my account or by me in this transaction.I further certify that I have received a copy of the HUD-1 Settlement Statement. BORROWER'S: SELLER'S: ERIC A. COLLINS STASHA D. COLLINS SETTLEMENT AGENT: The HUD-1 Settlement Statement which I have prepared is a true and accurate account of this transaction.I have caused or will cause funds to be disbursed in accordance with this statement. Settlement Agent JL3 HUD-I(3/86)RESPA,HB 4305.2 0 CHICAGO TITLE INSURANCE COMPANY INFORMATION STATEMENT ORDER NO. This statement is being provided by the undersigned to assist in determining whether certain matters affect the person or the title searched under the above order number or whether such matters relate to other persons whose names are the same or similar to that of the undersigned. This affidavit also is being provided to induce Chicago Title to insure that said title is not affected by any judgments,tax liens, bankruptcies,divorces,change of name proceedings or decrees against the undersigned and,if applicable,to disburse proceeds to the undersigned. The undersigned hereby states as follows: 1. My social security number is: 2. During the last ten years, I have resided at the following addresses and no other: From(Year) To(Year) Street Address City,State 3. During the last ten years, I have had the following occupations at the following locations and no other: From(Year) To(Year) Occupation Employer Address 4. I have no unsatisfied or unreleased judgments,tax liens or decrees(including divorce decrees)against me of record in the county in which the real estate is located except as follows: (If NONE,so state). 5. I have never used or been known by any other name,including any name before marriage,except as follows: (If NONE,so state). 6. My date of birth is . My place of birth is Your Name with Middle Initial(printed) Date Your Signature INFOSTA2 oLsoN0 &JONES RECEIVED CONSTRUCTION, INC. OCT I O 2012 CITY OF TIGARD General Contractors PLANNING/ENGINEERING Eric and Stasha Collins 13739 SW Lauren Lane Tigard, OR 97223 Collins Retaining Wall Land Use Type II Review Responses to Pre Application Conference Notes on August 28, 2012 Written Summary of Proposal The proposed retaining wall serves to mitigate slope movement and undermining of the foundation along the western side of the house by installing a new tieback retaining wall with helical anchors. Narrative that describes the proposed work The existing house at 13739 SW Lauren Lane Tigard, OR 97223 is situated near a steep slope, and an approximately 4-foot-tall block retaining wall is located along the West perimeter of the property. Measurements indicate an approximate 5-inch difference in floor elevation from the Southeast to Northwest corners of the residential structure. In addition, the block retaining wall present on the West side of the property at the top of the slope is showing signs of distress. Based on the report of Geotechnical Engineering Services by GeoDesign, Inc. (included in the application), it is proposed that a tieback retaining wall system be constructed. Reason for the work within the steep slopes The existing house at 13739 SW Lauren Lane Tigard, OR 97223 is located next to an open lot on a steep slope. This lot is also owned by Eric and Stasha Collins. There is no other location to install a retaining wall that would effectively mitigate the erosion and undermining of the foundation. Why the trees must be removed The trees must be removed because they are in direct alignment with either the installation of the retaining wall or the retaining wall itself. olsonandjones.com I PO Box 19563 Portland,OR 97280 I P 503-244-7467 I F 503-244-6791 I CCB#54065 Responses to applicable review criteria Chapter 18.390.040 Type II Procedure A. Preapplication conference. A preapplication conference is required for Type II actions. Preapplication conference requirements and procedures are set forth in Section 18.390.080.C. B. Application requirements. 1. Application forms. Type II applications shall be made on forms provided by the Director as provided by Section 18.390.080.E.1; 2. Submittal information. The application shall: a) Include the information requested on the application form; b) Address the relevant criteria in sufficient detail for review and action; c) Be accompanied by the required fee; d) Include two sets of pre-stamped and pre-addressed envelopes for all property owners of record as specified in Section 18.390.040.C. The records of the Washington County Department of Assessment and Taxation are the official records for determining ownership. The applicant shall demonstrate that the most current assessment records have been used to produce the notice list; e) Include an impact study. The impact study shall quantify the effect of the development on public facilities and services. The study shall address, at a minimum, the transportation system, including bikeways, the drainage system, the parks system, the water system, the sewer system, and the noise impacts of the development. For each public facility system and type of impact, the study shall propose improvements necessary to meet City standards and to minimize the impact of the development on the public at large, public facilities systems, and affected private property users. In situations where the Community Development Code requires the dedication of real property interests, the applicant shall either specifically concur with the dedication requirements, or provide evidence which supports the conclusion that the real property dedication requirement is not roughly proportional to the projected impacts of the development. The proposed retaining wall will not impact parks, the sanitary sewer system, or create excessive noise. Tigard's transportation system will not be impacted during construction. The project takes place on a dead end street and construction activity takes place on the properties. The impacts will be minimal and there is adequate capacity to serve the construction activities. Chapter 18.745 Landscaping and Screening A. Obligation to maintain. Unless otherwise provided by the lease agreement, the owner, tenant and his agent, if any, shall be jointly and severally responsible for the maintenance of all landscaping and screening which shall be maintained in good condition so as to present a healthy, neat and orderly appearance, shall be replaced or repaired as necessary, and shall be kept free from refuse and debris. All landscaping installed will be on steep slope and will be native NW species. Additionally, vegetation is for soil stabilization only and not aesthetic purposes and therefore will not need to be maintained or pruned. B. Pruning required. All plant growth in landscaped areas of developments shall be controlled by pruning, trimming or otherwise so that: 1. It will not interfere with the maintenance or repair of any public utility; No landscaping will be installed that will affect public utility. 2. It will not restrict pedestrian or vehicular access; and No landscaping is being installed near pedestrian or vehicular access. 3. It will not constitute a traffic hazard because of reduced visibility. No landscaping is being installed that will affect traffic visibility. C. Installation requirements. The installation of all landscaping shall be as follows: 1. All landscaping shall be installed according to accepted planting procedures; 2. The plant materials shall be of high grade, and shall meet the size and grading standards of the American Standards for Nurberg Stock (ANSI Z60, 1-1986, and any future revisions); and 3. Landscaping shall be installed in accordance with the provisions of this title. D. Certificate of occupancy. Certificates of occupancy shall not be issued unless the landscaping requirements have been met or other arrangements have been made and approved by the City such as the posting of a bond. E. Protection of existing vegetation. Existing vegetation on a site shall be protected as much as possible: 1. The developer shall provide methods for the protection of existing vegetation to remain during the construction process; and Existing vegetation will be protected with 150' of silt fencing installed down hill from construction activities as well as silt sacks installed in the catch basin, if present. Any vegetation disturbed during the construction activities will be replaced according to 18.745.060. 2. The plants to be saved shall be noted on the landscape plans (e.g., areas not to be disturbed can be fenced, as in snow fencing which can be placed around individual trees). Any vegetation disturbed during the construction activities will be replaced according to 18.745.060. F. Care of landscaping along public rights-of-way. Appropriate methods for the care and maintenance of street trees and landscaping materials shall be provided by the owner of the property abutting the rights-of-way unless otherwise required for emergency conditions and the safety of the general public. No public rights-of-way will be affected by construction activities. G. Conditions of approval of existing vegetation. The review procedures and standards for required landscaping and screening shall be specified in the conditions of approval during development review and in no instance shall be less than that required for conventional development. H. Height restrictions abutting public rights-of-way. No trees, shrubs or plantings more than 18 inches in height shall be planted in the public right-of-way abutting roadways having no established curb and gutter. No re-vegetation will occur in public rights-of-way. Chapter 18.745.060 Re-vegetation A. When re-vegetation is required. Where natural vegetation has been removed through grading in areas not affected by the landscaping requirements and that are not to be occupied by structures, such areas are to be replanted as set forth in this section to prevent erosion after construction activities are completed. The majority of native vegetation that will be disturbed will be occupied by the retaining wall. A 15' swath to the West of the retaining wall will be disturbed and not occupied by the retaining wall. This area will be replanted with native NW Ferns and shrubs to match surrounding vegetation. B. Preparation for re-vegetation. Topsoil removed from the surface in preparation for grading and construction is to be stored on or near the sites and protected from erosion while grading operations are underway; and Approximately 24-36 cubic yards of top soil will be retained on site for re-vegetation purposes. 1. Such storage may not be located where it would cause suffocation of root systems of trees intended to be preserved; and This top soil will be stored on concrete and properly covered to prevent erosion. The property is on a dead end street with enough room to store the top soil where it will not interfere with local traffic. 2. After completion of such grading, the topsoil is to be restored to exposed cut and fill embankments or building pads to provide a suitable base for seeding and planting. The 24-36 cubic yards of top soil retained during excavation will be returned to the disturbed area directly to the West of the retaining wall. C. Methods of re-vegetation. 1. Acceptable methods of re-vegetation include hydro-mulching or the planting of rye grass, barley, or other seed with equivalent germination rates, and: a) Where lawn or turf grass is to be established, lawn grass seed or other appropriate landscape cover is to be sown at not less than four pounds to each 1,000 square feet of land area; Lawn and turf grass are not appropriate vegetation and not similar to surrounding steep slope vegetation. b) Other re-vegetation methods offering equivalent protection may be approved by the approval authority; The slope is currently populated with Ferns and native trees. Areas disturbed by construction activities will be re-vegetated with native NW Ferns and shrubs. c) Plant materials are to be watered at intervals sufficient to ensure survival and growth; and Vegetation chosen will be installed under professional supervision and will be properly watered to ensure survival. Native plants and shrubs will be selected to aid in long term survival. d) The use of native plant materials is encouraged to reduce irrigation and maintenance demands. Native NW Ferns and shrubs will be used for re-vegetation purposes. Chapter 18.775.070 C. With steep slopes. The appropriate approval authority shall approve, approve with conditions or deny an application request for a sensitive lands permit on slopes of 25% or greater or unstable ground based upon findings that all of the following criteria have been satisfied: 1. The extent and nature of the proposed land form alteration or development will not create site disturbances to an extent greater than that required for the use; The construction process will be limited to excavation necessary for installation of the retaining wall. Additionally, by using tiered platforms to work from, excavators will minimize the impact on the slope. Excavators will be able to perform construction activities within a 15' swath to the West of the retaining wall. 2. The proposed land form alteration or development will not result in erosion, stream sedimentation, ground instability, or other adverse on-site and off-site effects or hazards to life or property; The steep slope is already eroding and undermining the foundation of the house. The retaining wall will prevent further erosion as well as stabilize the foundation of the house. Additionally 150' of silt fencing installed down hill from construction activities and silt sacks will be installed in the catch basin. 3. The structures are appropriately sited and designed to ensure structural stability and proper drainage of foundation and crawl space areas for development with any of the following soil conditions: wet/high water table; high shrink-swell capability; compressible/organic; and shallow depth-to-bedrock; and The retaining wall is necessary to ensure the structural stability of the house foundation. The retaining wall has no effect on the drainage of the foundation or crawl space of the existing house. 4. Where natural vegetation has been removed due to land form alteration or development, the areas not covered by structures or impervious surfaces will be replanted to prevent erosion in accordance with Chapter 18.745, Landscaping and Screening. The areas affected by construction that are not occupied by a structure will be replanted with native NW Ferns and shrubs in accordance with Chapter 18.745. See responses to chapter 18.745 for additional information. Chapter 18.790.050 Tree Removal: Permit Applicability A. Removal permit required. Tree removal permits shall be required only for the removal of any tree which is located on or in a sensitive land area as defined by Chapter 18.775. The permit for removal of a tree shall be processed as a Type I procedure, as governed by Section 18.390.030, using the following approval criteria: 1. Removal of the tree must not have a measurable negative impact on erosion, soil stability, flow of surface waters or water quality as evidenced by an erosion control plan which precludes: a) Deposits of mud, dirt, sediment or similar material exceeding 1/2 cubic foot in volume on public or private streets, adjacent property, or into the storm and surface water system, either by direct deposit, dropping, discharge or as a result of the action of erosion; There are three large Douglas Fir trees that will need to be removed for the installation of the retaining wall. These trees either lie directly in the path of the wall or where equipment will need access to build the wall. The roots will remain in place and the stumps will be ground so there is no negative impact on erosion, soil stability, or flow of surface waters or water quality. b) Evidence of concentrated flows of water over bare soils; turbid or sediment- laden flows; or evidence of on-site erosion such as rivulets on bare soil slopes where the flow of water is not filtered or captured on site using the techniques of Chapter 5 of the Washington County Unified Sewerage Agency Environmental Protection and Erosion Control rules. There are three large Douglas Fir trees that will need to be removed for the installation of the retaining wall. These trees either lie directly in the path of the wall or where equipment will need access to build the wall. The roots will remain in place and the stumps will be ground so there is no negative impact on erosion, soil stability, or flow of surface waters or water quality. 2. Within stream or wetland corridors, as defined as 50 feet from the boundary of the stream or wetland, tree removal must maintain no less than a 75% canopy cover or no less than the existing canopy cover if the existing canopy cover is less than 75%. The area has dense canopy cover. There are only three large Doug Fir trees and a few smaller trees being removed and it is estimated that their removal is well within the 75% canopy requirement. y %6 GEODESIGN Z RECEIVED OCT 10 2012 CITY OF TIGARD PLANNING/ENGINEERING REPORT OF GEOTECNICAL ENGINEERING SERVICES Collins Residence 13739 SW Lauren Lane Tigard, Oregon For Eric and Stacia Collins May 18, 2012 GeoDesign Project: CollinsES-1-01 1 Engineers I Geologists I Environmental Consultants • GEO DESIGNz May 18, 2012 Eric and Stacia Collins 13739 SW Lauren Lane Tigard, OR 97223 Report of Geotechnical Engineering Services Collins Residence 1 3739 SW Lauren Lane Tigard, Oregon GeoDesign Project: CollinsES-1-01 GeoDesign, Inc. is pleased to submit this report of geotechnical engineering services for the residential property located at 13739 SW Lauren Lane in Tigard, Oregon. We completed a geologic and geotechnical engineering study and provided recommendations for slope stability mitigation and design parameters for use in analysis and design of an underpinning solution. Our services for this project were conducted in accordance with our proposal dated February 17, 2012. We appreciate the opportunity to be of service to you. Please call if you have questions regarding this report. Sincerely, GeoDesign, Inc. Erica M. Hann, P.E. Stephen P Palmer, Ph.D., C.E.G. Project Engineer Principal Engineering Geologist cc: Mr. Michael Houghton, Concrete Lifting Solutions (via email only) Mr. Dean Zarosinski, Zarosinski Engineering & Design (via email only) EMH:SPP:BAS:kt Attachments Two copies submitted Document ID:CollinsES-1-01-051812-geor.doc ©2012 GeoDesign,Inc. All rights reserved. y TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 1 2.0 PURPOSE AND SCOPE 1 3.0 SITE CONDITIONS 2 3.1 Geologic Setting 2 3.2 Landslide Hazards 2 3.3 Surface Conditions 2 3.4 Subsurface Conditions 3 4.0 CONCLUSIONS AND RECOMMENDATIONS 4 4.1 Possible Causes of Distress 4 4.2 Discussion 4 4.3 Repair Recommendations 4 4.4 Slope Stability Analyses 5 4.5 Wall Anchors 6 4.6 MSE Wall Reinforcement 7 4.7 Wall Drains 7 5.0 CONSTRUCTION RECOMMENDATIONS 7 5.1 Existing Drainage Conditions 7 5.2 Stripping and Clearing 8 5.3 Subgrade Evaluation 8 5.4 Wall Foundation Preparation 8 5.5 Wet Weather/West Soil Grading 8 5.6 Temporary Slopes 8 5.7 Permanent Slopes 8 5.8 Materials 9 6.0 LIMITATIONS 9 REFERENCES 1 1 FIGURES Vicinity Map Figure 1 Site Plan Figure 2 West Foundation Elevation Figure 3 APPENDICES Appendix A Field Exploration Data A-1 Laboratory Testing A-1 Exploration Key Table A-1 Soil Classification System Table A-2 Boring Logs Figures A-1 - A-4 Hand Auger Logs Figures A-5 -A-6 Atterberg Limits Test Results Figure A-7 Summary of Laboratory Data Figure A-8 CEODESIGN= CollinsES-1-01:051812 TABLE OF CONTENTS PAGE NO. APPENDICES (continued) Appendix B Global Wall Stability Output B-1 Analysis Output ACRONYMS GEODESIGN= CollinsES-1-01:051812 1.0 INTRODUCTION GeoDesign, Inc. is pleased to submit this report of geotechnical engineering services for the residential property located at 13739 SW Lauren Lane in Tigard, Oregon. The site is shown relative to surrounding physical features on Figure 1 . The existing home is situated near a steep slope, and an approximately 4-foot-tall retaining wall is located along the west perimeter of the property. Measurements indicate an approximate 5-inch difference in floor elevation from the southeast to northwest corners of the residential structure. In addition, the block retaining wall present on the west side of the property at the top of the slope is showing signs of distress. Based on our conversations with you, as well as the completion of multiple field visits, we believe that the distress is limited to the retaining wall. In our opinion, differential measurements within the structure are likely a result of poor construction practices as there are no cracks or signs of foundation distress. The project includes mitigation of slope movement along the western side of the home. Our mitigation design is based on the results of our subsurface investigation in conjunction with our field evaluations. Construction and anchor placement design will be provided by Concrete Lifting Solutions, and structural engineering support will be provided by Zarosinski Engineering and Design. For your reference, definitions of all acronyms used herein are defined at the end of this document. 2.0 PURPOSE AND SCOPE The purpose of our services was to evaluate existing slope conditions and explore subsurface conditions at the site to provide the basis for geotechnical recommendations for slope mitigation. The specific scope of services included the following: • Coordinated and managed the field exploration program. • Reviewed site conditions. • Advanced four solid-stem auger borings throughout the work area to depths ranging between 18.2 and 31.5 feet BGS. • Three borings were completed on the western slope of the house. • One boring was completed on the eastern side of the house. • Advanced four hand-auger borings across the site to depths ranging between 3.5 and 5.5 feet BGS. • Classified and maintained a detailed log of the materials encountered in the explorations. • Completed laboratory analyses on disturbed and undisturbed soil samples obtained from the explorations, as follows: • Thirteen moisture content determinations in general accordance with ASTM D 2216 • One Atterberg limits test in general accordance with ASTM D 4318 • Recommended design criteria for permanent retaining walls (including lateral earth pressures, backfill, compaction, and drainage). • Assessed global stability for the chosen mitigation option. • Provided this report summarizing our explorations, laboratory testing, analyses, and recommendations. G EODESIGN= 1 CollinsES-1-01:051812 T 3.0 SITE CONDITIONS 3.1 GEOLOGIC SETTING The site is located within the Tualatin Basin of the Puget Sound-Willamette Valley physiographic province, a tectonically active lowland located along the convergent Cascadia margin (Orr and Orr, 1999). The Tualatin Basin is a gentle syncline located between the uplifted Coast Ranges to the west, the Chehalem Mountains to the south, and the Tualatin Mountains (Portland Hills) to the north. The Tualatin Mountains have been uplifted along northwesterly oriented faults, including the steeply dipping Portland Hills Fault located along the eastern flank. Locally, the site is situated on the northern flank of Bull Mountain, which is a structural anticline feature located within the southeastern portion of the Tualatin basin (Schlicker and Deacon, 1967). The bedrock geology at the site is mapped as middle Miocene Columbia River Basalt Group (Madin, 1990). This bedrock unit underlies the entire Tualatin basin (Schlicker and Deacon, 1967) and ranges in thickness from several feet to approximately 1,500 feet. The Columbia River Basalt Group overlies Tertiary marine sedimentary rocks. 3.2 LANDSLIDE HAZARDS We completed a review of available geologic publications and a site reconnaissance to identify landslide hazards relevant to the site vicinity. Our review of the Statewide Landslide Information Database for Oregon (DOGAMI, 2012) did not find any mapped landslides at the site. However, several shallow, historic slides were located from 800 to 1,500 feet south of the site. These mapped landslides are located along the slopes of the drainage that separates SW Essex Drive and SW Ascension Drive. Our field reconnaissance noted several young, curved, and back-bent alder trees growing on the steep, side cast fill slope directly downslope (west) of boring B-1. Trees having back-bent trunks may indicate past or current slope instability and soil creep. The size and corresponding age of these alders indicates that they sprouted after completion of the earthwork associated with development of the site, indicating soil creep. Large, mature, and straight-growing Douglas-fir trees were observed along the natural slope outside of areas disturbed by earthwork. These trees showed no indication of trunk curvature associated with downslope soil movement. 3.3 SURFACE CONDITIONS The site is developed with a two-story, single-family residence built in the late 1990s. The house is situated at the end of SW Lauren Lane and is located at the west end of the adjacent housing development. Moderately steep slopes are present on the western edge of the property. Large, mature Douglas-fir trees grow on the slope and within the drainage at the base of the slope. An approximately 4-to 5-foot-tall block retaining wall is present along the western edge of the home at the top of the slope. The retaining wall continues north of the house into the yard area of the property and south of the house along an RV parking space to the west of the home's driveway as shown on Figure 2. The floor of the house is not level, with the lowest measured elevations at the northwestern corner of the structure. No cracks or evidence was observed that would indicate foundation movement after construction was completed. Evidence of lateral movement and distress of the existing retaining wall and adjacent concrete sidewalk was observed during our field reviews. GEODESIGNk 2 CollinsES-1-01:051812 3.4 SUBSURFACE CONDITIONS 3.4.1 General Subsurface conditions were explored by drilling four solid-stem auger borings (B-1 through B-4) and four hand-auger soil borings (HA-1 through HA-4) on March 12 and 13, 2012. Borings B-1 through B-4 were drilled to depths ranging between 18.2 and 31.5 feet BGS. Borings HA-1 through HA-4 were drilled to depths ranging between 3.5 and 5.5 feet BGS. The approximate locations of the borings are shown on Figure 2. The soils encountered in our explorations have been grouped into fill and colluvium or decomposed bedrock. A laboratory testing program was performed to evaluate soil properties on samples obtained from these borings. The exploration logs and laboratory test results are presented in Appendix A. 3.4.2 Fill Fill was encountered in borings B-1 through B-4 to depths ranging between 5.0 and 12.5 feet BGS. Fill was not encountered in explorations HA-1 through HA-4. In general, the fill thickness increases from the east to the west with the thickest fill zones at the crest of the western slope. Fill tapers to match native grades along the western slopes above the elevations of the hand- auger explorations. Fill encountered consists of medium stiff to very stiff silt with varying amounts of clay, sand, and gravel. Trace organics were also encountered near the surface of the fill in borings B-1 and B-2. A 1.5-foot-thick zone of medium dense gravel fill was encountered within the silt fill in boring B-1 at a depth of 6.5 feet BGS. The fill is interpreted to be associated with mass grading operations for the adjacent housing development. Laboratory testing of selected fill samples indicates the moisture content varied between 16 and 23 percent at the time of our exploration. 3.4.3 Colluvium Colluvium was encountered in all of the locations explored. Colluvium was encountered at the surface in the hand-auger borings and beneath the fill in the solid-stem auger borings. The colluvium generally consists of medium stiff to very stiff silt or clay with occasional zones of soft material. The colluvium contains varying amounts of sand and gravel. The colluvium was encountered to the terminal depths of the hand-auger borings (HA-1 through HA-4). Laboratory testing of selected colluvium samples indicates that the moisture content of the colluvium varied between 26 and 31 percent at the time of our exploration. Atterberg limits test results indicate the native silt at the site has medium plasticity. 3.4.4 Decomposed Bedrock Decomposed bedrock was encountered underlying the colluvium in borings B-1 through B-4. The decomposed bedrock consists of stiff to hard silt and clay with varying amounts of sand and gravel. The gravel clasts exhibited a relic rock structure. Laboratory testing of selected decomposed bedrock samples indicates that the moisture content varied between 37 and 46 percent at the time of our exploration. 3.4.5 Groundwater Groundwater was not observed in our explorations. The depth to groundwater may fluctuate in response to seasonal changes, changes in surface topography, and other factors not observed during our exploration. GEODESIGN= 3 CollinsES-1-01:051812 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 POSSIBLE CAUSES OF DISTRESS A significant amount of fill was encountered in our explorations, and our explorations do not indicate that the existing wall contains reinforcement. It is our opinion that the majority of the home is founded beneath the fill material and that the distress observed at the property is due to wall movements. The existing retaining wall is constructed using landscaping blocks and does not provide adequate resistance to the applied earth pressure. 4.2 DISCUSSION We understand that a contractor has been selected to install helical anchor piles and anchors at the home. Original mitigation plans included underpinning and lifting of the home; however, further exploration indicates that underpinning is not necessary, as it appears that the house foundation has not experienced significant movement since the time of construction. In our opinion, the existing retaining wall is not adequately designed and is poorly constructed. We recommend that the existing retaining wall be repaired to restrain lateral movement of the fill, which would otherwise continue over time. Our repair recommendations are provided in the following sections of this report. 4.3 REPAIR RECOMMENDATIONS In conducting our analysis of potential mitigation options we considered a rock buttress, tiebacks drilled through the existing wall, and construction of a new tieback wall and MSE wall. Based on our preliminary analysis and calculations, we have determined that a new tieback wall in the southern portion of the site and an MSE wall in the northern portion of the site will be the more cost-effective solution. Extremely large volumes of rock would be required to construct a buttress on the western slope below the existing retaining wall. The large amount of rock fill and the difficulty of performing the earthwork on the sloping ground would result is a substantial cost for this mitigation option. A tieback system could be installed using equipment operated from the existing walkway if the western deck is removed and re-built following construction. The new wall should be placed a minimum of 5 feet downslope from the existing retaining wall to allow for installation of the tieback anchors such that they do not interfere with the existing home foundations. Figure 3 presents the approximate foundation depths along the western wall of the home. We recommend that the placement of the tieback anchors alternate between the upper and lower half of the new wall,where possible. We recommend that additional anchors be placed vertically at the base of the new wall and used to tie in reinforcement for a concrete facing. The new concrete wall can then be backfilled and helical anchors can be drilled through the new wall. We recommend that the reinforced concrete facing be used to provide a means of connecting the tiebacks to the wall support. The project structural engineer should be retained to design the facing structure and tieback connection. We have discussed our mitigation alternative with the contractor, and they are capable of designing the exact layout of the tieback anchors as well as overseeing construction of the wall system. Recommendations for design and construction of the tieback wall are presented in the following sections of this report. GEODESIGN= 4 CollinsES-1-01:051812 In the northern portion of the property, in the yard area, an MSE wall can be constructed as an alternative to a tieback wall and may provide a more cost-effective solution. The MSE wall can be constructed in the location of the existing wall. We have assumed that a mechanically stabilized block wall will be used for the purpose of our design. The location of the proposed wall is shown on Figure 2. 4.4 SLOPE STABILITY ANALYSES We analyzed the global stability of the existing wall and proposed walls using the slope stability- modeling program Slope/W(Version 7.1 1) by Geo-Slope International, Ltd. Slope/W performs two-dimensional limiting equilibrium analysis to compute slope stability. Our analyses used the Morgenstern-Price method of resolving interslice forces. The factor of safety against slope failure is defined as the ratio of the forces resisting slope movement (e.g., soil strength, soil mass, etc.) to the forces driving slope movement(e.g., gravity,water pressure, earthquake shaking). The program predicts the location and geometry of critical failure planes,which are the failure surfaces with the lowest factors of safety. A factor of safety less than 1.0 infers that the model is not in equilibrium and slope movement is likely to occur. The minimum factor of safety considered for long-term slope stability at the site is 1.5 for static conditions and 1 .1 for seismic conditions. The slope stability analyses were performed for the existing wall configuration and for different mitigation options. 4.4.1 Model Geometry Stability analyses were performed for four geologic cross sections based measurements collected in the field. The locations of the stability sections are shown on Figure 2. The subsurface conditions in the model were determined based on the available data from borings advanced at the site. 4.4.2 Soil Strength Parameters The modeling parameters used for analysis of site soils were determined based on available borehole data, field and laboratory testing, available blow count information conducted on samples collected from the site. The soil properties used in the analyses are presented in Table 1. Table 1. Soil Parameters For Retaining Wall Design Soil Type Friction Angle Cohesion Unit Weight (degrees) (psf) (pcf) Fill 30 25 110 Native Silt 32 100 110 Weathered Bedrock 33 100 100 4.4.3 Loading Conditions The load of the existing home was modeled near the top of the wall by applying a surcharge pressure of 500 psf. Hydrostatic pressures were not considered in the design because groundwater was not encountered in our explorations. Our design includes pseudo-static GEODESIGN= s CollinsES-1-01:051812 horizontal pressures on the walls resulting from seismic activity. The seismic coefficient used in the Mononobe-Okabe analysis is equal to one-half the 1,000-year PGA(1/2*0.26=0.13). 4.4.4 Results of Global Stability Analysis GeoDesign analyzed global stability of the existing conditions and the tieback system using the subsurface information collected during our subsurface explorations. The analysis was completed using the 2007 edition of SlopeW and the Morgenstern and Price approach to solving interslice forces. As is standard for the geotechnical practice, the pseudo-static analysis was performed using a seismic coefficient equal to 0.13, or approximately one-half of the design PGA. Four sections were analyzed at the locations shown on Figure 2. The soil parameters used for global stability are presented in Table]. The results of the analysis are summarized in Table 2. The global stability results are presented in Appendix B of this report. Table 2. Global Stability Summary Stability Section Factor of Safety Existing Static Seismic A-A' 1 .0 1.5 1.1 B-B' 1 .0 2.0 1.6 C-C' 1.1 1.8 1 .4 D-D' 1.0 1.6 1 .3 Our global stability analysis indicates that an anchor spacing of 5 feet on center and an allowable capacity of 20 kips is required to achieve the minimum factors of safety at the site. We have assumed a minimum anchor length of 30 feet and an inclination of 20 degrees from horizontal for our analyses. 4.5 WALL ANCHORS We recommend that a new wall and tieback system be used to mitigate movements at the site. Tiebacks can consist of helical anchors extending into the native material, providing additional lateral support for the wall. These systems are proprietary and will require site-specific design by the specialty contractor. We recommend that the specialty contractor provide final design recommendations and conduct field testing on selected anchors to verify the design capacities. The tieback system should be designed based on an at-rest equivalent fluid pressure equal to 55 pcf. These values are based on the assumption that: (1)the backfill is level, (2)the backfill consists of granular material, and (3)the backfill is drained. These values do not include surcharge loads other than residential floor loads. Our global stability analysis indicates that an anchor spacing of 5 feet on center and an allowable capacity of 20 kips is required to achieve the minimum factors of safety for global stability at the site. We have assumed a minimum anchor length of 30 feet for our analyses. The anchors should extend into the native material encountered at the site and to a greater length, if necessary, to develop the desired capacities. Anchors should be inclined at an angle of 20 degrees from horizontal. G EO DESIG Nh 6 CollinsES-1-01:051812 Prior to installing production anchors, we recommend that performance tests be conducted on a minimum of three anchors. The purpose of these tests is to verify the installation procedure selected by the contractor before a large number of anchors are installed. Performance tests should be performed to 150 percent of the design load. We recommend that proof tests be conducted on all production anchors. The anchors should be proof tested to at least 133 percent of the design load. Tieback anchors should then be locked off at 100 percent of the design load. We recommend that vertical helical anchors be installed prior to wall construction to tie in wall reinforcing. For our global stability analysis,we assumed a spacing of 5 feet and a shear capacity of 5 kips. Vertical elements should be installed to a minimum depth of 15 feet BGS. The reinforced concrete facing should be constructed at the face of the new retaining wall. This system should be designed by a structural engineer. 4.6 MSE WALL REINFORCEMENT The geogrid selected for MSE wall reinforcement at the northern end of the property was selected to resist a maximum tensile force of 3,000 pounds. The long-term design strength of the geogrid should be equal to or greater than the maximum tensile force. We recommend the use of Strata Grid SG 500 geogrid or approved equal for construction. We have assumed a minimum geogrid spacing of 2 feet. The minimum length of the geogrid is 9 feet. The MSE wall should be embedded a minimum of 2 feet into the native silt material. 4.7 WALL DRAINS Our recommendations have been provided assuming that back of wall drains will be installed to prevent buildup of hydrostatic pressures behind all walls. We recommend that a minimum 1-foot- wide column of angular drain rock wrapped in geotextile is placed against the wall. The rock column should extend from the base of the wall to within approximately 1 foot of the ground surface. Impermeable fill should be placed between the column of drain rock and the ground surface. The drainage pipe should be embedded in a zone of coarse sand or gravel meeting OSSC 00430.11 - Granular Drain Backfill Material for granular drain backfill and containing not more than 2 percent by dry weight passing the U.S. Standard No. 200 Sieve (washed analysis). The pipe should be sloped to drain toward a suitable discharge. 5.0 CONSTRUCTION RECOMMENDATIONS 5.1 EXISTING DRAINAGE CONDITIONS During our site reviews,we observed that the gutter drains along the western side of the house connect to a perimeter tightline pipe that is buried beneath the concrete walkway. Because of the movement of the walkway and underlying soils, it is possible that this tightline pipe may be broken and could be leaking drain water into the soils behind the failing retaining wall. In the area of the driveway adjacent to the garage we observed two collector drains that may connect to the perimeter tightline pipe. Also,we observed the ends of a landscape irrigation line that extend above the concrete walkway next to the house. GEODESIGN= 7 CollinsES-1-01:051812 We recommend that the tightline pipe, irrigation line, and collector drains be inspected to ensure that no water is being introduced into the fill soil underlying the concrete walkway and that appropriate corrective measures undertaken if leakage of drain or irrigation water is discovered. 5.2 STRIPPING AND CLEARING The existing vegetation and root zone should be stripped and removed from the proposed wall footprint and where backfill material will be placed. The stripping depth should be based on field observations at the time of construction. Stripped material should be transported off site for disposal or used in landscaped areas. 5.3 SUBGRADE EVALUATION After required stripping and site cutting have been completed,we recommend probing the wall foundation with a foundation probe to identify areas of excessive yielding,which may be indicative of underlying soft, loose, or unsuitable soil. Soft or loose zones identified during probing should be excavated and replaced with compacted structural fill. 5.4 WALL FOUNDATION PREPARATION Wall foundation preparation should be performed in accordance with OSSC 00330.41 - Excavations and OSSC 00330.42 - Embankment, Fills, and Backfills. OSSC 00330.42(8) - Compact Existing Ground requires scarifying the existing ground surface and compacting in place the top 1 foot of the subgrade to density requirements specified in OSSC 00330.43 - Earthwork Compaction Requirements. 5.5 WET WEATHER/WET SOIL GRADING The fine-grained soils at the site are easily disturbed during the wet season or when the moisture content of the material is more than a few percentage points above optimum. This will likely be throughout the year, except between mid-summer through early fall (typically from early July to mid-October). If not carefully executed, site preparation can create extensive soft areas, and significant subgrade repair costs can result. If construction is planned when the surficial soils are wet or may become wet,the construction methods and schedule should be carefully considered with respect to protecting the subgrade to reduce the need to over-excavate disturbed or softened soil. 5.6 TEMPORARY SLOPES Temporary excavation side slopes will be required for wall construction. We recommend that temporary side slopes be no steeper than 1.5H:1 V in the soils encountered at the site. If sloughing or instability is observed, the slope should be flattened or the cut supported by shoring or bracing. 5.7 PERMANENT SLOPES Permanent fill slopes may be constructed at the top of retaining walls to meet existing grades. We recommend that permanent fill slopes be constructed to inclinations no steeper than 4H:1 V. GEODESIGN= 8 CollinsES-1-01:051812 5.8 MATERIALS 5.8.1 Native Soil The material at the site should be suitable for use as general structural fill provided it is properly moisture conditioned; free of debris, organic materials, and particles over 4 inches in diameter; and meets the requirements set forth in OSSC 00330.12 - Borrow Material. Significant moisture conditioning may be required to use on-site silty soil for structural fill. This will only be possible during extended periods of dry weather. When used as structural fill, on-site fine-grained soils should be placed in lifts with a maximum uncompacted thickness of 6 to 8 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 698. 5.8.2 Retaining Wall Backfill and Reinforced Fill Backfill behind the new tieback wall and within the reinforced zone of the MSE wall should meet the requirements set forth in OSSC 0510.12 - Granular Wall Backfill. Material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557, except that fill within 3 horizontal feet of the wall should be placed in uniform horizontal lifts and compacted to 90 percent of the maximum density, as determined by ASTM D1557, to reduce the effect of compaction-induced stresses against the retaining wall. Backfill materials should be benched into the existing slope. 5.8.3 Drain Rock Material Drain rock should consist of angular, granular material with a maximum particle size of 1% inches and should meet OSSC 00430.11 -Granular Drainage Blanket Material. The material should be free of roots, organic matter, and other unsuitable materials and have less than 2 percent by dry weight passing the U.S. Standard No. 200 Sieve (washed analysis). 6.0 LIMITATIONS We have prepared this report for use by Eric and Stacia Collins and members of the design and construction team for the proposed project. The report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as warranty of the subsurface conditions and are not applicable to other sites. Exploration observations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata, pavement, or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re-evaluation will be necessary. The scope of our services does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. GEODESIGN= 9 CollinsES-1-01:051812 Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty, express or implied, should be understood. ♦ ♦ ♦ We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. PROF.t. �� G I fV l �� O • 80037 r--1 Erica M. Hann, P.E. Project Engineer 1/ ORE N� Oc. 31,��G�� S �`r7CA M . HP Stephen . Palmer, C.E.G. 'EXPIRES: 4-,40//5 Principal Engineering Geologist GEODESIGNZ 10 CollinsES-1-01:051812 REFERENCES DOGAMI, 2012, Statewide Landslide Information Database for Oregon(SLIDO-2), Oregon Department of Geology and Mineral Industries, accessed April 19, 2012 at htto://www.oregongeology.com/sub/slido/index.htm Madin, Ian P., 1990, Earthquake-Hazard Geology Maps of the Portland Metropolitan Area, Oregon: Text and Map Explanation, Oregon Department of Geology and Mineral Industries, Open-File Report 0-90-2, 21 p., 8 plates. Orr, Elizabeth L., Orr, William N., and Baldwin, [wart M., 1999, Geology of Oregon, Kendall/Hunt Publishing Company, Dubuque, Iowa Schlicker, H. G.; Deacon, R.J., 1967, Engineering Geology of the Tualatin Valley Region, Oregon: Oregon Department of Geology and Mineral Industries Bulletin 60, 110 p, 4 plates. 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' ,` et, '',.;.,,'„ 3:.,......„.. ...„4„, z :,, •,,, -- APPROXIMATE LOCATION Z m °- OF EXISTING RETAINING W ICL r DECK HA 4Z 3 ,Trr� ,,, rZ, ©B3 PBZ — R ,, REPLACE EXISTING > BLOCK WALL WITH 111/11> MSE WALL r . w APPROXIMATE ‘t: Lu - H I- LOCATION g HA-3Z HA 2Z g OF PROPOSED > ' x X TIEBACK WALL 0 0 in ct a a w Q Q Q 2 X 0 cc a. �� Q HA-1Z 44 G LITY z 1 Q STEM WALL PATHWAY //// -STEM WALL ��'� N rte./ Z//ter. • /// . di•A • f • X' .. . • a . . ' ;. 4 FOOTING a A' . •.•4 I I I 10 20 30 40 50 DISTANCE(FEET) 0 5 I l APPENDIX A APPENDIX A FIELD EXPLORATION DATA GENERAL We explored the existing conditions on the slope by advancing four solid-stem auger drilled borings (B-1 through B-4) and four hand-auger borings (HA-1 through HA-4)on March 12 and 13, 2012. The locations of these borings are shown on Figure 2. The solid-stem auger borings were drilled with a 6-inch-inner diameter auger and were subsequently backfilled with bentonite. The hand-auger borings were drilled using a 4-inch-outer diameter, hand-operated auger and were subsequently backfilled with the cuttings. SOIL SAMPLING A member of our geologic staff observed the explorations. We obtained representative samples of the various soils encountered in the borings for geotechnical laboratory testing. Soil samples were obtained from the borings using one of the following methods: Samples were obtained from the drilled borings using a 1.5-and 3.0-inch-inside diameter, split- spoon sampler in general accordance with ASTM D 1586. SPTs were generally conducted at the sampling intervals shown on the attached logs. The split-spoon sampler was driven into the soil using a 140-pound hammer free-falling 30 inches. The number of blows required to drive the sampler the final 12 inches or as noted on the exploration logs. Relatively undisturbed samples were obtained at selected intervals by pushing a Shelby tube sampler 24 inches ahead of the boring front or as noted on the exploration logs in general accordance with ASTM D 1587. LABORATORY TESTING CLASSIFICATION AND MOISTURE CONTENT We tested the natural moisture content of selected soil samples in general accordance with ASTM D 2216. The natural moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The moisture contents are presented on the exploration logs. ATTERBERG LIMITS The plastic and liquid limits (Atterberg limits) of one soil sample obtained from our field investigations were determined in accordance with ASTM D 4318. This testing was completed to aid in the classification of the soil and evaluation of its shrink-swell potential. The plastic limit is defined as the moisture content (in percent)where the soil becomes brittle. The liquid limit is defined as the moisture content where the soil begins to act similar to a viscous liquid. The plasticity index is the difference between the liquid and plastic limits. The results of the Atterberg limits testing are presented on the appropriate exploration logs and on Figure A-7 in this appendix. G EODESIGN= A-1 CollinsES-1-01:051812 APPENDIX B GLOBAL WALL STABILITY OUTPUT Global wall stability was conducted using the 2007 version of SlopeW. Global stability analysis was conducted at the four stability section locations shown on Figure 2. The output is included in this appendix. G EO DESIGN= B-I CollinsES-1-01:051812 SYMBOL SAMPLING DES 'TION IC Location of sample obtained in general accordance with ASTM D 1 586 Standard Penetration Test with recovery 11 Location of sample obtained using thin-wall Shelby tube or Geoprobe® sampler in general accordance with ASTM D 1 587 with recovery 1 Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery I Location of sample obtained using Dames & Moore and 140-pound hammer or pushed with recovery 1 Location of sample obtained using 3-inch-O.D. California split-spoon sampler and 140-pound hammer XLocation of grab sample Graphic Log of Soil and Rock Types .` `. / Observed contact between soil or Rock coring interval ;-=; / rock units(at depth indicated) V Water level during drilling Inferred contact between soil or rock units(at approximate depths indicated) Y Water level taken on date shown ` — .t. -; GEOTECHNICAL TESTING EXPLANATIONS ATT Atterberg Limits PP Pocket Penetrometer CBR California Bearing Ratio P200 Percent Passing U.S. Standard No. 200 CON Consolidation Sieve DD Dry Density RES Resilient Modulus DS Direct Shear SIEV Sieve Gradation HYD Hydrometer Gradation TOR Torvane MC Moisture Content UC Unconfined Compressive Strength MD Moisture-Density Relationship VS Vane Shear OC Organic Content kPa Kilopascal P Pushed Sample ENVIRONMENTAL TESTING EXPLANATIONS CA Sample Submitted for Chemical Analysis ND Not Detected P Pushed Sample NS No Visible Sheen PID Photoionization Detector Headspace SS Slight Sheen Analysis MS Moderate Sheen ppm Parts per Million HS Heavy Sheen GEODESIGN= EXPLORATION KEY TABLE A-1 155/5 SW Sequoia Parkway-Suite 100 Portland OR 97224 Off 503.968.8787 Fax 503.968.3068 RELATIVE DENSITY - COARSE ..AINED SOILS Relative Density Standard Penetration Dames& Moore Sampler Dames& Moore Sampler ' Resistance (140-pound hammer) (300-pound hammer) Very Loose 0 - 4 0 - 11 0 -4 Loose 4 - 10 1 1 - 26 4 - 10 Medium Dense 10 - 30 26 - 74 10 - 30 Dense 30 - 50 74 - 120 30 - 47 Very Dense More than 50 More than 120 More than 47 CONSISTENCY - FINE-GRAINED SOILS Consistency Standard Penetration Dames& Moore Sampler Dames& Moore Sampler Unconfined Compressive Resistance (140-pound hammer) (300-pound hammer) Strength (tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2 - 4 3 - 6 2 - 5 0.25 -0.50 Medium Stiff 4 - 8 6 - 12 5 - 9 0.50 - 1.0 Stiff 8 - 15 12 - 25 9- 19 1.0 - 2.0 Very Stiff 15 - 30 25 -65 19 - 31 2.0 - 4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS GROUP SYMBOL GROUP NAME CLEAN GRAVELS GW or GP GRAVEL GRAVEL (< 5%fines) (more than 50%of GRAVEL WITH FINES GW-GM or GP-GM GRAVEL with silt coarse fraction (.. 5%and _< 1 2%fines) GW-GC or GP-GC GRAVEL with clay COARSE-GRAINED retained on GRAVELS WITH FINES GM silty GRAVEL SOILS No. 4 sieve) (> 12%o fines) GC clayey GRAVEL GC-GM silty, clayey GRAVEL (more than 50% CLEAN SANDS retained on SAND (<5%fines) SW or SP SAND No. 200 sieve) SW-SM or SP-SM SAND with silt me (50%or ore of SANDS WITH FINES coarse mor (> 5%and <_ 1 2%fines) SW-SC or SP-SC SAND with clay passing SM silty SAND SANDS WITH FINES No. 4 sieve) SC clayey SAND (> 12%fines) SC-SM silty, clayey SAND ML SILT FINE-GRAINED CL CLAY SOILS Liquid limit less than 50 CL-ML silty CLAY (50%or more SILT AND CLAY OL ORGANIC SILT or ORGANIC CLAY passing MH SILT No. 200 sieve) Liquid limit 50 or CH CLAY greater OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE ADDITIONAL CONSTITUENTS CLASSIFICATION Secondary granular components or other materials Term Field Test such as organics, man-made debris,etc. Silt and Clay In: Sand and Gravel In: very low moisture, Percent Fine-Grained Coarse- Percent Fine-Grained Coarse- dry dry to touch Soils Grained Soils Soils Grained Soils damp, without < 5 trace trace < 5 trace trace moist visible moisture 5 12 minor with 5 15 minor minor wet visible free water, > 12 some silty/clayey 15 - 30 with with usually saturated > 30 sandy/gravelly Indicate GEODESIGN= SOIL CLASSIFICATION SYSTEM TABLE A-2 15575 SW Sequaa Parkway-Suite 100 Portland OR 97224 Off 503 968 8787 Fax 503.9683068 k z 0 0 H u w A BLOW COUNT INSTALLATION AND DEPTH u Q o. Z a •MOISTURE CONTENT% COMMENTS = MATERIAL DESCRIPTION >LU F g FEET t w t7 H H l� RQD% (77)CORE REC% —o 0 o 50 100 CONCRETE(5 inches). VOID. - 0.4 No base rock - Medium stiff, brown SILT(ML), trace 0.7 sand, gravel, and organics; moist, sand - is fine to medium, gravel is fine and subangular - FILL. 2.5— 4•2• - 17 A 5.0— 8-14-110/4•A QO Medium dense, gray with orange - 6.5 -IS) mottled GRAVEL(GP), minor silt; moist 25 A 7.5 .O - FILL. 0 _ Very stiff, brown SILT(ML),trace clay, 8.0 sand, and gravel; moist, sand is fine to I 30 medium, gravel is medium - FILL. I�I A Rig chatter at 8.5 feet - _ becomes stiff, brown with dark gray 10.0— mottles at 9.5 feet —12 A I - - I 11 A 12.5 J - - 12.5 II soft, brown SILT(ML),trace organics - (roots) and gravel; moist to wet (colluvium). xeil A • becomes stiff; moist at 14.0 feet 7 Ao Lu - 1 5.0— I IQ a I- z becomes brown with gray mottles, trace •2 fine sand at 16.0 feet ' 0 z I2 1 7.5— n = II 6 0 2 I U c U 7 13 Q P A 2 V m 20.0 0 50 100 0 v, DRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY-CR COMPLETED:03112/12 N z Li BORING METHOD:solid-stem auger(see report text) BORING BIT DIAMETER.6-inch V G EODESIGNZ COLLINSES-1-01 BORING B-1 z 0 15575 SW Sequoia Parkway-Suite 100 COLLINS RESIDENCE m 97224 FIGURE A-1 Off S03.968.8787 FaxS03.968.3068 MAY 2012 TIGARD,OR o I u w ♦BLOW t..ANT INSTALLATION AND DEPTH u Q a Z a •MOISTURE CONTENT% COMMENTS • = MATERIAL DESCRIPTION >w F 2 FEET W H < (� ROD% CORE REC% —20.0 u 0 50 100 (continued from previous page) 10 A - - L Stiff, red-brown SILT(MH), trace sand 22.0 Driller Comment: hard 22.5— and gravel; moist, sand is fine to drilling at 22.0 feet medium (decomposed bedrock - Columbia River Basalt Group). 25.0— 11 11 A 27.5— - - — 30.0— becomes very stiff,with gravel at 30.0 feet A16 Exploration completed at a depth of 31.5 Surface elevation was not measured at the time of 31.5 feet. exploration. 32.5— Co 35.0 - I- a O r I- E2 a H O z m 37.5- 0 o - w d - v _ a x - 40.0 0 50 100 0 DRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:CR COMPLETED:03/12/12 BORING METHOD:solid-stem auger(see report text) BORING BIT DIAMETER:6-Inch u u- GEoDESIGNZ COLLINSES-1-01 BORIN(continGB 1 d) 155755W Sequoia Parkway•Suite 100 COLLINS RESIDENCE FIGURE A-1 Portland OR 97224 MAY 2012 Off 503.968.8787 Fax 503.968.3068 TIGARD,OR z o u w A BLOW COUNTI– INSTALLATION AND DEPTH u <0- Z a •MOISTURE CONTENT% COMMENTS = MATERIAL DESCRIPTION >w 2 FEET a w O w < TM RQD% V CORE REC% W I– N 0 50 100 —0.0 a CONCRETE (3.5 inches). AGGREGATE BASE (1 inch). ` 0.3 Stiff, brown with gray mottled SILT / 0.4 (ML), trace sand and organics; moist, sand is fine to coarse - FILL. 2.5— 17 becomes medium stiff at 4.0 feet 5 A 5.0— Plastic returned in cuttings at 5.0 feet 2 — V 1 -- Stiff, brown with orange mottled SILT 6.5 �fl with organics (ML), trace sand; moist, - 7 s— sand is fine (colluvium). _B A without organics at 8.5 feet =s • 10.0— 10 P 12.5 I- risY N W 1 5.0— H Ij Z a- d I- L.7 z u 17.5— - 0 o - w a J v _ _ – Hard, red-brown SILT with sand (ML), 19.5 67, 20.0 0 50 100 0 W DRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:CR COMPLETED:03/12/12 z BORING METHOD:solid-stem auger(see report text) BORING BIT DIAMETER:6-inch L./ z G EO DES I G N? COLLINSES-1-01 BORING B-2 R 15575 SW Sequoia Parkway.Suite 100 COLLINS RESIDENCE Portland O97224 Off 503.968.8787 Fax 503.968.3068 MAY 2012 TIGARD,OR FIGURE A-2 z o �= v W ♦BLOW L UNT INSTALLATION AND DEPTH U <0- z a •MOISTURE CONTENT% COMMENTS • = MATERIAL DESCRIPTION >W FEET a t1,-, LI; < 1 1 1 1 1 RQD% 77J CORE REC% ce w H —20.0 u SO 100 trace gravel; moist, sand is fine to coarse, gravel is fine (decomposed bedrock). 22.5- 38• 2s.o °'Very dense, gray GRAVEL (GP); dry to 27.0 m 50/2"AVery hard drilling,refusal of 27.5— \moist. f 27.2 drilling at 27.0 feet Exploration completed at a depth of Surface elevation was not 27.2 feet. measured at the time of exploration. 30.0— 32.5— I- Y _ N W — 35.0— F- z F 0 z u 37.5— o - U U v - x v m 40.0 0 50 100 0 DRILLED BY:Dan J.Fischer Excavating.Inc. LOGGED BY:CR COMPLETED:03/12/12 yr BORING METHOD:solid-stem auger(see report text) BORING BIT DIAMETER 6-inch O U u COLLINSES-1-01 BORING B-2 z G EO DES I G NZ (continued) 15575 SW Sequoia Parkway-Suite 100 COLLINS RESIDENCE FIGURE A-2 m Portland OR 97224 MAY 2012 Off 503.968.8787 Fax 503.968.3068 TIGARD, OR z 0 0 m U w • BLOW COUNT INSTALLATION AND t DEPTH U Q a — Q- •MOISTURE CONTENT%Z COMMENTS = MATERIAL DESCRIPTION >W I g FEET w w H N RQD% CORE REC% —0.0 u 0 50 100 " CONCRETE ONCRETE (4 inches). " � \AGGREGATE BASE (1 to 2 inches). 0.3 Stiff, brown SILT(ML),trace sand and o.s gravel; moist, sand is fine - FILL. 2.5— II A 19 .l — 5.0— lip 16 I P 14 I II 10• 7.5— i becomes without gravel at 8.0 feet I II a:,2 si - Stiff, brown SILT(ML),trace sand; moist, 93 10.0— sand is fine (colluvium). P Il A I 22 I 12.5— I becomes very stiff at 12.5 feet 16 A I- II Ni I co 1 16 7. w 15.0— II — a • 0 1-- z 3. 0 u - z u 17.5- 0 2 W 0 - u -7 Stiff, dark brown with red-brown 1 8.5 ✓ ' mottled CLAY (CH),trace sand and Hard drilling at 18.5 feet gravel; moist, sand is fine (decomposed �, bedrock -Columbia River Basalt Group). 67, 20.0 0 50 100 0 W DRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:CR COMPLETED:03/12/12 z d BORING METHOD:solid-stem auger(see report text) BORING BIT DIAMETER:6-Inch U z GEODESIGNk COLLINSES-1-01 BORING B-3 p 15575 SW Sequoia Parkway-Suite 100 COLLINS RESIDENCE m Portland OR 97224 MAY 2012 FIGURE A-3 Off 503.968.8787 Fax 503.968.3068 TIGARD,OR Z o = v w ♦BLOW( UNT INSTALLATION AND Q d •MOISTURE CONTENT% COMMENTS Z DEPTH v — a = MATERIAL DESCRIPTION >w I g FEET a ww < RQD% CORE REC% w H V _20 0 U 0 50 100 / 7 14 22.5 � - -- — 25.0 27.5 ®P 50/5"* Exploration completed at a depth of 28.4 Surface elevation was not 28.4 feet. measured at the time of exploration. 30.0— 32.5— I— Y no — L"• 35.0— - - I— a i- z it - a i- 0 i 7,L2 37.5— -- 0 o - u d - ✓ _ Q m 40.0 0 SO 100 0 DRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:CR COMPLETED:03/12/12 BORING METHOD:solid-stem auger(see report text) BORING BIT DIAMETER:6-Inch u BORING B-3 U COLLINSES-1-01 z G EO E51 G N? (continued) Fri 15575 5W Sequoia Parkway-Suite 100 FIGURE A 3 m Portland 0R 97224 MAY 2012 COLLINS RESIDENCE Off 503.968.8787 Fax 503.968.3068 TIGARD, OR • z o = u w BLOW COUNT INSTALLATION AND DEPTH Q a Z d •MOISTURE CONTENT% COMMENTS FEET a MATERIAL DESCRIPTION wLij H g to < MT RQD% CORE REC% u al I- Vt 50 100 —0.0 Medium stiff, gray-brown SILT(ML), trace sand; moist, sand is fine - FILL. 2.5— i • Gravel observed in cuttings at 4.0 feet 5.0—- -Stiff, light brown SILT(ML), trace sand; 5.0 moist, sand is fine (colluvium). ll =0 • 7.5— 10.0— IF 10 A 12.5— 1 Very stiff, brown with orange mottled, 13.5 Driller Comment: change in N - sandy SILT (ML), some clay; moist, sand drilling(hard)at 13.5 feet is fine (decomposed basalt - Columbia 7 River Basalt Group). 11 w 15.0— I- a 0 24 • I— z a I- 0 q - z 7 17.5— 0 E' - u 60/2A becomes hard, light brown with gray 18 2 Drilling refusal at 18.0 feet iLmottles, minor fine to coarse sand at y 18.0 feetSurface elevation was - measured at the time of t Exploration terminated due to refusal at exploration. 4 a depth of 18.2 feet. 20.0 0 50 100 0 w DRILLED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:CR COMPLETED:03/13/12 VI Z 0 BORING METHOD:solid-stem auger(see report text) BORING BIT DIAMETER:6-inch Li GEODESIGN? COLLINSES-1-01 BORING B-4 z z p 15575SwSequoia Parkway-Suite 100 COLLINS RESIDENCE FIGURE A-4 m Portland OR 97224 MAY 2012 Off 503.968.8787 Fax 503.968.3068 TIGARD,OR z O O S l7 uU • BLOW ~~ z —I •• MOISTURE DEPTH = > MATERIAL DESCRIPTION w COMMENTS 1- g CONTENT% FEET a J I� w Q HA-1 0.0 o 50 100 Soft to medium stiff, brown with orange mottled SILT(ML), trace sand and organics; moist, sand is fine (colluvium). 2.5 becomes stiff at 2.5 feet • becomes very stiff at 3.5 feet 5.0��Very stiff, brown with orange mottled 5.0 Surface elevation was not `CLAY (CH), trace sand and organics; s.s measured at the time of moist, sand is fine (colluvium). exploration. Exploration completed at a depth of 5.5 feet. 7.5— HA-2 o so 100 Y ° 50 100 0.0 uiDark brown TOPSOIL with organics; Moist. J/– 0.3 Soft to medium stiff, brown SILT(ML), trace clay and organics; moist Z - (colluvium). a 2.5f Stiff, brown CLAY (CH), trace organics; 2.5 moist (colluvium). lJ becomes very stiff at 3.5 feet 0 Surface elevation was not 5.0— / s° measured at the time of Exploration completed ata depth of 5.0 An • exploration. a feet. LL= 50% PL=23% 0 i 7.5— J - 0 V Q uJ - W 0. - N 0 50 100 Z 7 DRILLED BY GeoDesign,Inc.staff LOGGED BY:WMN COMPLETED:03/13/12 0 BORING METHOD:hand-auger(see report text) BORING BIT DIAMETER:4-inch G EODESIGNZ COLLINSES-1-01 HAND AUGER 0 a 15575 SW Sequoia Parkway-Suite 100 COLLINS RESIDENCE = Portland OR 97224 MAY 2012 FIGURE A-5 Off 503.968.8787 Fax 503.968.3068 TIGARD,OR z o = U W ♦ BLOW LuUNT • DEPTH u MATERIAL DESCRIPTION W z a • MOISTURE COMMENTS FEET a W p CONTENT% J W < ce W I– N u HA-3 50 ,00 0.0 uu� Soft, dark brown TOPSOIL, minor -) organics; moist. 0.5 Soft, brown SILT(ML), trace clay and organics; moist (colluvium). 2.5 becomes medium stiff to stiff, trace fine sand, minor clay at 2.5 feet -l7-Stiff to very stiff, brown CLAY (CH), 4.5 Surface elevation was not 5.0 `trace sand; moist, sand is fine 5.0 • measured at the time of (colluvium). exploration. Exploration completed at a depth of 5.0 feet. 7.5— O 50 100 • HA-4 O 50 100 N 0.0 BARK. — 1 0.2 c Medium stiff, brown with orange mottled SILT (ML), trace sand, gravel, O and organics; moist, sand is fine z - (colluvium). a 2.5— • t- o becomes stiff at 3.0 feet Surface elevation was not Exploration terminated due to refusal 3.5 measured at the time of exploration. on concrete at a depth of 3.5 feet. L.) u 5.0— x a – Z 7.5— J J 0 a N z 0 50 100 O DRILLED BY:GeoDesign,Inc.staff LOGGED BY:WMN COMPLETED:03/13/12 0 BORING METHOD:hand-auger(see report text) BORING BIT DIAMETER:4-inch W G EODESIGNZ COLLINSES-1-01 HAND AUGER O (continued) Z 15575 SW Sequoia Parkway•Suite loo= FIGURE A-6 Portland OR 97224 MAY 2012 COLLINS RESIDENCE Off 503.968.8787 Fax 503.968.3068 TIGARD,OR • 60 50 CH or OH "A" LINE x 40 w > I- 0 30 v~i • CL or OL J a 20 — — 1 0 MH or OH CL ML ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT M— CO Lel Q - EXPLORATION SAMPLE DEPTH MOISTURE CONTENT KEY NUMBER (FEET) (PERCENT) LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX • HA-2 5.0 31 50 23 27 z N o x m 0 v7 v7 V G EODESIG N? COLLINSES-1-01 ATTERBERG LIMITS TEST RESULTS W w15575 SW Sequoia Parkway-Suite 100 COLLINS RESIDENCE Portland OR 97224 MAY 2012 FIGURE A-7 Q Off 503.968.8787 Fax 503.968.3068 TIGARD,OR SAMPLE INFORMATION SIEVE ATTERBERG LIMITS MOISTURE DRY SAMPLE CONTENT DENSITY LIQUID PLASTIC PLASTICITY EXPLORATION DEPTH ELEVATION GRAVEL SAND P200 LIMIT LIMIT INDEX NUMBER (FEET) (PERCENT) (PCF) (PERCENT) (PERCENT) (PERCENT) (FEET) (PERCENT) (PERCENT) (PERCENT) B-1 2.0 22 B-1 12.5 33 B-2 2.5 17 B-2 8.5 28 B-2 22.5 46 B-3 5.0 16 B-3 14.0 28 B-4 2.5 23 B-4 5.0 30 B-4 15.0 37 HA-1 2.5 30 HA-2 5.0 31 50 23 27 HA-3 5.0 26 HA-4 2.5 26 r 1- Z n. a I— O u z 0 0 U u E L x m 0 U GEODESIGNZ COLLINSES-1.01 SUMMARY OF LABORATORY DATA 2 15575 SW Sequoia Parkway•Suite 100 MAY 2012 COLLINS RESIDENCE FIGURE A-8 Portland OR 97224 QJ Off 503.968.8787 Fax 503.968.3068 TIGARD,OR APPENDIX B L VW lllll 0 I ICJII.ICI I\.0 Cross Section A-A' 45 — Existing Conditions Static Conditions ' ° • ao GeoDesign Project Number: CollinsES-1-01 Name: Wall 35 Unit Weight: 145 pcf Cohesion: 10000 psf 11:r _ _ 30 Phi: 0°_----_— 25 ' Name: Fill 20 — Unit Weight: 110 pcf Cohesion: 25 psf i 0 15 — Phi: 30° cii > 10 — w 5 Name: Silt Unit Weight: 110 pcf e.s z.`- Cohesion: 100 psf tom. Phi: 32 ° x .-y' -5 � :�`fis ..- � �, �s> -'17/4--,-;7''' 10 — ' -15 „1 -20 - 1----- — i t — — -30 -20 -10 0 10 20 30 40 50 60 70 E Distance • %•%0111110 r1 14 I we Cross Section A-A' 45 Existing Conditions Static Conditions 10 _ GeoDesign Project Number: CollinsES-1-81 Name:Wall LL Unit Weight: 145 pcf Cohesion: 10000 psf 30 Phi: 0° 25 -- Name: Fill 20 — Unit Weight: 110 pcf Cohesion: 25 psf a 15 — Phi: 30° 0o 10 — W 5 — Name: Silt _ Unit Weight: 110 pcf Cohesion: 100 psf 3 _ Phi: 32° . -10 — i -15 — -20 -30 -20 -10 0 10 20 30 40 50 60 70 Distance , Collins Residence Cross Section A-A' Tieback Wall Static Conditions GeoDesign Project Number: CollinsES-1-01 45 - • 1.5 40 Name:Wall Unit Weight: 145 pcf 35 Cohesion: 10000 psf Phi: 0° �-__y'__ 30 25 _ Name: Fill Ut: pcf 20 - Cohesion:Weigh25 psf110 Phi:30 0 C 0 15 - N 10 — LJJ ( 4 5 - Name: Silt 0 — Unit Weight: 110 pcf Cohesion: 100 psf -5 _ Phi: 32 ° -10 - -15 - 20 �� 30 -20 -10 0 10 20 30 40 50 fi0 70 Distance c:oiiins Hesiaence Cross Section A-A' Tieback Wall 45 Seismic Conditions Horz Seismic Load: 0.138 i1.1 40 - GeoDesign Project Number: CollinsES-1-01 Name: Wall 35 - Unit Weight: 145 pcf Cohesion: 10000 psf _ - 30 - Phi: 0 ° 25 - Name: Fill Unit Weight: 110 pcf 20 -- Cohesion: 25 psf Phi: 30° O 15 - 10 , - w s — Name: Silt ;CWF 0 Unit Weight: 110 pcf Cohesion: 100 psf -5 __ Phi: 32 ° -10 -15 -20 -30 -20 -'0 0 10 20 30 40 50 60 70 E Distance ',ovum* rw*IuC1 Cross Section B-B' Existing Conditions Static Conditions 45 — GeoDesign Project Number: CollinsES-1-01 40 — 1.o Name:Wall 35 — Unit Weight: 145 pcf Cohesion: 10000 psf 30 — Phi:0'-- 25 — Name: Fill ou - S rc arg- = 00 psf Unit Weight: 110 pcf .......... ........,.......... ......... . 20 — Cohesion: 25 psf Phi: 30° 0 15 —Name: Silt Irm Unit Weight: 110 pcf m 10 _Cohesion: 100 psf W Phi:32° 5 — 0 -5 -10 -15 -20-20 -10 0 10 20 30 40 50 60 70 80 Distance Collins Residence Cross Section B-B' Tieback Wall Static Conditions 45 - GeoDesign Project Number: CollinsES-1-01 40 2.0 • Name: Wall 35 Unit Weight: 145 pcf Cohesion: 10000 psf 30 Phi: 0° 25 — Name: Fill ' ouse S rcliarg- = 00 psf Unit Weight: 110 pcf I�ft» •.•.,.❖.•.. ...................::...•:.•.�� 20 - Cohesion: 25 psf 1I Phi: 30 ° — 4 0 15 Name: Silt s°°6° Unit Weight: 110 pcf 10 _Cohesion: 100 psf w Phi: 32° 5 --- -10 -15 -20 20 10 0 10 20 30 40 50 60 70 --_ 80 Distance VV J I 14J1.I I IVc Cross Section B-B' Tieback Wall Seismic Conditions Horz Seismic Load: 0.13g 45 GeoDesign Project Number: CollinsES-1-01 40 - 1.6 Name:Wall 35 - Unit Weight: 145 pcf Cohesion: 10000 psf 30 _ Phi: 0° 25 Name: Fill-- OU e S rc arg- = 00 psf Unit Weight: 110 pcf Y< w.wO w.�.wc.�.: .w.✓ .....,.0...,:.•w..Yw4• 20 - Cohesion:25 psf Phi:30° Name: Silt /�' " � 0 15 - IP Unit Weight 110 pcfas aa) 10 Cohesion: 100 psf W Phi: 32 ° 411 V, .... E 5 - -5 -10 -15 -20 -20 -10 0 10 20 30 40 50 60 70 BO Distance uonins riesiaence Cross Section C-C' Existing Conditions Static Conditions 45 - GeoDesign Project Number: CollinsES-1-01 40 - 1.1 • Name:Wall 35 - Unit Weight: 145 pcf Cohesion: 10000 psf 30 - Phi: 0° -- 25 - Name: Fill Agodo1 House Surchar!e= 500 psf Unit Weight: 110 pcf 20 -- Cohesion: 25 psf Phi:30° O 15 - Name: Silt 10 —Unit Weight: 110 pcf. Cohesion: 100 psf 5 Phi: 32° 0 -5 -10 -15 -20 -20 -10 0 10 20 30 40 50 60 70 80 Distance uouins Hesiaence Cross Section C-C' Tieback Wall Static Conditions 45 GeoDesign Project Number: CollinsES-1-01 40 18 • Name: Wall 35 Unit Weight: 145 pcf Cohesion: 10000 psf 30 ! Phi: 0° 25 __ Name: Fill House Surchar.e= 500 psf Unit Weight: 110 pcf ..... .:�........-.e.-.•............... 20 Cohesion:25 psf Phi: 30 ° . o 15 cts Name: Silt di 10 Unit Weight: 110 pcf • • Cohesion: 100 psf 5 Phi: 32 ° of -5 -10 -15 -20 -20 -10 0 10 20 30 40 50 60 70 80 Distance tdouins rsesiaence Cross Section C-C' Tieback Wall Seismic Conditions Horz Seismic Load: 0.13g 45 GeoDesign Project Number: CollinsES-1-01 40 - L4 • Name:Wall 35 - Unit Weight: 145 pcf Cohesion: 10000 psf 30 - Phi:0° 25 - Name: Fill + House Surcharge=500 psf Unit Weight: 110 pcf , 20 - Cohesion:25 psf Phi: 30° 011111- 0 15 - > Name: Silt 10 —Unit Weight: 110 pcf Cohesion: 100 psf 5 Phi: 32° \ o — -10 -15 20 -20 -10 0 10 20 30 40 50 60 70 80 S Distance Collins Residence Cross Section D-D'40 — 1a Existing Conditions • Static Conditions 35 GeoDesign Project Number: CollinsES-1-01 Name: Fill Unit Weight:_110 pcf 30 — Cohesion: 25 psf 25 — Phi: 30° Name: Wall _ Unit Weight: 145 pcf Cohesion: 10000 psf 0 15 — Phi: 0° il a) 10 — Name: Silt IT Unit Weight: 110 pcf 5 — Cohesion: 100 psf Phi: 32° -5 -10 -15 -20 111111 -20 -10 0 10 20 30 40 50 60 70 Bo £ Distance A 45 Collins Residence Cross Section D-D' 1_6 40 Wall • Static Conditions 35 -- GeoDesign Project Number: CollinsES-1-01 Name: Fill Unit Weight: 110 pcf 30 Cohesion:25 psf Phi: 30° 25 — Name: Fill 20 — Unit Weight: 110 pcf nil Cohesion: 25 psf ► mom 0 15 — Phi: 30 11' in.. � III�y 9 10 — Name: Silt - Unit Weight: 110 pcfii 5 — Cohesion: 100 psf o _ Phi: 32°� __ .�, .5 - -10 -15 I -20- -20 -10 0 10 20 30 40 50 50 70 80 Distance Y I V VII IIID SICOl%C1 IVC. 45 Cross Section D-D' Wall 4o 1 3 Seismic Conditions i Horz Seismic Load: 0.13g 35 GeoDesign Project Number: CollinsES-1-01 Name: Fill Unit Weight: 110 pcf 30 — Cohesion:25 psf Phi: 30° 25 - Name: Fill 20 _ Unit:ith5l;zPff; tiii!iiiI Coh 0 15 - Phi:30 o- �' 1"v 111111111110 10 __ Name: Silt - w Unit Weight 110 pcf 5 - Cohesion: 100 psf . Phi:32 ° ��`` x_ = 0 -5 - -10 -15 111111111.... -20 - -20 -10 0 10 20 30 40 50 60 70 80 £ Distance . ACRONYMS 4 lfr ACRONYMS ASTM American Society for Testing and Materials BGS below the ground surface H:V horizontal to vertical MSE mechanically stabilized earth OSSC Oregon Standard Specifications for Construction (2008) pcf pounds per cubic foot PGA peak ground acceleration psf pounds per square foot SPT standard penetration test G EODESIGN= CollinsES-1.01:051812 L/ �/ i r / y i Vec \.a. t J :Orr(41"-- rty , 1 ( �-/ e. .. Nr 1 ••0 •♦• 13783 ti. . .;:"4:.1'.*S'<, ',Z.: .:t•s •- • - •••• • 1 4• •'..'.. tr.4r 4.44,- A / ••••**,..V:. ,As -•_,A,744, •:.+,A • • •,. - •-` * ,+ 13711 • i 136$7 �' 13653 �Xc3 iii f ♦♦ • • ♦4••••••♦:i :. •*�ay•�• •�' •i *i••♦i•i i♦i•i*i��• ../...-;‹..`• LAUREN LN ♦�404,4114:** ♦••♦�. : �♦♦ y ._, i , 1 ..... . . • . ...,••.. •• ...„ 4., ••♦ • •• ••*• '♦�,. ♦*A* •♦ .♦•i x: X 12) Vic? 136as Sir i ,iiiiiii o i • + •+.... ,`� ! • ♦A* 13616 ` • * 4 , . Ap. fii♦� '• •`• • w• •• •• •.• •♦ • ` .44,1k44 * ♦•• . • • • • V*. ♦ io: •. • •'i * L• •♦%t * �♦* .itro • 4 � • `; • . .♦ . • , A:.•• * 2• i*iti *♦•Z •i_! , 13623 13611 Feet lair. 0 125 ;��`'►�,� ti x‘sz-► -1 h rc,4 D rr,a w S ,Y fl? 14- \ 14040 \,,,,\\,.:.\,,,,,,,\:\\\ ' i 13800 ‘:,,,,,\,\\ 13650 13570 ` '1 ( / 01°C-'\-- 1399$ fern 51 / 14085 14065 • \ a# 38th /�.- 12905 12950 \ \ \Cs _ 14055 14050 — " 13720 S �? . ,r"' i'/� 137$4 13620 4. — / 12945 'r, KARLEY CT -,.. \• 1, _"" f c, .�-- ,-- 12970 14030 ___ _ „ , 13770 12990 14010 �• \ k , 13640 ✓' • 12985 13058 . �- // ' i t °,. I '' \ „J. 13765 ': �' `t % ' 1, `i 13096 t 09 13711 13687 13653 13625 13607 13599 13571 13543 13515 } r ` ' LAUREN LN 13110 f ., 13694 13672 13648 13616 13600 13584 13552 13520 ;: 13101 13593 13132 • '' f ,�' 1:3709 13667 13133 13645 13623 13611 13589 13563 13537/i; 13154 1l9 f Ci 485' 13165 irELLE c 713521 . iele/ CC 13100 �� 1318813684 498' 1. 13197 13668 313646 13620 13592 �,� 1:3556 13226• . ` /� 305• 13574 r , 13219 13163 f • , / 13695 13250 /'�, 13719 13673 136591363713601 13585 13540 1:3241 �'• Feet �'� / / 13211 ° zea WESTRIDGE TER 13228 13261 13260 1369613231 13231 ....... • ./., . , .-...4 c-.1%. 1: ( 6 —' j 1 , • 13739 SW LaurenLn, Tigar d, OR ;,- .. , • - -_ -.... .... 1 ... .I i ,..... . 1 .-.. . ' -44 , . t ' . .1 it* • 4.40''' 'rnillill...... iiir•illirrr' it - •. • " 't 1 rr• '• 'Zi 441 )1' , 01 . . . % 1 • 4.- .., .. 4 - f , 4 la- 1 , . I • /'s _ .., I ' , L r 0 8\c earth Y P"' . • Go ogle earth feet m 100 600 eters A E›erS cepvi4t..t.t 1401- *) ' / / / ( / / / / / / o / / / /' ~ / l / / Z Ilik /' / / / /88.83' J __-, o/ 144.32' / / / / / / o c�w /' / // ZZ •/ / /' / / 3 �' c ceQ6%FIR TR��S I Q go 0 �' / /" i/1\/ / C z ,/ / / / To S�RemovE'D /'/ I w!.c o/ / / o_ � "'/ J w /' — _ /' // /. / / / a , /� / X ' / — ct 0 o � / /, /" /- / • / Cl-IUII[Il( ° ° ° 3 /, /' /" /" / i _ / fes— / Q Q Z U / / / / / / I a,/' / i / /' i\ / , / 7 /. i ' )IA t / w /" / / / / - \il 111 ./ 205.24 ij / / V/er opecrwr, vJ re ;N `P A ' / �-+ / / SHtzuts •. ill,fid / ,�• / / //- i / / / /j % Q / / / / / / i i i i / / / EC' IOIE® / , i / i l / A i � � i/ / OCT 10 2012 Eo g C •,--I u u' a o 0.0 �p r. u /,/' i i / / / �1D N O+ / !�� `' CITYelE TIGARDL°' " o/ / / / / ; / - pLANNINNrINEERINGI3 0 o / / / /" / / I�� / 69.58' 3 o w / /' / /' / LWOW �_ • o u W N / a 0 /' / / O cZJ.70:61 j OQ / W / /' / i i_" _ EX IRES 6/30/2014 a w a / / / i o AFF / / ,1 % R=350' .,<<- CI N 4-e.`E/ •'� Z ' \ / / / / 16478 •P O 3 / % /. / / j 45.18' / 0 / / /, / / / ` •'EGON /" r / / /( / CONTOURS AT 5' INTERVALS °Fy /R. 1.• \..\c., SITE O / co / / i c� i j % j SITE PLAN WITH TOPO N OB NO.. '/ i I I % i T FOR RETAINING WALL °�� ;,'_; Si SCALE: 1"=20' =�E 20 SHEET L 1i-NDs&/rp I N h rrAw C2 / 1 /" i 4 7 / 0/ 144.32'_ / / ,/ Mik / / / i 88.83 z z /" / /" / • /" U / / / / / , " / / / /( l o mow" / / / ' j / / V/L. •,,,r TerlI t•iF7 / / Q WAO'/ / / / / / / AlL_ /" O • � J 0 oI CC s0/ / / 0/' / X /' Q _ i / • / _ D r'01— / _, IIIIIIIII . oz /. . . F— (A r, / / / / 1 ,/ . , , / /. iO4*44 4 1 i , _1 n / \ / / 7 / Wi li ' Z 7 • 4 I i _J a j ,/' / / / 1, / ,_ / i 5' /' / / FAN iN&) 7 /" / / 144.5 ' !"� / / K205.24 1 / / i�•- // } / / / / / PN,4111, ' , ..--1 / / / MVP/ / , ....-- / / / / / , - ....-- / ' VOA/ / .. iIi / ' im / Apv,v1441 - cpy / ' O / , / / \ � , / .. --6,_,,,co c.ir-- / , A ;._, ,,,co , . / / L ` N / / • / 1M,/\/ 41 �\/ 69.58' �i ,-- (0e o g ow O c Z� viassivs-, / / 1 �� 1 EX.IRES 6/30/2014 W w /' / /0 i R=350' AbL / / / a z / il& i / \ C 16478 �'A/, / I /' /0 / /" /" A N kXcsv• non) FFoR \ � •'EGON /' /" % /" ,AL`,I,�• CowsT,�vCl°�`1 CONTOURS AT 5' INTERVALS ��y �qR• ,; ,N �� Q / /1 / t ZARO / 1 / I / SITE PLAN WITH TOPO N / JO 0/ i I I ; / i T FOR RETAINING WALL b°°• J0071-3 oa''o.: J0071-3 S1� SCALE: 1 "=20' _ z S.EE, C2 FRos1OP1 CONIICOL,1>t.AN 13720 13620 _J 1294 14050 1,1 0 LtJ < Z Z i U- Z n Z 9 0 '7C 0 7 ,-- z 14030 12970 13770 13640 ci- ELI' 8 1-- - 1298:'. CL CL 0 12990 14010 o cn r, 0 < 1- U LU 13058 1376 li. 1.737u, 13687 13653 1:3625 13607 13599 13571 135 1-3515 V \ 13096 LAUREN LN \,, \ a cn 13110 . Loom—)0 t•-.4 13694 1:3672 13648 13616 13600 1.3584 13552 13521.: 1 13101 c. i 13132 13709 1366713645 13623 13611 13589 13563 13537 13133 485 • .r44 .3E tq' f _ -- '-' ; i , ... 13154 . •, • , • . $_. _ 135.1%: ,.. _ 1:3165 ,_ L.7 "t3lioc2plcz: ' - 13188 49s. • vg ,S=, ._•> i< 13684 13188 13197 . ..7 1:3668 513646 , kg, 13620 13592 13556 30.5 1 3574 1:3226 13219 • •,-.1 13719 1.3695 13673 1369i36371360 13585 0 ;•1 - 13250 13241 ... -- • 46 Pd 0. -, , • ' - , ,.VV_Feet , v C 2F_ C 3261V JØ73 i_ 13260 13696 1. 3238 i323VVV_ SKE r V01 -- * __ _, Go . i r,� Address 13739 SW Lauren Ln I Get Google Maps on your phone [`x(7 ` Tigard, OR 97223 0 Text the word"GMAPS"to466453 SW Benish St * SW 8enish St U 3 G SN/Windsar9 �V Non hvi ew Ot SW Marcia Dr3 uc�' i.-6., = SW Bounetl St in 5P� C Q C) 1 5''/ Walnut Ln ! > so;Vdal^t;t�f 4 < 't• ye7, co ',Gr ^M s� — Fn St Z. ,D °t (13 ID i CleanWater Services October 16, 2012 SPL Expires on October 16, 2014 OLSON & JONES CONSTRUCTION PO BOX 19563 PORTLAND OR 97280 RE: Retaining Wall CWS file 12-002393 (Tax map 2S104CA Tax lot 01900, 01800) Clean Water Services has received your Sensitive Area Certification for the above referenced site. District staff has reviewed the submitted materials including site conditions and the description of your project. Staff concurs that the above referenced project will not significantly impact the existing Sensitive Areas found near the site. In light of this result, this document will serve as your Service Provider letter as required by Resolution and Order 07-20, Section 3.02.1. All required permits and approvals must be obtained and completed under applicable local, state, and federal law. This letter does NOT eliminate the need to protect Sensitive Areas if they are subsequently identified on your site. If you have any questions, please feel free to call me at (503) 681-3639. Sincerely, ��- ewe �C�S�L��— —-- Laurie Harris Environmental Plan Review Attachments(2) 2550 SW Hillsboro Highway • Hillsboro,Oregon 97123 Phone: (503)681-3600 • Fax: (503)681-3603 • cleanwaterservices.org 1 1 A . _ . _ _ -_. }i i ' N i. ' i _K. 3 I tr, ,} -.• _____ , . _ i , ,., - r ifi ,: @:4 .t;.t' say ,. • t r 1'i 4 !' i. . JJ 50 k-...PP vx. _ - .' _, ,>'}:F i._ (off-site ilk YI } itt .. s 1 t f PROJECT s j ` SITE ii i .-Oi s' :-- 1 ., ,I ., I• � :f diA • 1 .f/1 ' ... -.. ---11 .• .; : ' - . -',' .:' ..;:i. • " ': ! ifl ., . ‘ , --ii ,....7,11t1 , ..`" !" . 1,..".%j ' ' % ., i.' t..1 ,, 4 - • / ti 1 1 •A.,..„, ,,, i - .. ..„ ,... i� } I .2,... 1 111 Source: Metro Data Resource Center's MetroMap 2007. Adapted by ES&A July,2007.. Approved CWS Eat ti:o• 12-0o-1_3413 GoL :pa- C..eel Environmental C can Water Se ices • Arial Map Science i j-vrtrWirmniecn. vw'- ' , Figure 2 Assessment, U .0 Lout-4 Dateiob,,y eV Residence e----s--&-a ,5„ ,.- ,,,,,, .„ ‘ .,,..2stO4CA01800 Approx. Scale 4_ r--j Washington County, Oregon 1 in. = 145 ft. • / // ; l I I / j ;. - -- __ 144.32' / ./ 88.83' "� v /* lik. / I , , ` i/ Z W •/ / /// / / / l o� WWW / CO pp • ./. ,• 7 / . / . , %/ \ // j/ // j% / •// ,/ III / M // \/ //' // / / // ./ I'' i yj%/ / 205.24 / // %• 144.53'/ / �'J t e� f Ii/ / / I ,/ ,I /\ .\ / / / / / ' ..-t / .--r i / •„,/ '�/ /; / . / / . /% /--,4 / w i / / . I/ % �/ / % / / // f .�C115 F% 2 / / / % . f i; ' 69.58' 'i aAArQ / / % _� FDY .. .clear V � Services/ .t � // 5 to 350' .0 •I ; 12d' / / R- .. • Sr,L .(,41A6,� 2' 0 45.78' ��d��"t /fi 74 J / % / ,e.�a r i j j • / / www / r ( / / / I CONTOURS AT 5' INTERVALS g,�*14, ,-�04� _ / / / ! ��1AR• / / / 1 SITE PLAN WITH TOPO p i ji j / . 1 , ®FOR RETAINING WALAILL SCALE: 1"..20' » C2 ADDITIONAL DOCUMENTS a . TIGARD City of Tigard October 18, 2012 Justin Euteneier Olson&Jones Construction P.O. Box 19563 Tigard, OR 97223 Dear Mr. Euteneier: RE: Notice of Complete Application Submittal SLR2012-00004 Collins Retaining Wall The City of Tigard received your application submittal October 10, 2012 for Sensitive Lands Review (SLR2012-00004) construct a retaining wall to mitigate slope movement on a residential lot. Work is proposed within steep slopes (slopes greater than 25%). Removal of three Douglas fir trees is necessary to construct the wall. Site parcels include the following: 13739 and 13765 SW Lauren Lane, WCTM 2S104CA, Tax Lots 1800 and 1900. Staff has completed a preliminary review of the submittal materials and has determined that your application was complete as of October 16, 2012 for the purpose of beginning the 120-day review period for a final decision. For the purposes of the State mandated 120-day review period, a final decision including any local appeals must be made by February 13, 2013. It should be noted that staff has not reviewed the application submittal for compliance with the relevant code criteria, and that additional items may arise during the application review which may require further clarification. Should you have any questions with regard to these items,please contact me at 503-718-2437. Sincerely, Cheryl Caines Associate Planner c: SLR2012-00004 Land Use File 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.639.4171 TTY Relay: 503.684.2772 • www.tigard-or.gov q1• TIGARD City of Tigard October 15, 2012 Justin Euteneier Olson&Jones Construction P.O. Box 19563 Tigard, OR 97223 Dear Mr. Euteneier: RE: Notice of Incomplete Application Submittal SLR2012-00004 Collins Retaining Wall The City has not received the information necessary to begin the review of your Sensitive Lands Review application to construct a retaining wall to mitigate slope movement on a residential lot. Work is proposed within steep slopes (slopes greater than 25%). This letter is to inform you that additional materials will be needed in order to deem your application complete. The necessary materials are as follows: • Clean Water Services (CWS) Service Provider Letter. If you have any questions about the above comments, please contact me at (503) 718-2437 or cherylc@tigard-or.gov. Sincerely, Cheryl Caines Associate Planner c: SLR2012-00004 Land Use File 13125 SW Hall Blvd. • Tigard, Oregon 97223 • 503.639.4171 TTY Relay: 503.684.2772 • www.tigard-or.gov