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HomeMy WebLinkAbout02962 - Technical Information Report PETERSON C ONSULTING 4030 Lake 11`a�hin�;lon Blvd. N.E, Suite ?00, Kirkland, �1',a 98033 2 9�2 SAINT CLAIRE Revised Technical Information Report City of Renton July 22, 2002 R-2962 Prepared for: Dan Chapman � Venture Pacific Partners 11417 - 124th Ave NE Kirkland, WA 98033 ti��o AN �� w a W v� z ,—� '� Prepared By: �' � Robert Stewart � � 3�� a w4 � O,t, �'GI STEgF' `�4' � �sSf ONAL E�� � Reviewed By: EXPIRES 09/09/02 Jennifer A. Steig, P.E. PCE Job No. MISC-0074 City of Renton TECHNICAL INFORMATION REPORT (TIR) WORKSHEET I f�art 1 PRE�JECT C�WAIER AN� ' Par�2 PRO.IEC`C LC)�A�'tC��t Ai�b '. 'I �'RQ,�EGT �NG�NE�R i �'3�S�RIPT141�t � Project Owner: Venture Pacific Partners Project Name: Saint Claire Address: 11417 124�h Ave. NE Kirkland WA 98033 Location: Phone: (425) 889-8770 Township 24 NORTH Project Engineer: Jennifer A. Stei4, P.E. Range 5 EAST 'I Section 32 Company: Peterson Consultinq Enqineers — Address: 4030 Lake Washinqton Blvd NE Suite 200. Kirkland,WA 98033 Phone: (425) 827-5874 I Pari 3 TYPE�F PERiVi�7 ; �a�t 4 OTH�R RE�fIE�fltS A�E3#'ERf��T� RPPLICATIO�*€ , � Subdivision ❑ DFW HPA ❑ Shoreline Management ❑ Short Subdivision ❑ COE 404 ❑ Rockery ❑ Grading ❑ DOE Dam Safety ❑ Structural Vaults ❑ Commercial ❑ FEMA Floodplain ❑ Other ❑ Other ❑ COE Wetlands ; Pa�#5 5t�'E�QMMUNI�'AN�Qf�AIIVA�E 6ASIhl ; ' ' Community Newcastle Plannin4 Area Drainage Basin Gvnsv Creek Sub-Basin, Mav Creek Basin i'ar�� S4�'�CHARACTEf�IS'�I�S ' , ' ❑ River ❑ Floodplain ❑ Stream ❑Wetlands ❑ Critical Stream Reach ❑ Seeps/Springs ❑ Depressions/Swales ❑ High Groundwater Table ❑ Lake ❑ Groundwater Recharge � Steep Slopes: on southem part of site ❑ Other Part 7 SQiLS ' Soil Type Slopes Erosion Potentiaf Erosive Velocities AqGAlderwood 6-15 °r6 Moderate AqD-Aldervvood 15-30 °� Severe AkF-Alderwood & Kitsaa verv steea Severe to verv severe ❑ Additional Sheets Attached f��rt$ �7EVELOPME�T Lll�)t'�ATI��lS REFERENCE LIMITATION/SITE CONSTRAINT � Ch. 4—Downstream Analvsis ❑ 0 - ❑ ❑ ❑ ❑ Additional Sheets Attached � Part 8 ESC R�C2t31f2��1f�NT� MINiMUM ESC REQUfREMENTS MINIMUM ESC REQUfREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION � Sedimentation Facilities � Stabilize Exposed Surface � Stabilized Construction Entrance � Remove and Restore Temporary ESC Faalities � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permaneni Facilities � Cover Practices � Flag Limits of SAO and open space preservation � Construction Sequence areas ❑ Other ❑ Other i Par#'1(3 SURFACE ih1ATER SYSTEM ❑ Grass Lined ❑ Tank ❑ infiltration Method of Analysis Channel � Vault ❑ Depression KCRTS-Level 2 � Pipe System � Energy Dissapator ❑ Flow Dispersal Stream protedion � Open Channel ❑ Wetland ❑ Waiver standarcl ❑ Dry Pond ❑ Stream ❑ Regional ❑Wet Pond Detention Brief Description of System Operation: Convevance of runoff to aroposed detention and water gualitv wet vault. Facility Related Site Limitations Reference Facility Limitation Part 91 S'fi�U�TUR��ANAL�'S[S : Part 1� �SEft��"f'S�TRACTS � Cast in Place Vault � Drainage Easement ❑ Retaining Wall � Access Easement ❑ Rockery> 4' High ❑ Native Growth Protection Easement ❑ Strudural on Steep Slope � Trad ❑ Other ❑ Other ;: ;::::<:>:::.: > > > Par�'�3 SiG��€'��:�F P�F�SSI�t�A#.��iGiN�ER ; I or a civil engineer under my supervision has visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments. To the best of my knowledge the - information provided here is accurate. Si ned/Date TABLE OF CONTENTS SECTION i PROJECT OVERVIEW........................................................................................................................1 Figure1: Vicinity Map..........................................................................................................................2 FIGURE2: Site Map.............................................................................................................................3 SECTION 2 CONDITIONS AND REQiJIREMENTS SLTNIlVIARY.......................................................................4 SECTION 3 OFF-SITE ANALYSIS...........................................................................................................................10 SECTION 4 FLOW CONTROL&WATER QUALITY ANALYSIS&DESIGN................................................10 Figure5: Existing Conditions Map......................................................................................................12 Figure6: Developed Conditions Map...................................................................................................13 SEC'TION 5 CONVEYANCE SYSTEM ANALYSIS AI��D DESIGN......................................................................21 SECTION 6 SPECIAL REPORTS AND STUDIES..................................................................................................23 SECTION7 OTHER PERMITS.................................................................................................................................23 SECTION 8 ESC ANALYSIS AND DESIGN............................................................................................................23 SECTION 9 BOND QUANTITIES,FACILTTY SUMMARIES AND DECLARATION OF COVENANT.......24 SECTION 10 OPERATIONS AND MAINTENANCE MA'.vUAL..........................................................................28 APPENDIX A Level One Downstream Analysis Level One Table Drainage Flow Map Stafford Crest Drainage Report Exhibit Drainage Complaint List And Conesponding Address of Complaints APPENDIX B King County Drainage Basin Map King County Community Planning Areas Sensitive Area Folio Maps (Landslide, Seismic, Erosion, Streams, and Wetlands) Map 1 Water Features May Creek Basin Table 9-4 Wetland Summary Map 2 Subarea Boundaries Figure 3-2 Sub-catchment Boundaries Map'_vlay Creek Basin APPEn�IX C Table 3-1 Recommended R/D Standards for New De�elonme�-:t Figure 5.3.4.H-Riser Inflow Curves Figure 3.2.2.A-Rainfall Regions and Scale Factors Table 3.2.2.B -Equivalence Between SCS Soil Type �,�.�,,i ���R�-� �,��.1 1��.�r�� �.��r�� =.���3� , Peterson Coruul£ing Engir-�eeis Page i Revised Technical In{ormation Report for Saint Claire Julv 22, 2002 SECTION 1 PROJECT OVERVIEW Project: Saint Claire PCE Job Number: ALLN-0002 Site Area: The site consists of approximately 10.30 Acres. Site Location: The site is located within the City of Renton at the south end of Monterey Court NE,between NE 31St and NE 33ia Streets. See Figure 1: Vicinity Map. More generally, the site is located in Section 32, Township 24 North, Range 5 East, W.M. in King County Washington. Existing Adjacent Development: Existing development adjacent to the site includes the following: North—Single Family Residential, Stafford Crest Division 1 & 2 East-Undeveloped South—King County Parcel—Not Open, and NE 31St Street West—Undeveloped Pre-developed Site Conditions: The existing project site runoffpatterns are generally from northeast to southwest. The onsite slopes range from 5-50%, the flatter slopes are located within the developable area and the 40% and greater slopes are located on the south and east side of the project. The existing site is undeveloped and undisturbed. Existing vegetation consists of a mixture of deciduous and evergreen trees with a sparse understory. Post-developed Site Conditions: The proposal is to construct 18 lots with associated roads and utilities on the site, see Figure 2; Site Map. Drainage patterns for the developed site will be similar to the patterns for the existin��� site. Runoff will be collected using a tightline system and directed into the stormwater«�etvault for detention and water quality treatment. See Section N for a detailed discussion and calculations. Peterson Consu ting Engineers Page 1 n � ` +` ��n " o LAKE '::. �� Z r- WASHINGTON � Z rn 405 � ? � � � � -o Z � r Z � � �'�1 � ���� NE 36th ST �1���c�� � MONTEREY� P� � C-T.N� t - � = ♦- S/TE � Z NE 31st ST � ��- �• MA Y �REEK � PAf?K `' - NE 27th sT VI CI N/ T Y MA P: NOT TO SCALE SAINT CL4/RE VlCINITY MAP SEC. 32, TWP. 24 N., RGE 5 E., W.M. DWN. BY.• DATE.• JOB NO. (� ETERSON 4030 Lake Washington Bh�d. N.E., Suite 200 �?. GREEP� 12/16/Ci A�LIV-0002 `'�a 1 C O N S U LT I N G Kirkland, WA 98033 Q o Tel(425) 827-5874 C H K O. 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Core Requirement#2: Off-Site Analysis See Section 3 of this report. Core requirement# 3: Flow Control See Section 4 of this report for detailed discussion and calculations. Core Requirement#4: Conve�ance System The proposed conveyance system will collect and contain the stormwater from the site to the wet vault. See Section 4 of this report for detailed discussion and calculations. Core Requirement# 5: Temporary Erosion and Sediment Control In accordance with the City of Renton Standazds, a temporary erosion control plan has been designed and provided. See Section 8 of this report for detailed discussion and calculations. Core Requirement# 6: Maintenance &Operations A maintenance and operations manual is provided in Section 10 of this TIR. Core Requirement# 7: Financial Guarantees &Liabilitv A bonds worksheet will be completed after first review. The project owner will provide bonding as required by the City of Renton. Core Requirement# 8: Water Quality A water quality facility, in the form of a wetvault will be provided on site. See Section 4 of this report for detailed discussion and calculations. Peterson Consulting Engineers Page 4 Revised Technical Information Report for Saint Claire July 22, 2002 SPECIAL REQUIREMENTS: Special Requirement# 1: Other Adopted Area-Specific Requirements The project is located in the May Creek critical drainage azea and is subject to the requirements of the adopted May Creek Basin Action Plan, 1998. The detention and water quality standazds are govemed by this plan. Special Requirement# 2: Floodplain/Floodway Delineation The project site does not contain a stream, lake, wetland or closed depression and therefore no floodplain or floodways will unpact the site. Special Requirement#3: Flood Protection Facilities The project site does not contain a class 1 or 2 stream that has an existing or proposed flood protection facility and therefore no flood protection facilities will impact the site. Special Requirement#4: Source Control The proposed project is a subdivision and is not subject to this requirement. Special Requirement# 5: Oil Control The proposed project is not a high-use site and does not require oil control. Peterson Consulting Engineers Page 5 Revised Technical ln{ormation Report for Saint Claire Julv 22, 2002 Hearing Examiner's Conditions 1. During construction, the haul road is required to be rock-lined to prevent tracking of soil off-site on vehicle wheels. The haul road will be rock lined, see TESC Plan for details. 2. There would be a 10 foot-wide no clearing or grading area just north of these rear property lines. This area would provide a type of vegetative buffer upslope of the 40+percent slopes. So noted. 3. The applicant shall submit to the City for review and written approval, prior to clearing and grading, a plan for the protection and maintenance of the 10-foot wide vegetative buffer during construction and thereafter,including proposed recordation language. So noted. 4. The vegetative buffer shall either be an easement or provide comparable legal protection. The buffer shall be recorded against the property. The buffer will appear as an easement for Final Plat recording. 5. Before any clearing or grading is approved, a fence shall be placed on-site to demarcate where no clearing or grading is authorized (which includes the 10 foot vegetative buffer). The City will inspect the fence to assure adequacy and accuracy of placement, and provide written approval. A fence will be provided along the clearing limits, see TESC plan for details. 6. Permanent markers sha11 be placed on site showing where the buffer begins. � So noted. 7. There would be a traffic impact mitigation fee of�75 for each new average weekday trip attributable to the project. So noted. 8. There would be a fire impact mitigation fee of$488 for each new lot. So noted. Peterson Consulting Engineers Page 6 Revised Technical Information Report for Saint Claire Julv Z2, 2002 9. "Will serve"letters for sanitary sewer and water service will be required from Coal Creek Water and Sewer District. So noted. 10. There would be a park mitigation fee of$530.76 per each new residential lot. So noted. 11. Prior to clearing or grading, applicant sha11 submit to the City for review and approval, a Plan prepared by Washington State Licensed professional for trees to be retained/planted to block the views of the proposed houses (within a reasonable time) from the Greenway. The plan with maps shall include details for implementation, maintenance,notice to prospective purchasers, (possible recordation),replacement as necessary, and retention (including on- site markers). The plan is to be coordinated with the vegetative buffer and may lead to the buffer's increase in width. A tree retention plan has been provided, showing save trees. 12. The Erosion Plan, for both construction and habitation phases, would have to demonstrate compliance with the 1998 King County Surface Design Manual (KCSWDIv� standards with a Leve12 analysis of potential downstream impacts. The TESC Plan is per 1998 KCSWDM standards and requirements. 13. Certification of the installation, maintenance and proper removal of the erosion control facilities would be required prior to plat recordation. ' So noted. 14. A silt fence shall be required along the downslope perimeter of the area that is to be disturbed. So noted. I 15. Shallow drainage swales with vegetation within, and possibly lining rock depending on the grade are to be built. So noted. , 16. The silt fence and drainage swale shall be upslope of the vegetative buffer including any i increase due to the tree screening. ! The silt fence or drainage swale will not encroach into the vegetation buffer. I Peierson Consu ting Engineers Page 7 � il Relis�ed T�chrtic�ll[ri%rrn�ation Re�or.*for Sa:n��I�r;re Je�li� '? .'/i�72 17. Applicant shall mark on an approved map and on the trees themselves, those to be cleared (removed), and submit this to the City for review and approval, prior to any clearing and grading. A tree retention plan has been provided. 18. After rough grading,bare areas that would not to be immediatel5 co�-ered by imper�ious sliT-face «�ould be mulched, i.e. co�ered ����ith ��e�etati��e matcrial. So r.otec�, see 7E�SC pl�n�;s,for- �i�:t.iil�. 19. The on-site contractor would daily review the condition and maintenance of all c- sedimentation control measures durina off and on-site imnrovements and huildi� construction. So noted, see I�SC pians jor Uetul: 20. The project engineer shall make wee�i}� reporTs �o �ne Li�y puetic ��ori�s �ilspec�� ��� � �� status/condition of the erosion control plan, with any recommendations for chan in RC zoning. The NGPA would be recorded. This area would include all slopes equal t� or greater than 40 percent. The Code requires that the NGPA be marked on the ground. There would be no development in this area,which would remain in its forested state. Private parties, likely the Homeowners' Association,would be responsible for the NGPA's continuing integrity. This legal responsibility would be part of recordation. All areas with slopes greater than 40% will be recorded on Final Plat as NGPA's, and no development will be allowed with in these areas. 22. The applicant shall submit to the City for review and approval the design details for those roofs and their runoff where flow would not be directed to the stormwater treatment system. Such design shall show that the runoff quality, quantity and rate of discharge, as well as the location and manner of discharge, is environmentally safe for drainage to the Native Growth Protection Area. All roof drains will drain into the storm water treatment vault. No runoff is discharging into the NGPA. Peterson Consulting Engineers Page 8 Revised Technical Information Report for Saint Claire Julv 22, 2002 23. No later then application for clearing and grading, applicant shall submit a Stormwater Discharge Monitoring Plan. A stormwater discharge monitoring plan will be submitted as soon as possible. 24. Such plan shall be consistent with provision required by the City(by adoption of the 1998 KCSWMP), the County, and/or the State(including an HPA permit), whichever is stronger. So noted. 25. Such plan shall include background stream turbidity determination as well as discharge monitoring during construction, and thereafter, the party legally responsible for monitori.ng, the protocols used, record keeping and monitoring data transmission. All such data shall be public. So noted. 26. The enti.re property is designated an Aquifer Protection Zone. This Zone will be recorded against the property. So noted. 27. Hauling days shall be limited to Monday through Friday,unless approved in advance by the Development Services Division prior to construction permit issuance. So noted, see TESC plans for details. 28. Prior to final plat recordation, applicant shall submit to the City Development Services Division for review and approval by the City Attorney either a draft Homeowner's Association agreement or maintenance agreement for the maintenance of all common improvements, including private stormwater facilities, utility, and other easements, and other common areas, including Tracts A, B, C, D, and E. The approved agreement shall be recorded. The proposal as conditioned complies with the zoning requirements. So noted. Peterson Consulting Engineer•s Page 9 Revised Technical lnformation Renort for Saint Claire Julv 22, 2002 SECTION 3 OFF-SITE ANALYSIS See"Appendix A"for the Level One Offsite Analysis that was completed with the preliminary TIR. SECTION 4 FLOW CONTROL & WATER QUALITY ANALYSIS AND DESIGN Storrnwater flow control and water quality treatment standards are guided by the adopted May Creek Basin Action Plan, 1998. The plan references the 1998 King County Surface Water Design Manual (KCSWD1Vn for flow control and water quality requirements. See Figure 3-2 Subcatchment Boundaries Map May Creek Basin in Appendix B, and Table 3-1 Recommended R/D Standards for New Development in Appendix C. The proposed stormwater system will include a wetvault for detention and water quality. ExistinF Site HvdroloQv See Figure 3: Existing Conditions Map. The existing on site runoff pattems are generally from , northeast to southwest. The site contains three basins. Basin 1 directs runoff in the northerly direction and contains 2:1 slopes. These graded slopes were associated with the construction of Stafford Crest. Basins 2 and 3 direct runoff in the southwesterly and southeasterly directions respectively. Both basins 2 and 3 eventually discharge into May Creek. The onsite slopes range from 5%to 50%. The existing site is undeveloped and consists of deciduous and evergreen trees with a sparse under story of fems and salal. Soils are mapped as Alderwood and Kitsap which are classified as till soils by Table 3.2.2.B in the 1998 KCSWDM, see Appendix C for Equivalence Beriveen SCS Soil Type and KCRTS Soil Type. Peterson Consulting Engineers Page 10 Revised Technical Information Report for Saint Claire Julv 22, 2002 Develoved Site HvdroloQv The proposed development will consist of 18 lots and approximately 0.50 acres of impervious surface (road and sidewalk improvements), see Figure 4: Developed Conditions Map. The runoff from the developable areas contained in Basins 1, 2, and 3, will be conveyed to the proposed detention and water quality facility. This facility will be located within a Stormwater Tract on the west side of the site as indicated on Figure 2: Site Map. Outflow from the vault will be conveyed in a drisco pipe laid on the slope that will di"scharge into May Creek. See Section 5 for more information regarding the drisco pipe outfall discussion. A rockery will be installed on the north property boundary so the runoff from Basin 1 will no longer flow to the north into Stafford Crest. Instead, runoff from the road and lots contained in Basin 1 will be detained and treated in the wetvault. Runoff time series files were created for the existing and developed site hydrology for the developable area. This was accomplished using reduced 8-year data, hourly time steps, till soils, and a regional scale factor of 1.00, see Appendix C for Rainfall Regions and Scale Factors Map. All pertinent calculations and printouts for the time series are included in the next few pages of this report. �; 4 ,_� � � . 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The proposed vault interior dimensions aze 75- feet in length, 68-feet in width, and 12.2-feet in height (9.2 feet of active/live storage and 3 feet of dead storage). Active storage peak stage is 9.2 feet with an active storage volume of 46,920 cubic feet. The design calculations for this vault aze as follows. E�sting Basin: Developable Area Tributary To The Wetvault=3.43 Till Forest= 3.43 Flow Frequency Analysis Time Series File:predev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.216 2 2/09/O1 19:00 0.277 1 100.00 0 .990 0. 059 7 1/06/02 3:00 0.216 2 25.00 0.960 0. 160 4 2/28/03 3:00 0.166 3 10.00 0.900 0. 006 8 3/24/04 20:00 0.160 4 5.00 0.800 0.095 6 1/05/05 8:00 0.140 5 3 .00 0.667 0. 166 3 1/18/06 21:00 0.095 6 2.00 0.500 0.140 5 il/24/06 4:00 0.059 7 1.30 0.231 0.277 1 1/09/08 9:00 0.006 8 1.10 0.091 Computed Peaks 0.257 50 .00 0 .980 Peterson Consulting Engineers Page 19 Revised Technical Information Report for Saint Claire July 22, 2002 Developed Basin: Developable Area Tributary To The Wetvault= 3.43 Acres Roadway= 0.61 acres 181ots (3,000 sf/lot) = 1.24 acres Total Impervious = 1.85 acres Till Grass = 1.58 acres Flow Frequency Analysis Time Series File:dev.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 0.590 6 2/09/O1 2:00 1.21 1 100.00 0.990 0.467 8 1/05/02 16:00 0.712 2 25.00 0.960 0.712 3 2/27/03 7:00 0.712 3 10.00 0 .900 0.490 7 8/26/04 2:00 0.625 4 5.00 0.800 0.594 5 10/28/04 16:00 0.594 5 3 .00 0.667 0.625 4 1/18/06 16:00 0.590 6 2.00 0.500 0.712 2 10/26/06 0:00 0.490 7 1.30 0.231 1.21 1 1/09/08 6:00 0.467 S 1.10 0.091 Computed Peaks 1. 04 50 .00 0.980 , ; Peterson Consu ting Engineers Page I S Revised Technical Information Report for Saint Claire Julv 22, 2002 Wet Vault Statistics Retention/Detention Facility Type of Facility: Detention Vault Facility Length: 75. 00 ft Facility Width: 68.00 ft Facility Area: 5100. sq. ft Effective Storage Depth: 9.20 ft Stage 0 Elevation: 247.80 ft Storage Volume: 46920. cu. ft Riser Head: 9.20 ft Riser Diameter: 12.00 inches Number of orifices: 2 Full Head Pipe Orifice # Heiqht Diameter Discharge Diameter (ft) (in) (CFS} (in) 1 0.00 0.75 0.046 2 5.65 1.63 0.135 4.0 Top Notch Weir: None Outflow Rating Curve: None Stage Elevation Storage Discharge Percolation (ft) (ft} (cu. ft) (ac-ft) (cfs) (cfs) - 0.00 247. 80 0. 0.000 0.000 0.00 0.01 247.81 51. 0.001 0.001 0.00 0.02 247.82 102. 0.002 0.002 0.00 0. 03 247.83 153. 0.004 0.003 0.00 0.04 247.84 204. 0.005 0.003 0.00 0.05 247.85 255. 0.006 0.004 0.00 0.06 247.86 306. 0.007 0.004 0.00 0.22 246.02 1122. 0.026 0.007 0.00 0.37 248.17 1887. 0.043 0.009 0.00 0.53 248.33 2703. 0.062 0.011 0.00 0.69 248.49 3519. 0.081 0.013 0.00 0. 64 248.64 4284. 0.098 0.014 0. 00 1.00 248.80 5100. 0.117 0.015 0. 00 1.15 248.95 5865. 0.135 0.016 0.00 1.31 249.11 6661. 0.153 0.017 0.00 1.47 249.27 7497. 0.172 0.018 0.00 1.62 249.42 8262. 0.190 0.019 0.00 1.78 249.58 9078. 0.208 �.020 0.00 1.93 249.73 9B43. 0.226 0.021 0.00 2.09 249.89 10659. 0.245 0.022 0.00 2.25 250.05 11475. 0.263 0.023 0.00 - 2.40 250.20 12240. 0.281 0.024 0.00 I 2.56 250.36 13056. 0.300 0.024 0.00 2.71 25d.51 13821. 0.317 0.025 0.00 2.87 250.67 14637. 0.336 0.026 0.00 3.03 250.63 15453. 0.355 0.027 0.00 3.18 250.98 16216. 0.372 0.027 0.00 3.34 251.14 17034. 0.391 0.028 0.00 3.49 251.29 17799. 0.409 0.029 0.00 3.65 251.45 18615. 0.427 0.029 0.00 3.80 251. 60 19360. 0.445 0.030 0.00 Peterson Consulting Errgineers Page 16 Revised Technical lnformation Report 1'or Saint Claire Julv 22, 2002 3.96 251.76 20196. 0.464 0.03Q 0.00 4.12 251.92 21012. 0.482 0.031 0.00 4.27 252.07 21777. 0.500 0.032 0.00 4.43 252.23 22593. 0.519 0.032 0.00 4.58 252. 38 23358. 0.536 0.033 0.00 4.74 252.54 24174. 0.555 0.033 0.00 4.90 252.70 24990. 0.574 0. 034 0.00 5.05 252. 85 25755. 0.591 0.034 0.00 5.21 253. 01 26571. 0.610 0.035 0.00 5.36 253.16 27336. 0.628 0.035 0.00 5.52 253.32 28152. 0.646 0.036 0.00 5.65 253.45 28815. 0.662 0.036 0.00 5.67 253.47 28917. 0.664 0.037 0.00 5.68 253.48 28968. 0.665 0.039 0.00 5.70 253.50 29070. 0. 667 0.041 0.00 5.72 253.52 29172. 0.670 0.045 0.00 5.73 253. 53 29223. 0.671 0.050 0.00 5.75 253. 55 29325. 0.673 0.056 0.00 5.77 253.57 29427. 0.676 0.061 O.OG 5.79 253.59 29529. 0.678 0.063 O.00 5.94 253.74 30294. 0.695 0.076 O.00 6.10 253.90 31110. 0.714 0.086 O.00: , 6.25 254.05 31875. 0.732 0.094 0.00 6.41 254.21 32691. 0.750 0.101 0.00 6.57 254.37 33507. 0.769 0.108 0.00 6.72 254.52 34272. 0.787 0.114 0.00 6.88 254. 68 35088. 0.806 0.119 0.00 7.03 254.83 35853. 0. 823 0.125 0.00 7.19 254.99 36669. 0.892 0.130 0.00 7.34 255.14 37434. 0.859 0.135 0.00 7.50 255.30 38250. 0.878 0.139 0.00 7.66 255.46 39066. 0.897 0.144 0.00 7. 81 255.61 39831. 0.919 0.148 0.00 7.97 255.77 40647. 0.933 0. 152 0.00 8.12 255.92 41412. 0.951 0. 156 0.00 8.28 256.08 42228. 0.969 0. 160 0.00 8.44 256.24 43044. 0.988 0.169 a.00 8.59 256.39 43809. 1.006 0.168 0.00 8.75 256.55 � 44625. 1.024 0.171 0.00 8. 90 256.70 45390. 1.042 a.175 0.00 9.06 256.86 46206. 1.061 0.178 0.00 9.20 257.00 46920. 1.077 0. 181 0. 00 Hyd Inflow Outflow Peak Storage Target Calc Stage Elev (Cu-Ft) (Ac-Ft) 1 1.21 0.28 0.18 9.17 256.97 46773. 1. 074 2 0.59 ******* 0.16 8.36 256.16 42643. 0. 979 3 0.71 ******* 0.15 7.80 255.60 39763. 0. 913 4 0.59 ******* 0.13 7.12 254.92 36307 . 0. 833 5 0.62 ******* 0.07 5.84 253. 64 29798 . 0.664 6 0.37 ******* 0.04 5.63 253.43 28721. 0.659 7 0.47 ******* 0.05 5.74 253.54 29278 . 0.672 8 0.49 ******* 0.03 3.00 250. 80 15289. 0.351 Peterson Consulting Engineers Page 17 Revised Technical lnformation Report for Sairrt Claire Julv 22. 2002 ---------------------------------- Route Time Series through Facility Inflow Time Series File:dev.tsf Outflow Time Series File:rdout Inflow/Outflow Analysis Peak Inflow Discharge: 1.21 CFS at 6:00 on Jan 9 in Year 8 Peak Outflow Discharge: 0.180 CFS at 16:00 on Jan 9 in Year 8 Peak Reservoir Stage: 9.17 Ft Peak Reservoir Elev: 256.97 Ft Peak Reservoir Storage: 46774. Cu-Ft . 1.074 Ac-Ft Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Anaiysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) {ft) Period 0.178 2 2/09/O1 21:00 0.180 9.17 1 100.00 0. 990 0.063 7 1/0?/02 3:00 0.178 9.03 2 25.00 0.960 0.148 3 3/06/03 22:00 0.148 7.81 3 10.00 0.900 0.027 8 8/26/04 9:00 0.129 7.15 4 5.00 0.800 0.066 6 1/08/OS 2:00 0.073 5.90 5 3.00 0.667 0.073 5 1/19/06 7:00 0.066 5.83 6 2.00 0.500 0.129 4 11/24/06 9:60 0.063 5.79 7 1.30 0.231 0.180 1 1/09/08 16:00 0.027 3.00 8 1.10 0.091 Computed Peaks 0.179 9.13 50.00 0.980 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence_Probability CFS $ $ $ 0.003 26082 42.534 42.534 57.466 0.575E+00 0.008 8385 13.674 56.208 43.792 0.438E+00 I 0.013 6692 10.913 67.122 32.878 0.329E+00 �i 0.018 7372 12.022 79.144 20.856 0.209E+00 '� � 0.023 4627 7.546 86.689 13.311 0. 133E+00 0.027 3453 5.631 92.321 7.679 0.768E-01 0.032 2466 4.022 96.342 3.658 0.366E-01 0.037 1688 2.753 99.095 0.905 0.905E-02 0.042 51 0.083 99. 178 0.822 0.822E-02 0.047 24 0.039 99.217 0.783 0.783E-02 0.052 20 0.033 99.250 0.750 0.750E-02 0.057 20 0.033 99.262 0.718 0.718E-02 0.062 32 0.052 99.335 0.665 0.665E-02 0.067 48 0.078 99.413 0.587 0.587E-02 0.072 35 0.057 99.470 0.530 0.530E-02 0. 077 46 0.075 99.545 0.455 0.455E-02 0.082 37 0.060 99.605 0.395 0.395E-02 0.087 34 0.055 99.661 0.339 0.339E-02 0.092 18 0.029 99.690 0.310 0.310E-02 0.097 16 0.026 99.716 0.284 0.284E-02 Peterson Consulting Engineers Page 18 Revised Technical lnformation Report for Saint Claire Julv 22, 2UU. 0.102 17 0.028 99.744 0.256 0.256E-02 ' 0.107 19 0.031 99.775 0.225 0.225E-02 0.112 16 0.026 99.801 0.199 0.199E-02 0.117 11 0.018 99.819 0.181 0.181E-02 0.122 11 0.018 99.837 0.163 0.163E-02 0.127 14 0.023 99.860 0.140 0.140E-02 0.132 12 0.020 99.879 0.121 0.121E-02 0.137 9 0.015 99.894 0.106 0.106E-02 0.142 12 0.020 99.914 0.086 0.864E-03 0.147 8 0.013 99.927 0.073 0.734E-03 0.152 8 0.013 99.940 0. 060 0.603E-03 0.157 5 0.008 99.948 0.052 0.522E-03 0.162 10 0.016 99.964 0.036 0.359E-03 0.167 6 0.010 99.974 0.026 0.261E-03 0.172 6 0.010 99.984 0.016 0.163E-03 r_.�...._... __..,.r_. _ _ _ . .._.__ ..�__ ' Base File: predev.tsf New File: rdout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time----- ---------Check of Tolerance------- Cutoff Base New $Change Probability Base New $Change 0.048 � 0.92E-02 0.78E-02 -15. 8 � 0.92E-02 0.048 0.037 -23. 6 0.061 I 0.62E-02 0.69E-02 12.1 I 0.62E-02 0.061 0.065 6.B 0.074 � 0.48E-02 0.50E-02 4.5 � 0.48E-02 0.074 0.076 1. 9 0.087 � 0.36E-02 0.34E-02 -6.7 � 0.36E-02 0.087 0.086 -1.9 0.100 � 0.26E-02 0.26E-02 -6.4 � 0.28E-02 0.100 0.09B -2.7 0.113 I 0.22E-02 0.20E-02 -10.4 � 0.22E-02 0.113 0.108 -4.7 0.126 � 0.15E-02 0.15E-02 0.0 I 0.15E-02 0.126 0.126 0.0 0.139 � 0.98E-03 0.98E-03 0.0 I 0.98E-03 0.139 0.140 0.3 0.152 I 0.60E-03 0.60E-03 0.0 � 0.60E-03 0.152 0.152 O.Q 0.165 � 0.34E-03 0.28E-03 -19.0 � 0.34E-03 0.165 0.162 -1.7 0.178 I 0.21E-03 O.00E+00 -100.0 I 0.21E-03 0.178 0.169 -5.0 0.191 � 0.16E-03 O.00E+00 -100.� � 0.16E-03 0.191 0. 172 -10.2 0.204 I 0.82E-04 O.00E+00 -100. 0 I 0.82E-04 0.204 0.176 -13.8 Peterson onsulting Engineers Page 19 Revrsed Technical Information Renort for Saint Claire July 22, 2002 Maximum positive excursion = 0.004 cfs ( 8.0�) occurring at 0.056 cfs on the Base Data:predev.tsf and at 0 .060 cfs on the New Data:rdout.tsf Maximum negative excursion = 0.011 cfs (-23 .8�) occurring at 0.048 cfs on the Base Data:predev.tsf and at 0.037 cfs on the New Data:rdout.tsf _._ ._-----_ __ __ -_ --__ __ - � � - � - ,,,. �t _ N ; � rdout.dur � � � N �_ targ�t.dur ♦ � o °D R � ; � � �{�'G�R � � ` U � � � o +b� � N C7) r' �- o ' � rn U 0 � N O 0 � O O M 00 O o �C'�,,,`��.. 0 � 10 �5 10 �4 10 �3 10 -2 10 -� 10� Probability Exceedence ' Wetnool Sizing• V�[0.9A;+0.25Atg+0.lAK+O.OlAa](R) Where: II _[0.9(79,279)+b.25(70,132)](0.039) Vr =Runoff Volume from Mean Annual Storm(c fl A; =Area of Impervious Surface (s� ' =3,467 cf A�=Area of Till Grass (s fl A�=Area of Till Forest(s fl Vb =Required Wetpool Volume (c fl , Vb =f V� f =Volume Factor (3.0 for basic ponds} ' R =Rainfall from Mean Annual Storm(ft) = 3.0 (3,467) = 10.399 cubic feet (from KCSWDM Figure 6.4.1.A) Volume Provided in the Wetvault= 15,300 cubic feet ( 75'L x 68'W x 3'D) ' Peterson Consu ting Engineers Page 20 Revised Technical Inforrnation Renort far Saint Claire July 22, 2002 SECTION 5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN Conveyance Calculations 25 Year Flow Analvsis The pipes on site were sized to convey the 25-year developed storm and checked that during the 100-yeaz storm event the system would function adequately. In order to accurately model the proposed conveyance system the 15-minute time step had to be run for the developed basin. The peak flow output from KCRTS for the 15-minute time step is provided below. The smallest pipe on site with the least amount of slope is the pipe that must be able to handle the 25-year flow. Since a11 pipes are the same size (12"), the pipes connecting from catch basins 8 to 9, and also 8 to 6 have slopes of 0.5%. These two pipes will be analyzed. Flow master was used to find the maximum flow through these two pipes given the diameter and slope. It was analyzed that a 12"pipe with 0.5% slope could carry a maximum flow of 2.73 cfs, which is greater than the actua125-year flow of 1.99 cfs (see flow master output below). Flow Frequency Analysis Time Series File:pipetest.tsf Project Location:Sea-Tac ---Annual Peak Flow Rates--- -----Flow Frequency Analysis------- Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period , 0.867 6 8/27/Ol 18:00 2.96 1 100.00 0.990 0.644 8 1/OS/02 15:00 1.99 2 25.00 0.960 1.99 2 12/08/02 17:15 1.25 3 10.00 0.900 0.698 7 8/23/04 14:30 1.23 4 5.00 0.800 1.25 3 11/17/04 5:00 1.08 5 3.00 0.667 1.08 5 10/27/05 10:45 0.867 6 2 .00 0.500 1.23 4 10/25/06 22:45 0.698 7 1.30 0.231 2.96 1 1/09/08 6:30 0.644 8 1.10 0.091 Computed Peaks 2 .64 50.00 0.980 **NOTE** Flow master analyzed that this pipe could carry a maximum flow of 2.73 cfs,which is greater than the actual 25-year flow of 1.99 cfs. .-�w�e . xn� r;_ �, :..r �3-- � Manning's Formula �I Solve ior_ Full Flow Capacity � I _ --�s�---_ .� �. . Mannings CoeFficient:�� � • � �4 Ftow Area:�9 f1� ; i Wetted Perimeter 3.14 ft Channel Slape: O.U05000 ftJFt Top Width: 0_OD ft Depth_ 1_00 ft f CriticalDeplh:j 0_7l ft �-�"``"�-, � Percent Fulf_� 100_00 Diameter�12.00 �in ' Critical Slope: , D.D�6918 Etlft '• j' ; Discharge 2.73 cfs � Velocity: 3.47 ftls � Yelocity Head:(� 0.19 ft � Specific Energy:! FULL ft ` Froude Num6er.� FULL Maximum Discharge: ; _ , 2.94 cFs � � Fuli Flow Capacity: 2_73 cf: , � _ Full Flow Slope: _ _ 0,005000 FtlFt Peterson Consulting Engineers Page 21 Revised Technical Information Report for Saint Claire Julv 22, 2002 100 Year Flow Analvsis The two runs of 12"pipe having 0.5% slope aze approximately 0.23 CFS short of conveying 100-year flow. See flow master outputs and 15 minute KCRTS output above. These two runs of pipe are at the upstream end of the conveyance system and will not contain any runoff from roof drains from lots 16, 17, and 1 S. These two runs of pipe will convey water from approximately 2,900 square feet of impervious surface from the road and 4,600 square feet of pervious grass from lots 16, 17, and 18. Therefore, it is likely that there won't be a flow of 2.96 CFS, but a flow of much less magnitude during the 100-year storm event. It is our belief that these pipes should sufficiently convey all flows during these storm events. Pipe Outfall Description Please reference the civil plans for all details involving the locations and design of the conveyance path, outfall,pipe bends, and relevant struciures. The discharge from the stormwater facility will be conveyed underground until reaching CB#3. Approximately 54 feet downstream of CB #3 the conveyance system starts to run at surface level following the natural topography of the hillside. This 12"polyethylene drisco pipe will utilize the natural topography by containing horizontal and vertical bends, �! fittings, and pipe anchors, all of which should sufficiently hold the pipe in place. , Approximately 45 feet upstream of CB #2, the conveyance system proceeds underground. I' Once the discharge passes through CB#2,runoff is conveyed through a 12"pipe below ground to CB #1, a structure containing a birdcage type of lid. This bubble up structure is located approximately 15' northwest from May Creek's top of bank. Once in this structure, water will rise to the top and disperse out through the birdcage and empty into May Creek eliminating any potential for erosion problems. Outlet Riser The outlet riser for the combined detention/wetvault facility was sized per Section 5.3.4 of the '98 KCSWDM. A 12-inch diameter riser, with 0.40 feet of head can convey 2.39 CFS. The 100-Year Developed peak flow is 1.20 CFS, therefore a 12-inch riser will be adequate. Qox�icE= 3.782 x DZ x H ln Where D=diameter(ft)— 1.00' H =head (ft)—0.40' Qox¢icE=3.782 x(1.00)2 x (0.50)1�2 =2.39 CFS See Figure 5.3.4H Riser Inflow Curves in Appendix C. Peterson Consu tin En 'neers Pa e 22 'I g � g Revised Technical In{ormation Report for Saint Claire July 22, 2002 SECTION 6 SPECIAL REPORTS AND STUDIES A geotechnical report by Geotech Consultants, Inc. dated May 2000 can be found in Appendix D. SECTION 7 OTHER PERMITS A special use permit is in process with King County and a HPA will be required. SECTION 8 ESC ANALYSIS AND DESIGN Several standard erosion control procedures will be utilized by the contractor to minimize the amount of erosion and sedimentation perpetuated by the construction of the site. Some of the measures include a rock-lined construction entrance, filter fabric fence, and standard ground cover practices. A construction sequence will be used to minimize the impacts of erosion due to construction. A temporary sedimentation pond will be constructed, the required surface azea is calculated below,per Section D.4.5.2 of the KCSWDM: Sediment Pond Sizing SA=2 x Q10-year/ 0.00096 where SA=required surface area at top of riser Qlo-y�,.=0.70 cfs SA= (2 x 0.70)/0.00096 = 1458 SF The temporary sediment pond as designed has a surface area of 1,480 SF at the top of the riser. See Temporary Erosion and Sediment Control (TESC}plans for temporary sediment pond location and details. Peterson Consulting Engineers Page 23 Revised Technical Information Report for Saint Claire Julv 22. 2002 Emergency Over Flow Spillway Sizing L= �Q(iooYx�/ (3.21 * g c3n�)� —2.4*H L=Length of spillway(6 foot min. allowed) - see below , Q�iooYx>= 100 year developed flow— 1.20 cfs H=Height above head - 0.2 ft L= [1.20 /(3.21 * { 0.2 �3�2�) ] -2.4 * 0.2= 3.70feet The spillway as designed has a length of 6.0 feet. SECTION 9 BOND QUANTITIES, FACILITY SUMMARIES AND DECLARATION OF COVENANT � A bond quantity worksheet will be provided after first review. The facility summary sheet and corresponding figures are provided in the next few pages. r ��, i � I , ; . � � �_ � � ' � . i � � Peterson Consulting Engineers Page 24 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORMWATER FACILITY SUNIlVIARY SHEET Development: Saint Claire Date: December 16, 2001 Location: South end of Monterey Court NE, between NE 31�`and NE 33`a Streets, Renton, Wa. ENGINEER DEVELOPER Name: Jennifer Stei Name: Dan Cha man Firm: Peterson Consultin En ' eers Firm: Venture Pacific Partners Address: 4030 Lake Washington Blvd Address: 11417 124 Avenue NE Suite 200 Kirkland, Washington 98033 Kirkland, Washington 98033 Phone: 425 827 - 5874 Phone: 425 313 - 1164 Developed Site: Acres 10.30 Number of lots 18 Number of detention facilities on site: Number of infiltration facilities on site: n/a ponds n/a ponds 1 vaults n/a vaults n/a tanks n/a tanks Flow control provided in regional facility(give location) ni a No flow control required n/a Exemption number n/a Downstream Draina e Basins Immediate Ma or Basin Basin A GYPsY Creek Sub Basu► Ma Creek Basin B n/a n/a Basin C n/a n/a Basin D n/a n/a Number&type of water quality facilities on site: n/a biofiltration swale(regula.r/wet/or n/a sand filter(basic or large?) continuous inflow?} n/a sand filter, linear(basic or lazge?) n/a combined deternion/WQ pond n/a sand filter vault(basic or large?) (WQ portion basic or large?) n/a combined detention/wetvault n/a stormwater wetland n/a compost filter n/a wetpond (basic or large?) n/a filter strip 1 wetvault n/a flow dispersion n/a farm management plan n/a landscape management plan n/a oiUwater separator (baffie or coalescing plate?) n/a catch basin inserts: Manufacturer n/a 1998 Surface Water Design Manual 9/1/98 1 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL n/a pre-settling pond nla pre-settling structure: Manufacturer n/a n/a flow-splitter catchbasin DESIGN INFORMATION INDIVIDUAL BASIN A B C D Water Qualit desi flow n/a Water Quality treated volume or 10,399 cf �I wet ond Vr ', DESIGN TOTAL Il�TDIVIDUAL BASIN INFORMATION, cont'd Drainage basin(s) A B C D Onsite area 3.43 Offsite area 0 T e of Stora e Facili Vault Live Stora e Volume 47,250 cf Predeveloped Runoff 2-year 0.095 cfs Rate 10- ear 0.166 cfs 100- ea.r 0.276 cfs Develo ed runoffrate 2- ear 0.585 cfs 10- ear 0.702 cfs 100- ear 1.20 cfs T e of restrictor riser Size of orifice/restriction No. 1 0.875 inches No. 2 1.625 inches No. 3 No. 4 � ; 9/1/98 1998 Surface Water Design M�ual I 2 I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FLOW CONTROL&WATER QUALITY FACII,ITY SUNA�ARY SHEET SKETCH All detention, infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the top of the sketch(top right-hand comer). The heading should contain: • North arrow(point up or to left) • D9# • Plat name or short plat number • Address (nearest) • Date drawn(or updated) • Thomas Brothers page, grid number 2. Label CBs and MHs with the plan and profile designation. Label the control structure in � writing or abbreviate with C.S. Indicate which structures provide spill control. 3. Pipes-- indicate: Pipe size Pipe length Flow direction Use s single heavyweight line 4. Tanks--use a double, heavyweight line and indicate size(diameter) 5. Access roads • Outline the limits of the road • Fill the outline with dots if the road is gravel. Label in writing if another surface. '� 6. Other Standard Symbols: • Bollards: • � • • ■ ■ ■ ■ • Rip rap o00000 000000 Fences --x---x--x---x---x---x--- • Ditches �n�-r��---�v�-�-CD 7. Label trash racks in wiiting. 8. Label all streets with the actual street sign designation. If you don't know the actual street name, consult the plat map. 9. Include easements and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top with reference to a properly oriented heading. 11. Indicate driveways or features that may impact access, maintenance or replacement. 1998 Surface Water Desig.ct Manual 9/1/98 � N' � � p 0 � � � J 5 � �� SOG'0 � Q ^ 70 RNISH GRADE 8��� TO FlfJISJ'�GRAD£ � N �� � 6"IE 245.47 fL 2�3.41 6"IE 245.47 SNE,1R GA7E N07ES �� p �� , 8.00' ' � � �� � - ------�----- ------ ----------------------------------------------------- --- ^. 0 z e�-2c-Ic�.tto.wa ee�cu+�nnv�ui6��So�eo. --- --- ---- ---- ---- ---- -- _________________����___.b___ ______�_____ __ _____ _____ _���� _____ -___ �-__ $ -- ----- --/--- --------'--'---- L. 243. �u � } .. . . . � - . , ..� �, � � .. �... . - . �� COLYf P1N.� 2 G4iE VALYE SNALL BE 8'pAN. UNLFSS OTYfER/M5E SPEG7FIED. � r-3 - 1 � � �80 C8 4TY DRAfN BOTTOM BOT70M � gOTTOM � �� .vx e�n.r sr�cm rroits O 3.GATF SNAIl B£Ji.YN1ED TO 7EE SECAOM!BY BOCT4NG(7M7WGx �- � -- - ��� k-� 8"I£2s5.30 � av io 3/e'ear orea[ ti,wce), raQUNc.ae on+[a seamc uE�Ns ` � £L. 2a3.33 E � � EL. 143.21 � Fpq gp.nvc ro ,vice AO�Rl5TA8LE LOCK o Z c�2 / �� Cana£Clrow. HOOK N1Ri LOpC SCREW. � � 70P OF SUMP ol� Q 12•�WR£T TO fNSTALL EX7RUDED CURB �7� � i/ � �� p � � ����r����u57n� �rraat�T� � 2 4 EL. 242.5�9 � CB 4 ir.s�' ALONG NEST EDGE OF � �� � � (J') � 6'x4�.SUNP IZ"!E 247.80 VAULT � �i VARIABLE LENG7H. O FA57ENf0 IO F7PAME Q4 UPPfR HAMONO[D. /�/ � / 1'ROD OR 7UHING / 5.GA7E SHALL NOi Ll°EN BEVCWO 7HE Q£AR OPfM'NG BY UNI7E0 � Q �i i . �', �_ \��,s I 80TfOM 3Q 6"PVC FOOANG BOT70M � BOTfOLf � i� BOTTOA! i i ro . � � �- O O MuvGE wor£wEr/T,siq+tae, dP SGw£oitiEa oEHCE. Q �,� ��� � DRAIN 70 CB 4- i �. 243.10 �- i i �' 6.NEOWRENE MlBBER G�9CET R£Of/a4ED Bf7MEE/�/RISER YIXM7nyC ^ ~ £�2 2.59MP�' � � ; �� � £L. 1s2.63 6"�£245.47 _0.56X �- 2a2.75 Ee. 2a2.90 �� 4 \ UFT HANOLE nwNce u�ro c�re r-i,wce. w I' �'��r� 2 OOR_ I i � 'I uro ---------- ------- --------------------- � r i Q 1 I 1 7.MARNG SURFACES CF LlD AND BODY TU Bf MAQ4PIm FL14 � BOTTOM � � 4 SOCO I \ srF Ho7e s raa�rt r�r. J EL 242.B3�� ' � ' i� I r0 FINISH GRAD£ � \\ � i� ��� � � v , 6�IE 245.47 8 FUN(��uA'JNTfNG Bp.75 SNAIl BE 3 DIAY.ST.uNlESS � �i . � � , i I FRAME GRATE Qr RWND. I � i i �� U � i i -y_;_,_� i � SOYJD COVER MARK£D 'bRAIN �I ;; 5�' � � \ O \ O O O � i� . - / I 11.67• W1TH LOCKING 80LTS. B07TOM\ __ Q 9.a17ERNA7E aE,wau7/SHEM Ga7E5 70 7HE DE9dv srWwr� Q � i i >�,-r: � � ���L. 259.50 � EL. 243 07 \ , ;; / p // s A V E a f��S�o E�['v rrrtr wtF7 n+E�we R'rru� , � � BOTfDAI �� �I�'80TTOM �` BOTTOM �� BOTTOM { � 1 � . �� � / � - Z EL. 243.62�� � ,�; I EL. 243.89 £L. 243.77 �- £L 24J.62 � _ � � �� 80TTOA! L�H��E y+�� I i i EL• 2<2.97 �7TALTIED PER MANf/FAC7!/RER'S S� LL.I ii , . � �� I � � , . , . . , 1 Recacw�Ho�navs MAXlMUM OPEN/NG W � � BOTTOM i T . .."f-.,EL.r2�.89 �• � BOTTOM � BOT70M � '�-. . �� i� 807TAN FRONT OF GATE EL 243.62�� � �_i-�.�- �� 1 ^ i �\ � ,• �oE . �� EL. 243.07 SHEAR GATE DETAIL 2 EL 243.77 DlV1DER WALL fL. 243.62 �� �� - � _i��� OPENING �. �� xor ra suir � �� � � PROWDE 270 sq. ft. OF "�� 77.s7' �� �� ,��' i i � , � ; � I CRA7ED AREA (M1N.) , � wj- �i �/ ii �� � � � � I GRA1F SNALL REPLACE I 80TTOM " `,^- \� I �£4'L!D PANEL. B07TOM 80TTOM � �/ 8��� 'i cN,� �i ' '��-�-" ♦ � SECURELY ATTACH GRATE � / EL. 243.24 �i � £L. 2435i �i � ' ; ' � F VAULT £L. 243.19 EL. 2f3.04 � w N ii i ; ', �$°�vi° T�------------- ------- --------------------- �� � o.ssz �� \ � �v rn�� �� � � �'�. ��� 807TOM I � 'I �$ I f A A M E, G R A 1 E, c t R O U N D. � �� - ----� � i SOUD COVER MARKED "OR.41N' ^ ��Q N� i� ' � � EL 243.3! � � ° ;; 1N7H COCKING BQL 75. 3 '3�°0 �` �� � ' '.T / I ��70' i INSTALL EX7RUDED CURB v til C'n� ' - �- y dN �� �.--,.,� �p�-+� �\ �I �� �i ALONG NOR7H EDGE OF X 70P£L. 259.St ��m�'? i i L, �-,�T / I �t6Y 2 � ♦ l/AULT � �o�e v m �� ; �.--�--•- � �` _ 2 � � -° i i � �--E"w �' � � � �/�\� � I � i i FINISH CRADE � vmY 8��� � �'--'1"` � � B O T 7 0 M 1� J� 8 0 7 T O M D l V I D E R W A L L B O T 7 0 A! � B O T T O M� R E M O Y A B L E W A 7 E R A G H T __ I I � £L 243.38�, � � EL. 244.03 ���� fL. 244.15 EL 243.62 I EL 244.5 � i COUPUNC � � - fL' 257-00 I, Z� � '- .� • . . , . , . . • : . � . I�li , ._. ALUMlNUM UFT ROD. I �N BOTTOM � " �'�- BOTrDAd I BOTTOM � TOP • B0770M B0T70AI B07TOM i PIP£SUPPORTS(2 MW.) ,_, S£CUR£ 70 S1EP wZ EL 243.�8�i �4�_�.(2E c1. 243.48 � �l � i i 3"x0.075'ALUMINUN OR �. '' �Oa�ENING f1. 2a4.03 � EL. 24s.75 EL 243.15 EL. 243.62 Et. 2a4.55 ,, LE. (SEE RESTRICTOR _ - W , a 57ANDARO S7EP5 OR / i 0.079"S7FEL �� i i �. - -, 2 �-� 2 ^ i i DETAIC) � �gOW, EL. 253.45 � Li00ER � • •- i� � �i-•�- ��O �I� � � �� 6"MIN. 6� ¢ pRlFIC£DIA. 1.625 `� 8'SH£AR GAT£PER �� � `\�. '�I� 7L67' �` �i MAX ti � i i '� � JS' � i� �n (SEE OE7AQ BELOW) "' DETAIL, 7NIS SHEEi �. � I + � ( � �� £���W£T�`� . . ' � i i � ---= \ �� � OR C R L D /N 12"fE 247.80- � -EL. 247.80 � � �� TTOM � B07TOM 70P 80TTOM BOT70M BO7TOM '--��� �� c A� i . --.24,_3. 2-�s- ��� £L 243.44 _0525 £L. 243.57 £L. 242.57 L48.L EL '142.27 _ fL. 242.08 . i i w 121 GA £ND PLA7£ TO� 4 ��•pspt y �, 80 '' ec. �A � ------------------ ------ ------ ----------- -------- � WELD 12 GA. RESTRICTOR • �p �� =y-��'� � � PLAIE WITN 0.8750 p4fFICE, - - - � - �--�. 244.80 , 8 / 1 ii SHARP EDGE, DRILLED!N ELBOW DETAIL 3 fNSTALL OCTRUD�P� : //� f RIDGE LNf 12"lNLET NOT TO SCALf £C. 245.80 242.69 r � ALQNG GRAI�D AR A�� �-�� �' � � ��� i ;" i SE£S£C710N A-A 4 FROM C8 6 Z ,i , _ � � '; . --I` � N� .� 2 oI` 72'!E 246.80 �i Z 242.69 -r-f�-6"I T e�-. 76.67' 0 2 sj v� � � ' �� ,_�P�.CB 5 �.. �� r$I� i-� �i BOTfOAI _ Q a� - �r.�6"/�254.30 � �n� �\ i � i� , 80TTOM TOP B07TOM • B07TOM i( �� � i f�' 242'9� 240.6 '�� 3' i i - � I EL. 244.27 EL 244.40 EL 2<3.40 E L 2 4 3.7 0 ��! i N p 1�. � - NOT 70 SCAL£ �RE v�u�i wa1 E�wOS�q£�s �� �� EL 243. 3 � �' _ SECTION C-C �nrceix�ewc s+uu rePc�HSTALIED 8 - ---------------- ----------------------------------------------------- ----------------------------------------------- - --- _�: . �-------- - ---- > . . . . , . > c�Anx na�w.w•C . - ---------------------------------------------------------------- ----- ------------------------------------------- ---�; 2.$). __-_-_--- - r SDCO SDCO � 12"!NL£7J z 70 F1N/5N GRAD£ � � � � TO FJNJSH GRAOE`X 6"PVC PERFORA1ED FOO77NG 6'GNAfnYlNK FENCE x � � N �, 6"1E 245.47 I PLAN V/EW � ORAIN O O.00A FNOAI CB 6 6"lE 245.47 P����n�S�i srtcr i9. (rrv.) 9 X FRAME, CRA7E J� ROUND, 8 FRAME GRATE, &ROUNO, ry �� � � 1NSrALL£X7RUDED CURB SOLfD COVER MaRKED 'DRAIN" Nor ro su�[ SOLIO COVER MARKED "DRAfM" TOP OF VAULT FfNlSH GRADE x � � �' �' AL O N G C RA 7 E D A R�A µgn{LOCX/NG 801T5. f7Nl$h1 GRAOf FlNI SH G RA D E� µq7y�p��NG BOLTS. £L. 75H.50 �EL 2 5 9.5 0 GRATFD AR£A TOP EL. 259.50 fL 259.50 C��1 TOP£L. 259.50 N �n v�vi v� a . . , . . . . � -- , . - � . • -. > . � . > >>> a .. - . . • . � _ 4 �y < 256.00 -I. . - =.- .- - ��- .. - - - , ° . - . .. . . . _ . _ . - . �c - 256.00 M.W.S EL. 257.00 - . - . . . _ . . . . _ . � . . - . . . - . . . . - . . � S ���� � � � a - ., . . � . . ' T M W S. E�. , .. . ,�. � � _ ��„"'. � a �� � _, � ., .. • .� u , . , •. • . - '.257.00 . ` • .r. ". �� $7ANDARD 57EP5 OR 25300 � , . , ' _STANOARD STEPS OR-��- � " � �- LADD£R. EXTEND 70 3 0��o m "ua�oa^°r 2 -� 4' W1DE � I.i1DDER. EX7END TO , - � " ' 920` - ��DINDER WNl, , . . �, . . . . - . ���(�.)AULT p�y�DER WALL ?� g2 m R 2 �OurViilD+r OPEN/NG{ .,• BOnIN��'�VAULT�, . � ,-- ' � ' . ` � " . p . . . � . ' . I . � C J " . . L • � . . . . � . . � ' - . � � ' ' . � . . . DlND£R WALL ,. � � . . •` ` .� ..� ^. ; � ' - " 1FR OUA 17Y SI � ' J/4'- l� ' _ UALITY�F IGN .: -' .�.�_ :'. _ ' WA L DE GN p. _ . /2 - . � . . WA7ER - . - wsHFo rroc,r . - . . - . . - . . W.S EL 2s7.B0 � $ ( . . . . � . .a,- . ._ . : _r..- . . . -, -.-WS £L 247.80� . . � ._. ... . . - . _ . . - . - . . J- ' P i'l7va.) �� - � ' � ._. . � ` ` J.00^ . '� ` , , , " � ( J 8 � . �, . :� ... ' . � ' � . ��� " . . : TYP. •. 5£OfMEN7 STORACE p-_'_ . _�--'� ,'� . �� TOP OF RIDGE 243.57 S£OIMENT STQQACE� _ 244 75 . . - . - - _ . _ . . _ . - . . - . . . . _ £L. 244.80 = . . g .00x : -•� - - , - -•_0 528• �-� � �T ?43.57 , , � EL. 244.80 s - -- � EL. 249.40 . . . ' ^ . . . - 1 4gx- , . -, . � � '' BOTTOM C1�RIDGE . . � � ' 244.75 243.77 � , . EL. 243.40 . • � � � ?43.79 243.77 � SECTfON A-A 24p 5� �a2.75 'g zo 243.65 2f2.6 243.15 •243.33 242.57 24208 6"PERFORA)FD 5 y=, ` `� ��� �'`5• 16.67'-+ �71.67' I1.67'-+ 71.67'-+ � � �� � 1F�a�N s RECOMMENDED FOR APPROVAL (�j G DRAIN 28.33'� 23.33'� 2.�.,u'� ���g �q�e~ � dc1� sr_ oa�� DETENTION VA UL T 75' � (ea' w�oe x 75"CONC SE�CTTONaB-B 2� " G] INSIDE OfMENSlONS) j S ku O BY DATE: N07 r0 SCALE � � ��� �o gCt�aTO���$ BY OA7E' O ti O V ''�y t N „�ii `q�ONAL� � � Q Q p W BY OAIE� � � �a E%PIRES 09/09/02 ,� S7AMP NOT VAUD gr �a� RDtI1LL02 r � " '"�`�� Z UN�ESS STAMPED AND DA7FD SHEE717OF2 Revised Technical Information Report for Saint Claire July 22, 2002 SECTION 10 OPERATIONS AND MAINTENANCE MANUAL The storm drainage elements requiring maintenance attention include: detention and water quality wet vault, Type 2 catch basin, Type 1 catch basins, all storm conveyance lines. The operation and maintenance guidelines that are applicable for the proposed storm drainage system at Saint Claire can be found in the next few pages. � APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES �- NO. 3-CLOSED DETENTION SYSTEMS (PIPES/TANKS) . _ Maintenance Defect Conditions When Maintenance is Needed Results Expected When r , Component Maintenance is Pertormed � Storage Area Plugged Air Vents One-haK of the cross section of a vent is blocked at Vents free of debris and any point with debris and sediment sediment Debris and Accumulated sediment depth exceeds 10'/0 of the AII sediment and debris Sediment diameter of the storage area for'k length of storage removed from storage area. vault or any point depth exceeds 15%of diameter. Example:72-inch storage tank would require Geaning when sediment reaches depth of 7 inches for more than'fl length of hnk Joints Between Any crack allowing material to be transported into All joint between tank/pipe Tank/Pipe Section facility sections are sealed Tank Pipe Bent Any part of tanklpipe is bent out of shape more than Tank/pipe repaired or replaced '� Out of Shape 10%of iYs design shape to design. Manhole Cover Not in Place Cover is missing or only partially in place.Any open Manhole is closed. manhole requires maintenance. Locking Mechanism cannot be opened by one maintenance Mechanism opens with proper Mechanism Not person with proper tools.Bolts into frame have less tools. Working than'/z inch of thread(may not apply to self-locking lids.) Cover Di�cutt to One maintenance person cannot remove lid after Cover can be removed and Remove applying 801bs of lift. Intent is to keep cover from reinstalled by one maintenance sealing off access to maintenance. person. Ladder Rungs Kng County Safety Office and/or maintenance person Ladder meets design standards Unsafe judges that ladder is unsafe due to missing rungs, allows maintenance person safe � misalignment,rust,or cradcs. access. Catcfi Basins See"Catch Basins"Standards No.5 See"Catch Basins"Standards No.S 1998 Surface W'ater Design Manual 9/]/98 A-3 APPENDIX A MAINTENANCE STANDARDS FOR PRiVATELY MAINTAINED DRAINAGE FACILITIES + NO.4-CONTROL STRUCTUREIFLOW RESTRICTOR • Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed � General Trash and Debris Distance beNveen debris build-up and bottom o( Ail trash and debris removed_ (Includes Sediment) orifice plate is less than 1-1/2 feet Structurai Damage Structure is not securely attached to manhole wall Structure securely attached to and outlet pipe structure should support at least wall and outlei pipe. 1,000 Ibs of up or down pressure. Structure is not in upright position(ailow up to Structure in correct position. 10'/o from plumb). Connections to oudet pipe are not watertight and Connections to outlet pipe are show signs of rust. water tight;structure repaired or replaced and worics as designed. Any holes—oUier than designed holes—in the Structure has no holes other structure.. than designed holes. Cleanout Gate Damaged or Missing - Geanout gate is not watertight or is missing. Gate is waterGght and works as designed. Gate cannot be moved up and down by one Gate moves up and down easily maintenance person. and is watertight. Chain leading to gate is missing or damaged. Chain is in place and works as designed. Gate is rusted over 50%of its surface area. Gate is repaired or replaced to meet design standards.. Orifice Plate Damaged or Missing Control device is not working properly due to Plate is in place and works as missing,out of ptace,or bent orifice plate. designed. �_• -- Obstructions Any trash,debris,sediment,or vegetation Plate is free of all obstructions blocking the plate. and works as designed. Overflow Pipe Obstructions Any trash or debris blocking(or having the Pipe is iree of all obstructions potential of blocking)the overflow pipe. and works as designed. Manhole See"Closed Detention Systems"Standards N�.3 See'Ctosed DetenGon Systems' Standards No.3 Catch Basin See'Catch Basins"Standards No.5 See'Catch Basins"Standards I� No.5 ' � . 9/1/98 1998 Surface Water Design Manual A-4 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Results Expected When , Component Maintenance is perfarmed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located {Includes Sediment) located immediately in front of the catch basin immediately in front of catch opening or is blocking capaciry of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris in the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris in any inlet or outlet pipe blocking Inlei and ouUet pipes free of more than 1/3 of its height. trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding 1 cubic foot in No condition present which volume would attract or support the breeding of insects or rodents. ` Structure Damage to Comer of frame extends more than 3/4 inch past Frame is even with curb. Frame a�d/or Top Slab curb face into the street{If applicable). � Tap slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent is to make sure cracks. all material is running into basin). Frame noi sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch of the frame from the top slab. s1ab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that structure is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inleU outtet pipe or any evidence wide at the jant of inlet/ouUet of soil partides entering catch basin through pipe. cracks. SedimenU Basin has settled more than 1 inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. . 1998 Surface Water Design Manual 911/9S • A-5 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILIT'IES NO. 5-CATCH BASINS(CONTINUED� � Maintenance Defect Conditions When Maintenance is Needed Results Expected When . Component Maintenance is performed � . Fire Hazard Presence of chemicals such as natural gas,al and No flammabie chemicals gasoline. present. Vegetation Vegetation growing across and blocking more than No vegetatio�blocking opening 10%of the basin opening. to basin. Vegetation growing in inleUoutlet pipe joints that is No vegetation o�root growth more than six inches tall and less than six inches present. apaR. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollu0on preserrt other than per three feet o!basin length. surface film. _ Catch Basin Cover Cover Not in Place' Cover is missing or only partially in place.Any open Catch basin cover is closed � catch basin requires maintenance_ Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Botts into frame have less tools. than 1/2 inch of thread. Cover Difficutt to One maintenance person cannot remove lid after Cover can be removed by one Remove applying 80 Ibs.of lift;intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person � safe access. Metal Grates Grate with opening wider than 7/8 inch. Grate opening meets design (If Applicable) standards. Trash and Debris Trash and debris that is blocldng more than 209�0 of Grate free of trash and debris. f grate surface. �_ Damaged or Grate missing or broken member(s)of the grate. Grate is in place and meets Missing. design standards. NO.6 DEBRIS BARRIERS (E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier dear to receive capacity the openings in the barner. flow. Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars in place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust is causing 5096 deterioration Repair or replace barrier to to any part of barrier. design standards. � l 9/1/98 1998 Surface Water Desi�n Manua] A-6 � APPENDIX A MAINTENANCE STANDARDS FOR PRIVAT'ELY MAINTAINED DRAINAGE FACILITIES NO. 7- ENERGY DISSIPATERS . Malntenance Defect Co�ditions When Maintenance is Needed Results Expected When , Components Maintenance is Performed. Extemal: Rock Pad Missing or Moved Only one layer of rock exists above native soil in Replace rocks to design Rock area five square feet or larger,or any exposure of standards. native soil. Dispersion Trench Pipe Plugged with Accumulated sediment that exceeds 20%of the Pipe cleaned/Flushed so that it Sediment design depth. matches design. Not Discharging Visual evidence of water discharging at Trench must be redesigned or Water Properly concenirated points along trench(normal condition rebuilt to standards. is a"sheet#fovJ'of water along trench).Intent is to prevent erosion damage. Perforations Over 1Y2 of pertorations in pipe are plugged with C{ean or replace perforated pipe. Plugged. debris and sedime�i. Water Flows Out Maintenance person observes water flowing out Faciliry must be rebuitt or Top of"Distributo�' during any storm less than the design storm or its redesigned to standards. Catch Basin. causing or appears likety to cause damage. Receiving Area Water in receiving area is causing or has potential No danger of landslides. Over-Saturated of causing landslide problems. I ntemal: Manhole/Chamber Wom or Damaged Structure dissipating flow deteriorates to 1/2 or Replace structure to design Post Baffles,Side original size or any concentrated wom spot standards. of Chamber exceeding one square foot which would make structure unsound. � Other Defects See"Catch Basins"Standard No.5 See"Catch Basins"Standard No. 5 I 1998 Surface Watcr Desigi Manual 9/1198 A-7 APPEI�IDIX A MAINTENANCE STANDARDS FOR PRNATELY MAINTAII�fED DRAINAGE FACILITIES NO. 8- FENCING � Maintenance Defect Conditions Whert Maintenance is Needed Results Expected When Components Maintenance is Performed � . , General Missing or Broken Any defect in the fence that permits easy entry Parts in place to provide adequate � Parts to a facility. security. Erosion Erosion more than 4 inches high and 12-18 No opening under the fence ihat inches wide permitting an opening under a exceeds 4 inches in height. fence. V1/ire Fences Damaged PaRs Post out of plumb more than 6 inches. Post plumb to within 1-112 inches. Top rails bent more than 6 inches. Top rail free of bends greater than 1 inch. Any part of fence(including post,top rails,and Fence is aligned and meets design fabric)more than 1 foot out of design alignment. standards. Missing or loose tension wire. Tension wire in place and holding fabric. Missing or loose barbed wire that is sagging Barbed wire in place with less than more than 2-112 inches beriveen posts. 3/4 inch sag between post. Extension arm missing,broken,or bent out of Extension arm in place with no shape more than 1 112 inches. bends larger than 3/4 inch. Deteriorated Paint or Part or parts that have a rusting or scaling Structurally adequate posts or Protective Coating condition that has affected structura!adequacy. parts wiih a uniform protective coating. Openings in Fabric Openings in fabric are such that an 8-inch- No openings in fabric. diameier ball cou{d fit through. NO. 9-GATES � � Maintenance Defect Conditions When Maintenance is Needed Results Expected When � Component Maintenance is Pertormed General Damaged or Missing Missing gate or locking devices. Gates and Locking devices in Members place. ! Broken or missing hinges such that gate cannot Hinges intact and lubed.Gate is be easily opened and clased by a maintenance working freely. I person. ', Gate is out of plumb more than 6 inches and Gate is aligned and verticai. more than 1 foot out of design alignment. � Missing stretcher bar,stretcher bands,and ties. Stretcher bar,bands and ties in place. Openings in Fabric See"Fencing'Standard No.8 See"Fenang"Standard No.S , �_.; � � • �I + ' �. 9/1/98 1998 Surface Water DesiQn Manuai A-8 � APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII.ITIES N0. 10-CONVEYANCE SYSTEMS(PIPES & DtTCHES) —. Maintenance Defect Conditio�s When Maintenance is Needed Results Expected When i , Component Maintenance is Performed Pipes Sediment 8 Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegeta6on removed so water through pipes. flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50'/o deterioration to any part of pipe_ Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20%. Open Ditches Trash�Debris Trssh and debris exceeds 1 cubic fooi per 1,000 Trash and debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20'k of the Ditch Geaned/flushed of all design depih. sediment and debris so that it matches design. Vegetation Vegetation that reduces free moveme�t of water Water flows freely through through d'Rches. ditches. Erosion Damage to See"Ponds"Standard No.1 See'Ponds"Standard No.1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design Place or Missing{If the rock lining. standards. Applicable). - Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins°Standard No.5 Debris Barriers See"Debris Bamers"Standard No.6 See"Debris Barriers'Standard (e.g.,Trash Rack) No.6 N0. 11 -GROUNDS(LANDSCAPING) Maintenance Defect Conditions When Maintena�ce is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20°�of the landscaped Weeds present in less than 5% � (Nonpoisonous) area(trees and shrubs only). of the landscaped area. ' Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegeta6on vegetation. present in landscaped area. � Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area dear of litter. within a IandscaPed area(trees and shrubs only)of 1,000 square feet. Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are split or Trees and shrubs with less than broken which affect more than 25°k of the total S�o of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been bfown down or Tree or shrub in place free of knocked over. injury. Trees or shrubs which are not adequately supported Tree or shrub in place and '� or are leaning over,causing exposure of the roots. adequately supported; remove I any dead or diseased Vees. � 1998 Surface Water Design Manua] 9/1/9S A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAII�IED DRAINAGE FACILITIES N0. 12=ACCESS ROADS/EASEMENTS Mainlenance Defect Condition When Maintenance is Needed Results Expected When _ . Component Maintenance is Performed / Generai Trash and Debris Trash and debris exceeds 1 cubic foot per 1,000 Roadway free of debris which square feet i.e.,trash and debris would fill up could damage tires. one standards size garbage can. Blocked Roadway Debris which couid damage vehicle tires(glass Roadway free of debris which or metal�. could damage tires. Any obstruction which reduces clearance above Roadway overtiead clear to 14 feet road surface to less than 14 feet. high. � Any obstruction resficting the access to a 10 to Obstruction removed to atlow at 12 toot width for a distance of more than 12 feet least a 12 foot access. or any point restricting access to less than a 10 foot width. Road Surfiace Settlement,Potholes, When any surface defect exceeds 6 inches in Road surface uniformly smooth Mush Spots,Ruts depth and 6 square feet in area.In general,any with no evidence of settiement, surface defect which hintlers or prevents potholes,mush spots,or ruts. mainienance access. Vegetation in Road Weeds growing in the road surface that are Road surface free of weeds taller Surface more than 6 inches tall and less than 6 inches than 2 inches. tall and less than 6 inches apart wRhin a 400- square foot area. Modular Grid Build-up of sediment mildly contaminated with Removal of sediment and disposal Pavement petroleum hydrocarbons. in keeping with Health Departrnent recommendations for mildly contarninated soils or catch basin sediments. �� Shoulders and Erosion Damage Erosion within 1 foot of the roadway more than 8 Shoulder free of erosion and � Ditches inches wide and 6 inches deep. matching the surrounding road. Weeds and Brush Weeds and brush exceed 18 inches in height or Weeds and brush cut to 2 inches hinder maintenance access. in height or cleared in such a way as te zllov.�maintenance access. (� � 9/1/98 1998 Surface Water Desi�n Manual A-10 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACII,ITIES N0. 13-WATER G�UALITY FACILfT7ES (CONTINUED� E.� Sand Fiiters (Continued) � , j , Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed Below Ground Short Circuiting When seepage/flow occurs along the vault walls Sand filter media section r�laid Vault(Continued) and comers. and compacted along penmeter of vault to form a semi-seal. Vertical Riser Pipes Plugged,failure due to cracking defoRnation.Flows Clean out the riser pipe;replace tend to back-up in first chamber of the vault pipe as needed. Damaged Pipes Inlet or outlet piping damaged or broken and in Pipe repaired and/or replaced. need of repair. Access Cover Cover cannot be opened,one person cannot open Cover repaired to proper Damaged/Not the cover,corrosioN defoRnation of cover. . woricing specifications or Working replaced. Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vautt replaced or repaired to Damaged;Includes partiGes entering the structure through the c2cks, design specifica6ons. Cracks in Walls, o�maintenance!inspection personnel detertnines Bottom,Damage to that tfie vault is not structurally sound. Frame and/or Top Slab. Cracks wider than 1/2-inch at the joirits of any inleU No cracks more than 1/4-inch ounet pipe or any evidence of soil particles entering wide at the joint of the inleU the vauft through the walls_ outlet pipe. Baffles Baffles corroding,cracking,warping and/or showing Repair or replace baffles to signs of failure as determined by maintenance/ speafications. inspecGon person. Access Ladder Ladder is coRoded or deteriorated,not functioning Ladder replaced or repaired to Damaged properly,missing rungs,cracks,and misaligned. specificaUons,and is safe to use as determined by inspection personnel. � '�, . 1 1998 Surface Water Design Manual 9/1/98 A-15 APPENDIX A MAINTENANCE STANDARDS FOR PRIVA'IELY MAINTAINED DRAINAGE FACILITIES N0. 13-WATER QUALITY FACIL111ES(CON7INUED� _F.] Leaf Compost Filters � Maintenance Defect . Conditions When Maintenance is Needed Results Expected When ( Component Maintenance is Pertormed Above Ground Sediment Sediment depth exceeds 025-inches. No sediment deposits on fabric Open Swaie accumulation on Gea layer which would impede Textle/media permeability of the fabric. Trash and debris Trash and debris accumulated on compost filter Trash and debris removed from accumulations bed. . compost filter bed. SedimenV debris in When the yard drain CB's and clean-outs become Remove the accumulated draiN yard drains/ full of sediment and/or debris. materiat from the facility. clean-outs. Vegetation Vegetation impending flow through section,or Vegetation is mowed or . encroaching into compost media_ eradicated such that flow is no � longer impeded. Leaf Compost Media Drawdown of water through the leaf compost, Replace media with new to takes longer than 12-hours,and/or flow through design specifications,in addition the overflow pipes occurs frequenUy. to repfacing fabric. Short-Circuiting When Channeled flow occurs over the leaf inedia; Flow is un'rform over the entire and where flow perks through the media at the width of the media section,and baffies. concentrated percolation does not occur at the baffle walls. Media needs to be graded and r�set at the bafftes to form a seal.Weir plate may need to be adjusted in addition. Erosion Damage to Eroded damage over 2-inches deep where cause Slopes should be stabilized by Slopes of damage is prevalent or potential for continued using proper erosion control -- erosion is prevalent measures. � Damaged Geo-Textile When fabric is tom,deteriorated,raveled,etc. Fabric replaced as necessary. Fabric. Rock Pad Missing or Soil beneath the pad is visible. Replace or rebuild the rock pad out of place to design standards. Damaged Pipes Any part of the pipe system that is crushed, Pipe repaired or replaced. damage due to coRosion,and/or settlement V-Notch Weir Flow is not being uniformly spread over filter Clean,repair or replace the w�� Assemblies media. systems. Below Ground Sediment Sediment depth exceeds�.25-inches. No sediment deposits on fabric Vault Accumulation o�Gea layer which would impede Textile/Media. pertneabifity of the fabric and compost media Sediment Sediment depth exceeds 6-inches in first chamber. No sediment deposits in vault Accumulation in Vault bottom of first chamber. Trash/Debris Trash and debris accumulated on compost(ilter Trash and debris removed frorn Accumulation bed. the compost fiiter bed. Sediment in Drain When drain pipes,clean-outs,yard drains become Remove the accumulated Pipes/Yard Drains/ full with sediment and/or debris. material from the facilities. Clean-Outs E 9/1/9S 1998 Surface Water Desi;n Manual A-16 � � � A � W a � d Level 1 Downstream Anal sis for Saint Claire Y + � � Level 1 Off-Site Analysis for Saint Claire December 16,2001 TABLE OF CONTENTS TASK 1: STUDY AREA DEFINITION & MAPS.................................. 1 UpstreamDrainage Analysis............................................................................... 1 TASK 2: RESOURCE REVIEW.............................................................4 CommunityPlan.................................................................................................. 4 Basin Reconnaissance Summary Report............................................................ 4 Critical Drainage Area........................................................................................ 4 SensitiveArea Folio............................................................................................. 4 WetlandsInventory............................................................................................. 5 King County Drainage Complaints .................................................................... 5 TASK 3: FIELD OBSERVATIONS........................................................ 8 TASK 4: DRAINAGE SYSTEM AND PROBLEM DESCRIPTION....9 Drainage System Components ............................................................................ 9 Drainage Problem Description...........................................................................10 Peterson ConsultingEngineers Level 1 Off-Site Analysis for Saint Claire December 16, 2001 TASK 1: STUDY AREA DEFINITION & MAPS The approximately project site is located at the south end of Monterey Court NE, between NE 31�and NE 33� Streets in Renton, see Figure 1B: Vicinity Map. More generally, the site is located in Section 32, Township 24 North, Range 5 East, W.M. in King County Washington. This site is located in the May Creek Drainage Basin. See Map 2, Subarea Boundaries May Creek Basin in Appendix B. Upstream Drainage Analysis There are no upstream tributary areas defined for this site, see Figure 2B: USGS Map. Drainage to the north of the site is controlled by the Stafford Crest development; see the nac>Pc fnlln�z;incr th�c rPnnrt fnr Ctaffn�rl f'ract T�rainaa� RPnnrt F�:hi?-�i' �_) �- �� , r ' i I � � � Peterson ConsultinQ Engineers Pa�e_1_ : � � � O I L AKE � WASNIIVGTON z m Z � 405 � ? � � � � �� � � ��-p� � � � � NE 3s th s r ����.���� � � MON TEREY=— P �---a CT NE� � �� ` ♦- SI TE � Z NE 3�Sr sr � MA Y CREEK � PARK NE 27th sr I/ICIN/ T Y MAP: Nor ro sca�E SA/NT CLA/RE VICINITY MAP SEC. 32, TWP. 24 N., RGE 5 E., W.M. DWN. BY.• DATE.• JOB ND. = � ETERSON 4030 Lake Washington Blvd. N.E., Suite 200 R. 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STEIG ; � Level 1 Off-Site Analvsis for Saint Claire December 16, 2001 TASK 2: RESOURCE REVIEW Support documentation for the following items may be found in Appendix "B and C". Community Plan The site is located in the Newcastle Community Planning Area, see King County Community Planning and Basin Maps in Appendix B. Basin Reconnaissance Summary Report The site is located in the Cedar River Basin and May Creek Sub-basin (see Basin Map in Appendi�c B). The King County Basin Reconnaissance Summary Report does not include the May Creek Sub-basin. Critical Drainage Area The site is located in the May Creek Critical Drainage Area as defined in the 1990 King County Surface Water Design Man� � ` Design Manual eliminated this designatior Sensitive Area Folio The site is not located in Wetlands, Streams and 100-year Floodplains, Landslide Hazard, Erosion Hazard, or Seismic Hazard areas as defined by Sensitive Areas Map Folio King County, Washington. See Sensitive Area Folio Maps in Appendix B. SCS Soil Survey The soils on the site area mapped as a mixture of Alderwood, and Kitsap soils. Both Alderwood and Kitsap soils are hydraulic group `C', till soils. Generally the north half of the site is Alderwood soils (AgC and AgD) with slopes between 6% and Peterson Cor�sulting Engineers Pa� Level 1 Off-Site Analvsis for Saint Claire December 16, 2001 30%. The remainder of the site is Alderwood and Kitsap soils (AkF) on very steep slopes, see Figure 3B: SCS Soils Map. Wetlands Inventory Wetlands 31, 32, and 33, as identified by Current &Future Conditions Report May Creek, August 1995, are appro�cimately 1.5 miles downstream of the project site. These wetlands are tributary to May Creek. See Map 1, Water Features May Creek Basin and Table 9-4 Wetland Summaries in Appendix B. King County Drainage Complaints A request for drainage complaints was made to King County DDES. Their reply listed no drainage complaints for the 1-mile downstream investigated within this report in the last ten years. Please reference Drainage Complaints List in Appendix C. Peterson Consulting Engineers Pa�e 5 -TT..:�.'�'^w.v+s.�aR€�a6�33t_a�..,..�-.��....,c'8..9.z ' ,�.s.o-e.�..,. . "' '1fih�TM� - - � - .�.� - �bc.a=s'=s:'a:�:r '*s�z--- G"`- nY�X:'3a.r.a.=s�iteV9"'.aL13ui�v�qen.'Y'�.c+u4LibFs`61SM1`a'tt.u��3'.�a:-CB. -:4x....ti:�a'X+�. >a4�x..�:i�^'i+..-rS£*'r` ��T�l..'. { .�'�x•C� Bh '��, — {� �f�'�� \ �'� tN �F \ f'Z 1 C s�. � ;�'�< ���,_ �Q° � � K � �� �i' �' r�AgC � ,'"k� �� :� May. e KpC. Y4 � ' EvC 9� .�' af F� . F ' � R 1�� �r �P�'.. �7�� •�;,,,. � ! * �� s� Q �^,i OV�` '9 �� �. g i , . ..- .�. _ a i i• _, � i�Q � s n' -� V :. _ .. .. '\\ r t a• -� ' t4,r � g, ��5i. g y AgD . _ . �; t + � l t�� a r P ] �I ' � ,p � + '1 � }-. Y 4i:. ���y,'i�t`x' t ,:dt � O' ,� i � ��'e* , .. . ,. t +r�i: �f ,t � y N4 � e'� £ F .�: ���C q�( f � i � � gM` - � I� )'f �,:i..t �'. 5 u�R^6 � P " }d m Y• pi�J?` Y��l�.1 �' � :- : � � i �i . . ; b,�� i 605 � {��i i ��� �,.. ,vi� '� ` � � � �.w+y .1.' �� � ' � � � � � � _ • r p;� ts�ti: � t'�Z r�f+�' 'i'`sa�.' .., - �"' , .,t„ r � '•* ;{ a ��� J�te � r°Sm � ; ; � 'fR'. 'J � �� �a j ��•� ' �� 4� k AgC A� r� k t ;�•' �, ' 'AgC ll � : {r o � �� � * pgp ' � 5P AgD ;. ii • �'_ � � `TMi�'3' r� . .D e`ti AgC.� ,�0. �. . • i ��r s Kennydale '� �Yc,' �"' � i . ,� - �� �' ; ��,��`r , � .rf; � t i.� • �� �� �*""!'Ah'�r �'i''`y � .InC 1 AkF.'�: w r � : � A • ti' ,st � .' �AkF �. ; .�'" Ev8 ~ ." i +�� sx,'*' ��// ,;,_ /. � r .,y v�h� ,� �( •_� _ xl •"., ` • ��.� . •� �:;1� .PY� � ' �\ / �j� GRA VEL . Pain Q - _ .� '. PfT , � '�� .. �� ' �4, d+kF ;Y�" '• �. � ', � � � I 3� A � I �' '_� �. �� �y-�,�f� �InA �� �'�.: � � � . .� . 1 x t�.�_.. . ..--- -- � .Rrt r-.. ' — ,. —'' _� —�-�-- �'��`µ �4 �1r.',�' � . „ r � .� • 1 � ��� �.. � -?- 3T�„ � d `iV6 . B C qgD �'� y ' � � .a B xi'�•' ,i- ��- .�j� ,/'°�r. �� 2 �Y // ° .41 �'ll i�6 � ' { � ��`''�,�'� ' � � xC��� ���/ p �„= u .",�' cE.J ' .,, �d � • �.��� I4- fl• ,. � `��r r F� ^t'• ,' c.,r��11" 11 - ��$f �.•.C._� '� f�. ,n `.,� , . t . .,���A¢C �; `' , � y ! ��� � � � � }t�i-�� �3" � �� II C,- ht4���.� .,i,�� ` n �'�I•�i. I� t, d't�,�ix�x M�i� a r�_r ,� SOIL LEGEND � ,!� �+ �r.. ��-. , ���'g M c- " �i � .� ���\ AmB � i�' �'�� �'�'' ��� � � �� y �•�j�a y,�' h '�+ �," � n-�'4� The first capitol lener is the inii�al one o(the soil name. q second copieol ler�er �..� -=.Cs'�`�"Fj,�. � x�,��"i, 1'� _ A, B, C, 0, E, w F, �ndicetes rhe c�ass of slo - � ��'�'.'� ?�f-;y �� c' are fhose of neorly level soils. �• $ymbols without a slope lerie� � "7r�'r�1 �}�."�"� 11 3 • � �,r�"'� + ... . '�' '�' SYMBOL f:2> � �T•' � �� ��,�v. � � •• NAME � '1 ,•;.E: �t' �' +� � i �r.�q�l�,2�: • . �' _ ` ,� �� �, Ag8 Alde�wood grovelly sondy toom,p to 6 percent slopes . { �7�y}��uy�� . Ur • AgC Alderwood gravelly sondy loom,6 to IS percenr slopes ���51';��3��,,�'�BDY • AgD Alder.vood grovelly sondy loam, 15 to 30 percenr slapes i �� . • AkF Alderwood and K�rsap soils,very steep / PlaritC t• �+mB qrenis,Alderwood morerial,0 to 6 percent slopes� / �:��/� +� . �� AmC Arents,Alderwood maierial,6 to IS percent slopes• '�� ,'=�!%.'�77�%'� � .-y- �. t'�\'� An � Arents, Everetl rrqteriol� `�TTnAT .. .., SA/NT CLA/RE SCS SOILS MAP SEC. 32, TWP. 24 N., RGE 5 E., W.M. DWN. BY.• DATE.• JOB NO. Q� 4030 Lake Washington � ��ETERSON Blvd. N.E., Suite 200 R. GREEN 12/16/O1 ALLN-0002 � C�O N S U LT I N G Kirkland,WA 98033 Z� , Tel(425)827-5874 CHKD. BY.• SCALE: , ,� Fax(425)822-7216 J. STEIG F/GURE 38 � � Level 1 Off-Site Analvsis for Saint Claire December 16,2001 TASK 3: FIELD OBSERVATIONS A site visit was made on May 2, 2000, a partly cloudy and 65° F day. The predominantly undeveloped and undisturbed site has a small, approximately 0.8- acres, recently graded area on the north side. This graded area is contained in an easement along the north property line. See Figure 5: Eaisting Conditions Map. The easement is between Monterey Court NE and 112`�PL NE and e�ends up to 40 feet south of the property line. Slopes within this easement area to the north are 2:1 and have no sign of erosion problems. The remainder of the site is forested with a thick mixture of evergreen and deciduous trees, and spazse underbrush. Slopes on the northem portion of the site are typically between 5 and 15%, while slopes on the southern portion of the site are very steep. Generally the western half of the site falls to the southwest and the eastern half falls to the southeast. ,� i i ' Peterson Consultiag Entzineers Pa�e 7 Level 1 Off-Site Analvsis for Saint Claire December 16, 2001 TASK 4: DRAINAGE SYSTEM AND PROBLEM DESCRIPTION Please refer to the Downstream Analysis Map and the Off-site Analysis Drainage System Table in Appendix"A". Drainage System Components The site is mapped with three basins that are consistent with the existing topography. Basin 1 is approximately 0.8-acres and Basins 2 and 3 are appro�mately 4.5- and 5- acres, respectively. See Downstream Map and Level 1 Table in Appendix A for the downstream drainage analysis. Runoff from Basin 1, which includes the graded portion of the site, sheet flows to the northwest and is controlled by the Stafford Crest development. See the Stafford Crest Report Exhibit in Appendix E. Runoff from Basin 2 sheet flows to the southwest toward the NE 31 st Street ditch, Segment A. Basin 2 drainage appears to infiltrate before reaching Segment A. The NE 31st Street ditch conveys drainage approximately 300 feet to the apparent northeast corner of Jones Ave NE and NE 31 st Street, Point B. No other storm drainage components where found near Point B. Additionally, the City of Renton I records show no storm water components in this area. The flows appeaz to infiltrate within this 300-foot ditch segment. Basin 3 drains to May Creek. Runoff sheet flows to the southeast and enters Gypsy Creek, May Creek, or the NE 31 st Street ditch. Gypsy Creek is tributary to May Creek with both draining to the west. The ditch, Segment C, collects sheet flow from a small portion of this basin and conveys it easterly. The ditch empties into May Creek at Point D. Bridges at Points D and E cross over May Creek. The bridge at Point E spans approximately 35 feet and is approxirriately 4 feet above May Peterson Consulting Engineers Page 8 Level 1 dff-Site Analvsis for Saint Claire December 16,2001 Creek. There are two 24-inch culverts at the south end of the bridge. The culvert inverts aze approximately 1 foot above May Creek. The bridge at Point D spans approximately 30 feet and is appro�mately 6 feet above May Creek. From Point D, May Creek flows westerly and then northerly appro�mately 1.5 miles before discharging into Lake Washington. Drainage Problem Description May Creek has exposed a portion of the bank as it makes a hairpin turn directly south of the site. There is some erosion in this area, but it does not appear to be significant. Peterson Consulting Engineers Pa e�9 OFF-SITE ANALY5IS DRAINAGE SYSTEM TABLE SURFACE WATER DESIGN MANUAL, CORE REQUIREMENT#2 Basin: May Creek Subbasin Name: Gypsy Creek Subbasin Number: NA Symbol Drainage Drainage Slope Distance Existing Potential Observations of field Component Type, Component from site Problems Problems inspector, resource Name and Size Descri tion dischar e reviewer, or resident see map Type:sheet flow,swale, dralnage basln,vegetatlon, % (ft) constrictions,under capacity,ponding,overtopping, tributary area,Ilkelihood of problem, stream,channel,plpe,pond; cover,depth,type of sensRive flooding,habitat or organism destruction,scouring, overflow pathways,potentfal fmpacts Slze:diameter,surtace area area,volume '/.ml=1,320 ft. bank sloughing,sedlmentatlon,Incision,other eroslon Basin 1 Sheet flow Drainage Basin 2:1 0 None None 0.8 acres Unve etated Basin 2 Sheet flow Drainage Basin 5-40 0 None None 5 + acres + Forest Basin 3 Sheet flow Drainage Basin 5-40 0 None None 5 + acres Forest A Grass lined ditch 2�ft deep, 2:1 SS Z_5 50-700 None None 1 ft bottom width ve etated None, Proposed B Ditch low point Vegetated 0 1000 None development to No outlet decrease basin size Grass lined ditch 1 ft deep, 3:1 SS None None C 1 ft bottom width ve etated 2-�0 100-150 D Ma Creek 10 ft wide 1.5 ft dee 0.5-2 250 None None E Ma Creek 15 ft wide 1 ft dee 0.5-2 400 None None 98-4�in B04 , �z/�s/o� C:PHOJECTS/ALLN0002 ./ /, / , • � � �' � i ,. 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O �i �I //�// o � �\`..=� �\�� �: ,,�,_�. -`�`� . � . � � I I � \� ti�\•_ � .����'� -����� . .� ' � 0 I 1 � � ��� i \\�' "��'��. ��,� .` � �,` - .���, •.. �I I � , � ` /�/ , � .\\ � \� �`.��`�� ,����:•", �. , � \ I 'i 1 \. ^ ,��������\ ��-.\ \� \\ � ''� � �`,,� \{�^.:,'�='` �` .,� � \\ �\� \�\� ', b y I .:� _�,:_,-;' - :,,; .�`� � � � � � � ;. 1 � ;` � � '`\�� .`.����. ��� ��� .� •;:- ;� -. \�` �\• •� .,� � \ �� '�`' ' � � �.�`.\\\� - _' ;.` ,�.\\���,���.�� `,1 ' , � � ;. � ��_ ��`\ �"� \;-`='• �'�� � .�^\\� �\ �`�`�. i :- � I ����. ��' :�'; ;` '.t,�� \\\ � � I ��''•"- :� _ • -;>'�� �� \� �-,.�\� `\' " �r •''`�;':•,- ;;�1 ' � ��`��`� ,� �';.-_ :,�- =1�� ,� %' b , � rI-- -_L- _ _ -- -_ _ - --- __ _ _ --- - _ _ y���,�' - ��;,;;,� ._ _ �,�\\ : . ; :-,1 . i ., I ' �\\ / � — ` ' � �'������ , i .• - ; - - - _._.. .-- -- - . . � ,. ��. �1 ' �, N0125'08'E 300.00' � ( y� � / � � � rl � - -- - -- �. i � ;' c� I � � O i �� � . � � � � � �� � � �� , I I , - - � � DOWNSTREAM DR.4INAGE MAP °��"""�`'" �� `"'�� B � ^ JfM�6FER3TEKi,P.E Q • ` , � PR0.CC I MANAGER: G��a� � m�, Jsreb � � 'P"��� Z� �i ti REQ4EEN� .. � � ��y�� NT � � ` {v CADD: � r �N��! �V) � � ��m�� �o �� SAINT CLAIRE �E�� o z , � m l „ Z �o �zysn� 0 �j o °��=a z � ��� o ti � ClTYOFRENTON WASH/NGTON ricc Nn,ut � Stafford Crest Techmical Information Report #97-8008, IOOYR OVERFLOW ANALYSIS ' (Detention Vault-Outfall #2B) - Flows frorn the entire Stafford Crest project are not currently tributary to the drainage system located along Lincoln Avenue NE. As a result, a separate, tightline drainage system will be installed as part of the proposed development. In addition, as a portion of the site will be diverted through this system prior to the point of recombination, this proposed conveyance system must be analyzed during the 100-year/24-hour design storm for developed overflow conditions. The 100-year/24-hour developed overflow was calculated to be 9.64 cfs. The 100- year/24-hour developed overflow hydrograph will be routed through the downstream conveyance system from the detention vault to Outfall 2B, and a Uniform Flow and Backv��ater Analysis ��vill be performed to verify capacity. In addition to developed overflow from the subject property, this system wilI also be sized and designed to accommodate flows from upstream off-site areas located along the east side o� Lincoln Avenue NE. These areas are part of the natural drainage basin tributary to Lincoln Avenue NE. Upon future de��elopment, these azeas may drain/hook-up to the proposed Lincoln Avenue NE conveyance system. Per discussions with Ron Stral:a of the City of Renton, it will be assumed that when these areas eventually develop, they will have detention facitities in place which will provide peak rate runoff control during storms up to and including the 100-year/24- hour design storm. Therefore,these areas will be analyzed for eaisting conditions. This future tributary area consists of approximately 11.3I acres of low density single-family residential development (15% impervious). It will be assumed that the remaining pervious areas are 25% lawn/landscaping in good condition (CN=86), and 75% forest, young second growth, brush and shrubs (CN=81). In addition, approximately 0.79 acres of Lincoln Avenue NE R/W will be included as impervious surfaces {CN=98). For conservative results, it will be assumed that flo��vs from this area enter the system at CB#9. See the attached Basin Map for delineation of this tributary area, and refer to the attached Basin Summary for basin input parameters. In summary, the proposed off-site Lincoln Avenue NE conveyance system was sized for on-site, , 100-year/24-hour developed overflow, in addition to the future tributary off-site area pre- developed 100-year/24-hour flow. The results of the analysis are provided in the form of "WaterWorks Version 3.1" computer generated output. The attached calculations indicate that � the proposed off-site conveyance system has adequate capacity to convey 100-year/24-hour developed overflows from the site without overtopping. GROUP FOUR,Inc. 5-r-�}�FpR l� C IZ�ST 16030 Juanita-Woodinville Way NE Bothell,WA 98011 ���0�� ������ � � �"', A � W � � � � - - -,f� ,`!-�. /i� ,�. � { � � � -•_- - - - -- - - _- _ _ ".r.�,n,d - - - - - - {�- / q �. _t._. �..r . \ - � �,� � ..� __. - x� - F - ,. 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I �\ o e�f~_� ��—�_�I\o`` t� � � ._!, �' 76 38 .]�I'—i — � _ �,i .'i i � rr,, ^•�y �I o •� L�'-� ` L y \�� -'� . \r n �,! /; � .�,w \ ms� ' �'t__ > �_'_'_i O � ��~ 73 �� n i `\;' ` : � I ' �.�` ,a ^ �14 74 J � � � `..�t �. �z .k o � RENTON ��-' _ � N f _ - \ o �+ � � �` ~' - � — � �. 61 0.. \ IJ _ ' � 5\ °Po a < � �� � I,.� \ 7 v a . �"I c : �. 5 SE n� < o , > Y S I . i y �`��� _ � _, 50 I � r -,�y q d ` -. .: sz ,1 `"'E . `' "'�fi''�� �s n o,zb6,s�W I - 4� I'" flai o 6^'�.� _ , s ��1 - J ss i a -�--�_ - \ _-�.,s��1 � \`, a ' - 5 -�'[!`! F�Y�,r A ' 1 ,A J � 67 > ' '��t , ci.,:� , , � 246� 52 F �[.,,b� p.�c i n 3�-.i m _ y\,��•� -��y�.i � II 226 J V.�i----' �, oc� ,`-r�. I I � ��" C�64 `i� �68 '�i� \ I, � _..�_... \ �. ' � . —___._.._ --...I._...__. ._._.._._ r SE i�eih st = \�\ 2 _..fB r''� �o: -��� �:=` � ' �. �� 77 0�'i � % �� j, ''e ' � I ' N 76 � f` Basin Boundary �� Sfream 8�Stream Number ��6 Lal.. r� Lake !ti�uoe,�� so':�=r, Wedand&Wetlond Number � ' - 0 Yz 1 Mile __I Incorporated Areas � �� � � ' � Table 9-4. Wetland Summary.�� Page 1 of 2 � Regionally Locally , Wetland Previously King County Significant Significant I Number2! Acreage Inventoried Classification Resou�ce Area Resource Area '�, a 1 61.29 X 1 X I 2 11.77 X 1 X s 3 11.70 X 2 � 4 4.01 X 2 X 53� 207.63 X 1 X � 6 3.13 X 2 7 9.59 X 2 � 8 22.66 X 1 X 9 8.40 X 2 X 11 7.05 X 2 X � 12 0.91 X 2 13 5.66 X 1 X � 24 3.47 X 2 28b 7.97 X 2 � 304/ 41.85 2 � � 31 0.68 3 (� 32 0.25 3 ; 33 0.26 3 � 34 2.38 2 35 1.18 2 36 2.14 2 37 2.18 2 I � 38 3.17 2 X �y 39 1.77 2 X 40 3.67 2 X � 41 4.47 2 . 42 0.67 2 � 43 2.20 2 � I 44 0.56 2 I� 45 0.48 2 46 1.06 2 47 3.69 2 �.. 48 1.00 2 � 49 1.67 2 � 50 2.58 2 �' S1 0.41 2 � 52 1.04 2 � 53 0.51 2 � 54 0.43 3 55 4.00 2 � Chapter 9 Aquatic Habitat 9-23 � i � ' � ' ► ` I' � I , \1 .; �' j � Map 2 L����� " '� � / Subarea Boundaries iY�uhin,qtai � -h� � { . � � �� � NEWCASTtE � �- ---- May Creek Basin r' °" � �� `�- '� 1.q �,, 3 /I � ��ar � �.v _ �l� Roren i �. � � • i �� I .. F '�7B) �'��Ory�� I . J - \� �a �� ,'�,� � G� �Je)U � ""' l, '�j ` ,"• --------� � ,• Slt@ � � � : i �,�. �� � . �� •- '•. 1.,~� i '� ° \ � -��� � / j {�1` _ \ yyy • __�_ �„_n� I 1 "l-� ��\ / o , ? � ?'-' �r° \' �� m \ � I ��`" �.�� / ' I�^ _ �_ ���J.� `��1 ��,. 1'l ,� � , _� / r< < I- -- - � - "�',-- =•� � �y - - HIGHLANDS � :,\'' � _�-: � '�-���-` o:e^ ��' :,�,�„r, � ,:..1_l ` i �\ ��'o I �.� ' j�•,� � , , �° LOWER ` �__ � -�., ')��� �- ' r � �, ��� � BASIN � �_ � ' �, � �� �-+ � ��� .\\�" \ . � 1 Na L � , •�� -,t+� �\ _ �, , . r '�..� _ ♦"•- a,.i, - �" - , - � � - _--- ♦ ��,`a� �`- � � �\�': i �L__ �; , � �,! a o;„i �\' . ,i '% i � I I � � ♦ -!� :/'`,�� �\iJ RENTON ���-�- —� �, � : I ,�� � _ � \'� r' ♦ !� '7 _ _�� �—� � .._��� __ �� �t� ;'%_: �' " `�, - � ,___ ♦ ? � .I �% ��\ / �~r���♦ ♦ \ o�� o ; � 'i, � " '.•j L `. ♦ � � sE 7 •,�,S.G�..'� `�� � � � , ` � � a EAST`�'S � I��.';:,��.,, \ �� _J � "��. i� I ! I �� � PLAT AU � ,.+_.. �_�''`eK°2�. �.t �l� � ' I �m � � _ _ MAY ��,��1/ � � � � z ,,�:�, VAlirtlf—_ % '�--- - � ��= `"� e � �� -��r`,��,` F _.�, l� � ( � T ` �I" > ��•�' ' ;� �:,, �♦ t. r�--�� I � � , _ �'•�, --��`"�, � ����:�vio 1 I I,� � , 'll � � . _. -' =� ,,f�\ "�,� � � � I � _ ' � - � ... $E 178rF �' _._. .._.__..._. --_'_._ . / \ _.._..._—._. � _'_'__.._ _ _ ..�..._.. .. _'\ �� � J, j� \�'A \�Y �\ \ � _�/ \ \ N � .,,r� Bosin Boundar'y ��, . .►�` Subareo Boundary ��— Streom �,'�' ti��ii�i„,� •� lake 0 '/z 1 Mile =-_-� Incorporated Area t- --'—� ; � � � � � � _ � _�i _ � � � -- � � � � � � 1� I � r �''��� Figure 3-2 `;%: .�c,_ ,,:,5�,;;;�oR��� Subcatchment Boundaries Map ����-'��� �� May Creek Basin ��:: '-'���'���� LBU .>y�,< <.�kr � �� GYP � liurrn / : 1 ^yi ��;;4:�'�t � �'� NH3�— — ,y ``,��\\° �."� / WT4 4 ,,.� BNB 5��'F„ 1� 1 �� /'� � , ''�: / � r � ` lBl � ♦ 1 " =r�� / .. �� ` � ���. i � �" ��� .:'{`� � � l ,/�\ ( `� �` CN4� � CCP � \LMC ei �� r \ � ( CN�.{, "�'CN3 /`�\ v� /� ` ' t` /� �� r r + r` 1 � � � � � I ! � I � �1 \ I ��I IJ/! �• ,' ';,y � 1 � M��r��� 1 � CNS � � � `a„� ^` I� I � \ � � � � � --� COU �. � ,.y' r I � 1 J � � , CAC ��• 'h �39�+;'; ` `,_� � �� / ` � /! `\, t k, C N 2 �5.. ti � � '., . ` ! . `" tt,�'i�� 1 HCL �——� � ° �� P�InryA�rnye���` \\ %� \ " � '\, ,., � I � � , � `� ; � 1� � MVL /� _ � �.. 6p�- -" HCM r��1� n ( ay /� \� J�- � I NFK �� �� �_ `'�r� 1 � � c / MVM � '� � ~� l f; \ \ \ ��f � � \ \ �� , � � 1 \ �� I (� � \ �� '� � � � � � �� �� �\ I � �� ` � \ �>` ����` �\ I ♦ � � / \ �-Y \ ��.,' � — . HCU � PSC \ `� � ,c� � �� , � �� 1 x � ' <�,� ,�, EfK � . � � _ � j � _ .. ,,.,,,v,,. . � �.,G. i � V �\\ i � R�: � . � RHC � �\ CFD ��:� lKC ��- \ L ` _ ` \ _ � �.,� =:�, N \ • `'``\�'��` \ �/'� Basin Boundory --� Sheom lKA •� Lake 0 1/2 1 Mlle I.ukr — — • Subcalchmenf Boundary ���rhlr�•�i CN2 Subcotchment Nome October 1998 98103-25ubcatchrnen� WG � � � A � W � � � _ .. _ , _ . 1'�tJ. 7`1'� r.c�c P1AY. 4.GIOIOl :��4ti�-'f'f FCC: WLKU f-.; OoTptUnt TYp� ' . • . Numb�► Coa� Typ�of Probb�tt llddrw�o!�ropl�m Comn�nd T�p�y� E�2-0392 C DRNG 11211 SE 73RD PL EROSION 62802 8q-0328 C FLDG 11205 SE 77TH PL 626p2 ES-042a C VIOIATE SE 11055 72ND ST SEE CL4RK fl/82-6 tt85-0831 625D2 85-a83i C S1l,TS 5117 RIPLEY IAkE SEE 85-0428lST WA NOTFYD 626pZ 85-063o C DRNG 7918 171 PL SE SEE bG-0294 62602 98-a294 C OITCHES 7600 111TH P� SE MAINTENANCE 6pgp2 ' 87-0550 C FLDG 6T01 •LK WASH BLVD WA7ER FR0�4 RQAGWAY _ 626D2 87•058c� SR WAIL 6701 LKWASH 6Ll�D WALL NOT COUN7Y MAINTAINED 82602 87-0907 C; DRN3 7904 110TH AVE SE SEEPAGE FM RESIDENTAL CONST 62802 E7-1026 C FLDG SE 11030 76TN ST KENNYDAi.E CL�ARfNG OF LkNfl 626D2 I 90-0223 C F�OG 3121 RIPLEY LN N STORNI 626D2 8a•0719 C FLDG 6121 RtPIEY!N N BACK UP FROM PIPE8/90-225,�0T7 - 62GD2 90-0754 C EROSI�N 72d0 LK WA BWD SE CONST WITH NO EROSfON COPfTkpL 90-0225 928Dz I . 90-1120 CL DRNGFLDG �E 11204 767H ST MEMO Tp PA DATEO MAY 5, 1892 Q26D2 I � 9�-0408 C DRNG 7A70 110TH AVE SE WAT�R BYPAS6ING CATCH BASIN � 626D2 I 99-4447 C '.EROSI4N , 7600 LK WASH BLVD SE DURING CONSTRUCTI�7N OF AP'"S 826p2 81-'i 936 C DRAINAGE COAL CREEK DRAtNAGE REQUIREMENT fi28D2 84-0-000 C DRNG I•405 6 GYPSY CR�EK GYPSY CREEK 62CD3 84-1 J0.� C F�DG I 405 GYPSY CREEK DRNG/GYPSY CREEK 826D3 � �mPlalnt Type . Numb« Cad� Typ�u�RroW�m AQdrw�c(PrcbMm ConlRt�ntt Tbro�ra0� 72-004T C DRNG 11453 SE e7TH S7 628E3 � D2-0028 G FLDG 8659 118TH AVE S£ 626E3 82-4346 C FLDC 86� 118TH AVE SE'RE NT 828E3 82-4456 C 8428 'f�6TH AVE SE NYDRA�'LICS STUOY REQUEST 828E3 89-0714 C FIpG 8409 716TH A1/� SE 6ASEMEN�AND FI�ONT Yqt�D'JdATE� 626E3 90-1588 C DRNG E449 116TH AVE SE F��IaNG DFtAIN WAYS�NSlTIVE AREA b26E3 92-0361 SR PROPR�SN SE 88THST&'121STAV SE 'PFiOPERTYOF�ER 62EE3 � � t� � i � s C�CZ�,� �I►.C��'c. La r�►�L A� a'C� t...� S 'r f� I ' . .....:}.r t!Y '.r'l1"t r n IY i'�.-.. r..Y�.., . .'� ! � �ll. . . .+... ,.. . f , i ,. � Table 3-1: �RECOMMENDED R/D STANDARDS FOR NEW DEVELOPMENT�`. � � � Subbasin and : ,.., - .... . . .. :. � _. .:.._ �. ... , . ,� �:: :;.a,,.:�, _ Subcatchments* � Jurisdiction Recommendation -Justification �Commenu�. Highlands:NFK, King Counry, Strcam Protcction . Streams have _. ' . This standard is similaz � EFK,CAC,COU, Ncwcasde Standard(L,cvol 2): potcntial for extreme to that cuirendy -�- LMC Match post-development erosion problems rcquired by the adopted flow durations to because of steep . Cridcal Drainage Area existing flow durations gradients;need for (CDA)designation in , , for all flows between over-detention to King County. This 50%of the 2-ycar and reduce flow and CDA also applied to . , thc 50-year flood peaks sediment inpuu to thc area currendy , May Valley within Newcastic prior � • to iu incorporation . East Renton King County, Strcam Protection Need for over- This standard is similar � Plateau: LKA, Renton Standard(Lcve12): detention to reduce to that currendy � � LKC,PSC,RHC . Match post-development flow and�sediment required by the adopted . flow durations to inputs to May Valley Critical Drainage Area e�usting flow durations - dcsignation in King for all flows betwecn County. The s�andard . 50%of thc 2-year and would continue to - I , the 50-year flood peaks apply regardless of future annexations � May Valiey: CFD, King County Stream Protection Need for over- This standard is similar • MYM,MVI. , Standard(L.evc12): . detenuon to reduce , to that currendy., `. . . Match post-devolopment local flow and '-. ` required by�the adoptcd flow durations to sediment inputs�to � < Critical Drainage Area ■ .` ;existing flow durations May Valley =, - - designation :;:Y.. . , s ` - -_for all flows between . . . 5096 of the 2-year and ._ thc 50-year flood peaks Highlands,May King County Special R/D Water quality and Requircment applies Valley: NFK,EFK, Requirements(L.evel 4): quantity severely only to land within CFD Mastcr Drainage Plan impacted by mined boundaries of current ■ , roquircd for any azeas;future and former quarry � . , subdivision of previously subdivision provides opentions . surface-mined land opportunity for r�storation � ' Lower Basin:WT4, Newcasde, Lake Protection Standard Lake Bonn exhibiu � LBU King Counry (Leve1.3):Match post- flooding at oudet; � development flow sediment ■ durations to cxisting accumulation � - flow durations for all problems at inlei . flows between SO%of : . " the 2-year and the SO- � ' year flood peaks:and . . ' match the post- . . - developed 100-year peak • . discharge rate to the existing 100-year rate Lowcr Basin: N3, Newcastle, Stream Protection Stieams have This scandard is similaz �. CN4,CNS,GYP Renton, King Standard(L,evel 2): potcntial for extreme to tha[currently / NH3,LBL, County Match post-development erosion probiems required by the adopted ' flow durations to because of steep Critical Drainage Area existing flow durations gradients designation within for 50% of the 2- and 50- King County �,. year flood peaks ���'see Figure 3-2 for location of specific subbasins and subcatchmenu. � .. May Creck Basin Action Plan 3-5 1?13Q98 1 SEGTIOI�i 5.3 DE'I'ENTION FACILITIF� Riser Overflow The nomograph in Figure�.3.4.H can be used to determine tne head(in feet)above a riser of given i- � diameter and for a given flow(usualIy the 100-year peak flow for developed conditions). � ' FIGURE 5.3.4.H RISER INFLO�V CURVES ' i o o _ ---------- - II 72 54 48 � � � .� ( j 42 i � 36 � � ( 33 � I 30 � E ' . 27 � � 24 � �°' � 21 � a W � � ; � . � ,� s � H d � d � � 'O 1 5 I ! ' U � � ( , 3 � Q � 12 i i � _ , i � 10 � (.2b - G FS � � � � HEAD IN �EET (measu�red from crest of riser) �� b.y Qw�i�=9.739 DH3rz s �is Q o�i�;��=3.782 D H Q in cfs, D and H in feet � Slope change occurs at weir-orifice transition -� )/1/yH ]�19b Surface VVater Desi�n Manual 5-50 � ST 1.0/ 1 ST 1.0 LA 0.8 � LA 0 9 LA 1.0 LA 1.2 ST1�/ ,,� SNOHOMISM COUNTY , � � pE� �� M � '.:.�.{ 'KINO.COUNTI' � , �f � ' � y �l . : � , } :�, / ,5� „��`' , ,• ",��- 1 I y � I � '' � :�� �� t;,� � f , � �,4,,J.;� { _ -t�; �.,; � . .�i; Q y� �� , � r ; /.- � �T' � �� -,�_ � � .; �. c �.. S� r . .:r .{°r`� � t�:. `'" �oro, '�: `M 4 �/ ,r� , `F� f� ' r./� � Nf� . Y ' i eb :�� a�i ,j9 y . �:. . r t •'� E ���_',.F�E ONU � .- ;F � . �� � ` , . rt��m� / / J < 4 / � � 'r�"30��*! t �`{ ia / `� If - - ��` a ,p - i .r r ��d � � ':� - �.. . Y�9 / k�a. /' :.;{, e�' r '� . t� J ��I�ANAT n � . . . /j�. � �� �'� � � �j��f - � GLYJ� f � � , _ � �� � . ♦ 3�3� "� _ � -S I�� {j�l� r � .Q . '- p 1 eoi t ��� ..e.S. c . . . 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Q`.. � !6� ��i � anove v..no� .. x _� ` .�: a,.���- � � : b�.na '' 1l L- . .q''° " . . . .1t' :�4 £'y'' \ F �s�o� .�" r 6y 4 Q �`"` �' �' _ � -, ���� � i - �,. J z — T �f` `.,>`�,,� j �44 _ R . ` � ��.� ~� � pyd� _ ��wasawm � i ,. . i . , --- SOYIId . • � ! KENT� r � � . Q p��y ,/� `l '_. . " J^' - � �J 'l�_Y`�+r _ P _ 4.,7_ ,r ' � h'� � .l�_, . ;«�' r E �, �_ � � ar� �, � i >�.� � .. ;�� ; �, D � �,�N ouu Ho � � � - .:�_ � . . ST 1.1 '"- ` �r�_� , ; ,? f� � ,,��,� ` � b � � NQ� PIERCE COUNTY . � �, ST 1.0 - J , J . -. ' =�.�._" . . . NV4CLAY + ST 1.0/ ' Rainfall Regions and �a o.s F �J � Regional Scale Factors �A o.9 ` LA 1.0 LA 1.2 ��,-��3 Incorporated Area , � � River/Lake Major Road �,�(�� � . Z.2 . hl � CREATING A TIME SERIES FILE (EXAMPLE} I i- � TABLE I11-1 EQUIVALENCE BETINEEN SOIL TYPES CLASSIFIED BY U.S. SOIL CONSERVATION SERVICE AND KING COUNTY RUNOFF TIME SERIES SCS SCS Soii Type Hydrologic KCRTS Soil Group Notes I �, Soil Grou �� derwood A B A A D C Till Arents,Aldenvood Material(AmB,AmC C Till � Arents,Everett Material An I3 Outwash 1 Beausite BeC,BeD,Be C Till 2 Bellin am Bh D Till 3 Brismt Br D Till 3 Buckle Bu D Till 4 Earlmont D Till 3 Ed wick Ed C Till 3 Everett EvB,EvC,EvD,Ew A/B �utwash ] Indianola InC,InA,InD A Outwash 1 Kitsa K B,K C,K D C Till Klaus Ks C Ouiwash 1 Neilton Ne A Outwash 1 Newber B Till 3 Nooksack Nk C Till 3 Norma No D Till 3 � Orcas Or D Wetland Oridia Os D Till 3 Ovall(OvC,OvD,OvF C Till 2 Pilchuck Pc C TiIl 3 Pu t Pu � D Till 3 Pu allu P B Till 3 Ra r RaC,RaD,RaC,RaE B Outwash 1 Renton Re D Till 3 � Salal Sa C Till 3 Sammamish Sh D Till 3 Seettle Sk D Wetland Shalcar Sm D Till 3 Si Sn C Till 3 Snohomish So,Sr D Till 3 Sultan Su C Till 3 Tukwila u D Till 3 � Woodinville o D Till 3 Key to Notes: 1. Where outwash soiLs are saturated or underlain at shallow depth(<5 feet)by giadal till,they should be treated as till soils. 2 These are bedrock soiLs,but calibration of HSPF(Hydrological Simulation Program—Fortran)by King County Surface W ater Menagement shows bedrodc soils to have similar hydrologic response to till soils. 3. These are aIluvial soiLs,some of which are underlain by glacial till or have a seasonally high water table. In the absence of detailed study,these soiLs should be treated as till soiLs. 4. Buckley soils are formed on the low permeability Osceola mudflow. Hydrologic response is assumed to be similar to that for till soiLs. Odober 2U,1y95 1 �Q� �• `• � � A �c � A � W a � � �,� - �.► _ _ �.. - G E O T E C H I i?S6 Northeati[201h Slrecl, Suitr Il4 F3ellevue,W:�shin,tun �)tiO115 CONSULTANTS, INC. (425)747-5618 FAX(d�s����-�s�� May 31, 2000 JN 00182 � Lazarus Land Corporation 5657 — 229th Avenue Southeast Issaquah, Washington 98029 Attention: Shiriey Allen Subject: Transmittal Letter—Geotechnical Engineering Study Proposed Tharp Rezone Parcels 334210-3536 and 334510-0031 � Monterey Court Northeast Renton, Washington Dear Ms. Allen: We are pleased to present this geotechnical engineering report for the proposed residentia{ development of this property. The scope of our work consisted of exploring site surface and � subsurface conditions, and then developing this report to provide recommendations for general - earthwork, design criteria for foundations and retaining walls, and recommendations for slope setbacks and erosion control. This work was authorized by your acceptance of our proposal, P- 5228, dated April 28, 2000. - The subsurface conditions of the property were explored with ten test pits that encountered topsoil overlying loose to medium-dense sands and sandy silt. The proposed residences can be ' supported on conventional foundations bearing on the medium-dense, native soits. Excavation of ? to 5 feet below existing grade appears necessary to expose competent soils_ The structures should be set back from the steep, southem slopes, and an undisturbed buffer should be provided at the crest of the slope to prevent disturbance of the slope during construction and grading. The fine-grained, silty nature of some of the on-site soils may add to the difficulty of grading and � foundation construction during wet weather. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, or-_if we can be of further assistance during the design and construction phases of this project. Respectfully submitted, GEOTECH CONSULTANTS, INC. � ' /''f�''� � ��'/� Marc R. McGinnis, P.E. I Principal ' MRM/JRF: alt GEOTECH CONSULTANTS, INC. GEOTECHNICAL ENGINEERING STUDY Proposed Tharp Rezone Parcels 334210-3536 and 334510-0031 _ Monterey Court Northeast Renton, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed rezone of the property for a residential subdivision in Renton. The Vicinity Map, Plate 1, illustrates the general location of the site. � Development of the property is in the planning stage. We were provided with a copy of the plan ' entitled "LaCrosse South Preliminary Plat° that has been prepared by Peterson Consulting Engineers, dated April 24, 2000. This pfan showed the property dimensions, locations of existing , streets and rights-of-way, and metric topography. Proposed lot configurations or road locations I were not determined at the time of this report. We anticipate that the property is to be developed with single-family lots having a minimum size of 7,200 square feet. The development will occur only on the northern portion of the property. . S1TE CONDITIONS SURFACE The site consists of two rectangular parcels situated between No�theast 33rd and 31 st Streets. This property covers a total area of approximately 13.05 acres. Monterey Court Northeast extends through the adjacent northern LaCrosse residential devefopment to the north boundary of the western parcel (334210-3536). Both parcels are currently undeveloped, and are covered with numerous mature trees and a heavy growth of underbrush. The northem portion of the site is flat to gently sloping, with a general trend � downward to the west and southwest_ Atong the northern boundary, on the eastern half of the site, the ground slopes down to the adjacent LaCrosse development. Approximately two-thirds of each parcel slopes steeply downward toward the south, for an elevation change of approximatefy 150 feet. The provided topography indicates that the inclination of these steep slopes varies from 40 to 50 percent. Based on our observations, there are some locally steeper areas that have inc{inations of 50 to 60 percent. Below the steep slopes, the ground slopes gently to moderately down to May Creek: No indications of recent large-scale sfope instability were observed during our visits to the site. We did observe a near-vertical bank located along the north side of May Creek, south of the southeastern portion of the western parcel. This bank has a height of approximately 20 feet and appears to have been cut by May Creek where it bends to the south to cross under Northeast 31 st Street. We noted only limited scouring of the dense, glacially-compressed silty sand that comprises the bank. The moderate slope south of the eastern parcel has been partially cleared of trees on the adjacent residential lot. No significant soil erosion was observed on the site. This includes areas of sparse vegetation or bare ground on the steep slopes themselves. GEOTECH CONSULTANTS, INC. Lazarus Land Corporation JN 00182 May 31, 2000 Page 2 The area north of the site is currently being developed with the LaCrosse subdivision. Single-family , "' homes are under construction on the lots that adjoin the north boundary of the site. Established houses are also located southeast of the site. iSUBSURFACF The subsurface conditions were explored by excavating ten test pits at the approximate locations shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scape of work outlined in our proposal. The test pits were excavated on May 12, 2000 using a tracked excavator. A geotechnical engineer , from our staff observed the excavation process, logged the test pits, and obtained representative '� samples of the soii encountered. "Grab" samples of selected subsurface soil were collected from ' the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 7. ' Soi1 Conditions The test pits generally encountered similar subsurface conditions. Underlying the surface vegetation and a thin layer of highly-organic topsoil were native sand and slightly silty sand. These sands were typically loose to a depth of 3 to 5 feet in the explorations, becoming medium-dense with no significant organics below this depth. In several of the test pits, we observed layers of very silty sand to sandy silt. One test pit, Test Pit 8, encountered dense to very dense, glacially-compressed silty sand (glacial till) below the medium-dense sand and sandy silt. � We were abie to observe the near-surface soil conditions on the residential lots located just north of the site in the LaCrosse development. The foundation excavations and cut slopes for these adjoining lots have exposed sand soils similar to those encountered in our explorations. During our traversing of the steep, southern slopes, fine-grained, slightly silty sands were observed at the ground surface. As discussed above, glacially-compressed, � silty sand has been exposed beyond the toe of the steep slopes where May Creek has cut a near-vertical bank. The Preliminary Geologic Map of Seattle and Vicinity (Waldron, et al., 1962) confirms that - the near-surface geology consists of fine-grained sands and sandy silt referred to a "younger sand." The younger sand is indicated to be underlain by siltier, glacially compressed soils. The Soil Survey of Krng County Area {United States Department of Agriculture, 1973) maps the soils on the upper, northern portion of the site to be Alderwood, gravelly, sandy loam (6 to 15 percent slopes). The erosion potential for these soils in disturbed or farmed areas is indicated to be moderate. The steep slopes are mapped to be comprised of Alderwood and Kitsap sandy or silt loam. These silty, fine-grained soils are indicated to have a severe erosion hazard on steep slopes, if they will be disturbed by agriculture or development. Caving was observed in several of the test pits, occurring primarily in the cleaner sands. This is relatively common for sand soils having a low silt content. .. GEOTECH CONSULTANTS, INC. Lazarus Land Corporation JN 00182 May 31, 2000 Page 3 � Groundwater Condifions No groundwater seepage or wet soi�s were observed in the explorations, nor was seepage observed on the steep slopes. It should be noted that groundwater levels can vary seasonally with rainfali and other factors. However, based on the results of our �� � explorations, which were conducted before the summer rimonths, it does not appear that significant near-surface groundwater will be encountered on the site. The final logs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradua�, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the focations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be faund in the area of the test pits. If this presents a problem, the backfill �,rrill need to be �emoved and replaced tivith structu�a; `ill during co�struc;icn. ^����.�3�I�'�� �`�� ��:�U�P���!�'f1�;T3f'?f\?C GENERAL Thetest pi... .,�. ��_..�� _. .. ._ _....:, .. .�.;�: ��. _.. ., .� .. ,�.., .. �.,..� , .. �U,.,.. �.�,..... .,.�,,, medium-dense to dense sands and sandy si{t. If the recommendations of this report are followed, shoufd be possible to develop this property with single-family homes without significant advers geotechnical impacts to the steep slopes and the surrounding area. Residentia{ structures can be supported on the medium-dense to dense soils using conventional foundations, similar to the adjacent northern LaCrosse development. Overexcavation will be necessary to expose bearing soils, if the planned footing elevations are close to the existing grades. Slabs-on-grade can be placed on the slightly organic, native sands that were encountered below the topsoil. � The soils that underlie the site are granular and have a relatively high shear strength. Based on this, and the absence of recent, large-scale fandslides, it appears that future instability on the steep slopes will be canfined to the looser, near-surface soils. Landslides on the steep slopes are likely to occur as isolated mudflows and small slumps following extended wet weather. This is a natural process that occurs on many steep slopes in the Puget Sound area, as the shallow soils are loosened by weathering and percolation of precipitation through the soils. The limited undercutting . by May Creek from the toe of the steep s(opes does not appear to present a significant hazard. Measures must be taken in the design and construction to prevent the development from decreasing slope stability, and to protect critical structures from damage in the event of slope movement. It is our recommendation that no houses be constructed within 25 feet of the steeper- than-40 percent slopes. Non-critical structures, such as decks, could extend to within 15 feet of the slope crest, provided future and periodic repair of these structures is acceptable if they are affected by slope movement. We recommend no clearing of vegetation or trees on the slope using equipment. If clearing must occur, such as for utilities, the work should be as limited as possible and should be completed with manual methods. A minimum undisturbed buffer of 10 feet should be maintained behind the crest of the steep slopes. We recommend that a highly visible ._ GEOTECH CONSULTANTS, INC. Lazarus Land Corporation JN 00182 May 31, 2000 Page 4 � construction fence be installed early in the clearing process as a visuai reminder of the buffer's extent for the contractors. It is �preferable that water from drains and impervious surfaces be discharged to a storm sewer. The presence of highly silty soils in some of the test pits could rnake the use of infiltration systems difficult. In no case should infiltration systems be located closer than � 25 feet to the crest of the steep slopes. � The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. While site clearing will expose a large area of bare soil, the erosion potential on the site is relatively low due to the sandy composition of the soils and the gentle slope of the ground in the planned development area. We anticipate that a silt fence will be needed around the downslope side of any cleared areas. Wherever possible, existing vegetation ' should be maintained until construction of roads and structures will immediately follow. Rocked construction access roads should be extended into the site to reduce the amount of soil carried off the property by trucks and equipment. Following rough grading, it may be necessary to mulch or bare areas that will not be immediately covered with impervious surFaces. This will likely be necessary if clearing and grading occur during wet weather. It is anticipated that the potential for causing siltation of May Creek as a result of this construction is low, as there will be a large vegetation buffer between the development and the creek. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. • We recommend incfuding this report, in its entirety, in the project contract documents. This report �'�, should aiso be provided to any future property owners so they will be aware of our findings and I recommendations. '� SEISMIC CONSIDERAT/ONS � The site is located within Seismic Zone 3, as illustrated on Figure No. 16-2 of the 1997 Uniform Buildmg Code (UBC). In accordance with Table 16-J of the 1997 UBC, the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type So (Stiff Soil}. The site soils are not_susceptible_to seismic liquefaction because of their granular nature and the lack of a near- ` surface water table. The recommended slope. setback should be adequate to protect the residences from damage in the event of sha(low landslides that could be caused by a large k earthquake. ; CONVENTIONAL FOUNDATIONS The proposed structure can be supported on conventional continuous and spread footings bearing on undisturbed, medium-dense, natiVe soil, or on structural fill placed above this competent, native soil. See the section entitled GENERAL EARTHWORK AND STRUCTURAL F1LL for recommendations regarding the placement and compaction of structural fit► beneath structures. Adequate compaction of structural fill should be verified with frequent density testing during fill placement. Prior to placing structural fill, the foundation excavation should be observed by the GEOTECH CONSULTANTS, INC. �azarus Land Corporation JN 00182 May 31, 2000 Page 5 geotechnical engineer to document that adequate bearing soils have been exposed. We recommend that continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively. Footings should also be bottomed at least 18 inches below the lowest adjacent finish ground surface. The local building codes should be reviewed to determine if different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. To reduce the amount of disturbance during footing excavation, a smooth bucket without teeth should be used on the backhoe. ' Depending on the final site grades, some overexcavation may be required below the footings to expose competent, native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. An allowable bearing pressure of 2,500 pounds per square foot (ps� is appropriate for footings • supported on competent, native soil or properly-compacted structural fill. A one-third increase in � this design bearing pressure may be used when considering short-term wind or seismic foads. For the above design criteria, it is anticipated that the total post-construction settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in thickness, will be iess than one inch, with differential settlements on the order of one-half inch in a distance of 50 feet along a continuous footing with a uniform load. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively i level, undisturbed soil or be surrounded by level structural fill. We recommend using the following ultimate values for the foundation's resistance to lateral loading: � � . Y Coefficient of Friction 0.45 Passive�Earth Pressure 300 pcf Where:(i)pcf is pounds per cubic foot, and (ii)passive earth pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will � not be appropriate_ We recommend maintaining a safety factor of at least 1.5 for the foundat�on's resistance to lateral loading, when using the above ultimate values. GEOTECH CONSULTANTS, INC. Lazarus Land Corporation JN 00182 II May 31, 2000 Page 6 PERMANENT FOUNDATION AND RETAIN/NG WALLS Retaining walls bacicfilled on only one side should be designed to resist the lateral earth pressures ! imposed by the soil they retain. The following recommended parameters are for walls that restrain , level backfill: I , , . . Active Earth Pressure " 35 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.45 Soil Unit Weight 125 pcf Where:(i)pcf is pounds per cubic foot,and(ii)active and passive earth pressures are computed using the equivalent fluid pressures. 'For a restrained wall that cannot deflect at least 0.002 times its height,a uniform laterel pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropriate for the depth of level struct�.�ral fill placed in front of a retaining or foundation wall only. The values for friction and passive resistance are ultimate values and do not include a safety factor. We recornmend a safety factor of at least 1.5 for ove�tuming and sliding, when using the above values to design the walls. Restrained wall soil parameters should be utilized for a distance of 1.5 times the wall height from comers in the walls. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations wiil be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. Heavy construction equipment should not be operated behirid retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well-compacted in lifts no thicker than 12 inches. The compaction of backfi{I near the walls should be accomplished with hand-operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining WaII Backfill Backfill placed behind retaining or foundation walls should be coarse, free-draining structural fill containing no organics. This backfill should contain no more than 5 percent si{t or clay particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the native sands � GEOTECH CONSULTANTS,INC. Lazarus Land Corporation JN 00182 May 31, 2G00 Page 7 are used as backfill, a minimum 12-inch width of free-draining gravel should be placed ' against the backfilled retaining walls. � The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the ( wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surFace should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled GENERAL EARTHWORK AND STRUCTURAL FILL contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below-grade walls. While the amount of near-surface groundwater expected on this site is low, the performance of � � subsurface drainage systems will degrade over time. Therefore, waterproofing should be provided where moist conditions or some seepage through the walls are not acceptable in the future. This typically includes limiting cold-joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but will only help to prevent moisture, generated from water �apor or capil!ary action from seeping +,hreugh the concrete. SLABS-ON-GRADE The building floors ma;� be constructed as slabs-on-grade atop the nati�e soils that �,nderlie `he topsoil. The subgrade soil must be in a firm, non-yielding condition at the time of slab construction or underslab fill placement. Arn� soft ar�as encountered shculd be exca��at�d and reo!ace�+ �����t!� select, imported structural fill. All slabs-on-grade should be un�erlain by a capiilary break or drainage layer consisting or" : minimum 4-inch thickness of coarse, free-draining structural fill with a gradation similar to th; discussed in PERMANENT FOUNDATION AND RETA/N/NG WALLS. As noted by the Americ� Concrete Institute (ACI) in Section 3.2.3 of the Guides for Concrefe Floor and Slab Structure proper moisture protection is desirable immediately below any on-grade slab that will be covered t tile, wood, carpet, impermeable floor coverings, or any moisture-sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil visqueen; are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psfl per hour, as determined by ASTM E 96. It is possibfe that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. However, if no potential for ' vapor passage through the slab is desired, a vapor barrier should be used. A vapor barrier, as defined by AC1, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can -- meet this requirement. Additionally, ACI (Section 4_1.5) recommends that a minimum of 4 inches of compactible granular fill, such as crushed rock, should be placed over the vapor retarder or barrier for protection. Sand is not recommended by ACI for use as the protection layer. GEOTECH CONSULTANTS, INC. Lazarus Land Corporafion JN 00182 May 31, 2000 Page 8 EXCAVATIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be � made near property boundaries, or existing utilities and structures. Based upon Washington Administrative Code (WAC) 296, Part N, the soil at the subject site would generally be classified as - Type B. Therefore, temporary cut slopes greater than 4 feet in height cannot be excavated at an inclination steeper than 1:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut. Temporary cuts that will remain open for more than a few days during hot weather should be covered with plastic to prevent drying of the near-surface sands. The moisture ' , in the sand must be maintained to allow the temporary cuts to stand at the recommended inclination. , The above-recommended temporary slope inclination is based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. � Please note that sand can cave suddenly and without warning. Excavation; foundation, and utility contractors should be made especially aware of this potential danger. All permanent cuts into native soil should be inclined no steeper than 2.5:1 (H:V). Fill slopes should not be constructed with an inclination greater than 2.5:1 (H:�. To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, ali permanently exposed slopes should be seeded with an aperonriatP srec�es nf ve^�tatinr, +� rAe�u� erosion and improve the stabifity of the su�cial layer of so As discussed in the GENERAL section, any disturbance t� ",:; �;,.���, � �,��r :;,�r�� .;",�,;.;; �� „ - building limits may reduce their stability. Damage to the existing vegetation and ground should b�_ minimized, and any disturbed areas should be revegetated as soon as possible. Soil from th: excavation should not be placed on, or near, the slope� �� �� "�� �� �--� � u-- -��� � this may require the off-site disposal of any surplus soi! DRA/NAGE CONSIDERAT/ONS Foundation drains should be used where (1) crawl spaces or basements will be below a structure, (2) a slab is below the outside grade, or (3} the outside grade does not s(ope downward from a building. Drains should also be placed at the base of a!I earth-retaining walls. These drains should be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in nan-woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a crawl space, and it should be sloped for drainage. .. GEOTECH CONSULTANTS, INC. Lazarus Land Corporation JN 00182 May 31, 2000 Page 9 All roof and surface water drains must be kept separate from the foundation drain system. A typical drain detail is attached to this report as Plate 11. For the best long-term performance, perforated PVC pipe is recommended for all subsurface drains. No groundwater was observed during our field work. However, if seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. All water from drains and impervious surfaces should be tightlined to an approved discharge point, away from the steep slopes. GENERAL EARTHWORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soit, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds. , Structural fil( is defined as any fill placed under a building, behind permanent retaining or foundation � walls, or in other areas where the underlying soil needs to support loads. All structural fill should be � placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very impo�tant and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not . sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: ', � � � � II � � � � Beneath footings, slabs 95% j or walkways ', Filled slopes and behind 90% retaining walls 95°/a for upper 12 inches of Beneath pavements subgrade; 90% below that level � .. GEOTECH CONSULTANTS, INC. Lazarus Land Corporation JN 00182 May 31, 2000 Page 10 Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance with ASTM Test Designation D 1557-91 (Modified Proctor). Use of On-Site Soil If grading activities take place during wet weather, or when the silty, on-site soil is wet, site preparation costs may be higher because of delays due to rain and the potential need to import granular fill. The site soils are moisture sensitive, due to their fine-grained nature. Grading operations will be difficult during wet weather, or when the moisture content of this soil exceeds the optimum moisture content. In no case should the on-site silts be reused as structural fill, including utility trench backfill. � The on-site sand is generally fine-grained and at least slightly silty. These sands will be � moisture sensitive and will be difficult to compact to 95 percent relative compaction. We have experienced difficulty in achieving adequate compaction for pavement and building areas on sites having similar fine-grained sands. The moisture content of the sands must be at, or near, the optimum moisture content, as the soil cannot be consistently compacted to the required density when the moisture content is significantly greater than optimum. The , moisture content of the on-site soil was generally near the estimated optimum moisture content at the time of our explorations. {t may not be possible to properly compact the , sands during wet weather. During excessively dry weather, it may be necessary to add water to achieve the optimum moisture content. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or ' clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three-quarter-inch sieve. a LlM1TATlONS The analyses, conclusions, and recommendations contained in this report are based on site _. conditions as they existed-at the tirrze of our exptoration and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are � commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits. Subsurface conditions can also vary between expforation locations. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. The recommendations presented in this report are directed toward the protection of only the ' proposed structures from damage due to slope movement. Predicting the future behavior of steep slopes and the potential effects of development on their stability is an inexact and imperfect science ' that is currently based mostly on the past behavior of slopes with similar characteristics. GEOTECH CONSULTANTS, INC. Lazarus Land Corporation JN 00182 ' May 31, 2000 Page 11 Landslides and soil movement can occur on steep slopes before, during, or after the development of property. The property owners must uitimately accept the possibifity that some slope movement could occur, resulting in possible loss of ground or damage to the facilities around the proposed residences. This report has been prepared for the exclusive use of Lazarus Land Corporation, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. 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. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geatechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in thi� report, and to provide suggestions for design changes in the event subsurface conditions diffe� from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. A!so ;ob and site safety, and dimensional measurements, will be the resporsibility of the contractor The following plates are attached to complete this reoc� Plate 1 Vicinity Mac Plate 2 Site Explor. Plates 3 - 7 Test Pit Logs Plate 8 - 10 .Grain Size Anaiysis Plate 11 Typical Footing Drain � ', S �.-,' GEOTECH CONSULTANTS,INC. Lazarus Land Corporation JN 00182 May 31, 2000 Page 12 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respect�ully submitted, GEOTECH CONSULTANTS, INC. R• McG1. Q�°� wns�,� c,'L, � ��, ��. �, �, � � � o � � .o �, - : .� ' � 278a5 �v ��,' '' � ' _ O't'�,��CI S7 ER����4� SSJ�NAL E�� l EXPIRES 1�I 2v�zpd� Marc R ""���� � L Prir1^i.r �::�:: ..� � GEOTECH CONSULTANTS, INC. — — — — -- — — �' — — — — , - , - g� �oTN P����� ��� � �er N � ss y ��, o� ' . 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III�/ i �r/. 1' /:�i '� . \ "--1——-�-� I I I --r-. . � �,�{�ti��l< TEST PIT 1 l �.�o`���,�'r�a�'roti� Gc� ��� G° �S°' �5 Description ' Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) SM SP ; Reddish-brown, slightly silty SAND, with organics, medium-grained, damp, loose to medium-dense � 4�o�o Brown SAND, medium-grained, moist, medium-dense 5 SP ' I , I 10 * Test Pit was terminated at 9 feet on May 12, 2000. * No groundwater seepage was observed during excavation. * Caving was observed from 4 to 9 feet during excavation. � 15 � � - � {� `�l TEST PIT 2 �`� .�� r�, ,��i � o �,� a ti¢, 5 ��� �G°� ��S°'�° �5G Description Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) s,N Brown/reddish-brown, slightly silty SAND, with organics, fine-to medium- S�' grained, damp, loose to medium-dense Brown SAND, medium-grained, moist, medium-dense 5 ��` SP � 10 * Test Pit was terminated at 10 feet on May 12, 2000. * No groundwater seepage was observed during excavation. �• * No caving was observed during excavation. 15 TEST PIT LOG � � GEOTECH Monterey Court Northeast � CONSLTI,TANTS,nvc. Renton, Washington S�, ` Job No: Date: Logged by: Plate: ���y 00182 Ma 2000 SES 3 1 �� d� II � t TEST PIT 3 � �'� �°�����a�'o�'� G� ��� G° �S°' J`� Description ,I Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) 'll � Brown, slightly silty SAND, with organics, fine- to medium-grained, moist, loose SM to medium-dense I SP - no organics i 5 Brown, sandy SILT, fine-to medium-grained, moist, medium-dense � ML 10 * Test Pit was terminated at 10 feet on May 12, 2000. �� * No groundwater seepage was observed during excavation. �� * Caving was observed from 5 to 9 feet during excavation. 15 1 � � \ �� dl TEST P1T 4 ti'��,o�fi���a'`rotie �5 � 9�� G° �a 45 Description '� Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) 1 I snn Brown, slightly silty SAND, with organics, medium-grained, moist, loose SP I 33.7% M� Brown/gray, sandy SILT, fine-to medium-grained, moist, medium-dense e. � i $ i Brown SAND, medium-grained, moist to wet, medium-dense ' - becomes dense ' SP 10 ' * Test Pit was terminated at 11 feet on May 12, 2000. * No groundwater seepage was observed during excavation. I * No caving was observed during excavation. 15 � � TEST PIT LOG � � GEOTECH Monterey Court Northeast I � CONSULTANTS, INC. Renton, Washington i � Job No: Date: Logged by: Plate: 00182 Ma 20Q0 SES 4 ti`N�� �{��`�°�t TEST PIT 5 o`� tie�' a�'��,e G5 � ��4 �G°fi ��°'ro �`' Description Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) � Brown, slightly silty SAND, medium-grained, moist, loose to medium-dense SM SP � �r Brown/gray, sandy SILT, fine-to medium-grained, very moist, medium-dense � I M� I 10 I * Test Pit was terminated at 10 feet on May 12, 2000. * No groundwater seepage was observed during excavation. " No caving was observed during excavation. 15 l ��{����i TEST PIT 6 �4� �'�o�'���`�ad��� 5G� � G � � Descnpt�on ' Black, silty SAND, with organics, medium-grained, moist, loose Brown SAND, medium-grained, very moist, loose 9.5% � ' SP '� - becomes very moist, wet ':❑ 10 � s"" Brown/gray, sandy SILT to silty SAND, fine-to medium-grained, very moist, medium-dense to dense * Test Pit was terminated at 10 feet on May 12, 2000. * No groundwater seepage was observed during excavation. �$ " Caving was observed from 0 to 6 feet during excavation. TEST PIT LOG � � GEOTECH Monterey Court Northeast CONSULTANTS, INC. � Renton, Washington � � Job No: Date: Logged by: P/ate: � 00182 Ma 2000 SES 5 �� . �{��,`��< TEST PIT 7 �4� ��or'`��`t�aaro�� 5�5 9 G �C �S Description Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) Brown SAND, medium-grained, moist, loose to medium-dense SP 23.5% � ML Brown/gray, silty SAND, moist, medium-dense Gray SAND, medium-grained, moist, medium-dense SP 10 * Test Pit was terminated at 11 feet on May 12, 2000. * No groundwater seepage was observed during excavation. * No caving was observed during excavation. 15 1 �� ��{ TEST PIT 8 ti�'�o����y�a�'�ti� G5 9�� C3' �S°' �5 Description Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) Reddish-brown, slightly silty SAND, with organics, medium-grained, moist, loose SM - becomes brown, no organics SP . 5 I, Gray/brown, sandy SILT, fine-to medium-grained, very moist, medium-dense ML � �� i i - becomes gray, dense 10 s"' Gray, silty, gravelly SAND, cemented, medium-to coarse-grained, moist, very dense (Sandy Glaciai Till) * Test Pit was terminated at 10 feet on May 12, 200Q. * No groundwater seepage was observed during excavation. 15 * No caving was observed during excavation. ' TEST PIT LOG 4 � GEOTECH Monterey Court Northeast � CONSULTANTS, nvc. Renton, Washington S, � Job No: Date: Logged by: Plafe: 00182 Ma 2000 SES 6 �� . �,,�t���l� TEST PIT 9 � �4'�`� �o or'����aa•��� �G5 � G �S J Description Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) � � Reddish-brown, sli htly siity SAND, with organics, medium-grained, moist, loose Brown SAND, medium-grained, moist, loose to medium-dense I5 -becomes medium-dense SP I -slight organics I 10 * Test Pit was terminated at 10 feet on May 12, 2000. * No groundwater seepage was observed during excavation. * No caving was observed during excavation. 15 � �,�t��,��{ TEST PIT 10 ��'� o� w�� a��� �5 ���� �G°� ��S � 4 G Description Black, silty SAND, with organics, medium-grained, moist, loose (Topsoil) sM Reddish-brown, slightly silty SAND, with organics, medium-grained, damp to SP moist, loose to medium-dense Brown SAND, medium-grained, moist, medium-dense , 5 , SP : I - becomes dense 10 10.0% * Test Pit was terminated at 90 feet on May 12, 2000, '` No groundwater seepage was observed during excavation. * No caving was observed during excavation. � 15 TEST PIT LOG 4 � GEOTECH Monterey Court Northeast CONSULTANI'S,INC. � Renton, Washington � � � �� Job No: Date: Logged by: Plate: 00182 Ma 2000 SES 7 � Sampie Data: Test PiUBoring: TP- 1 Tare: 0 ISample: #1 Wet Weight: 118.7 Depth: 4' Dry Weight: 113.4 96 Moisture: 4.7 � Wash Data: ory we;9nt(berore�vasn}: 298 grams Dry Welght(after wash): 289.6 gf8f11S IWashed Soil Weight: 8.4 gfBfTis I Sreve US:= S�eve SI- Weighi Retained ,;: ; Percent Inchcs.oc.Na. ... rrrn. ;;(9rams? Perce�nt Retained Pessed __....___...___ _. _ _ _ _ _ Each: � :::Totat Each: �.:: .Total . Total ::: _..,. __ 11/2 � 38.10 � 0.0' 0.0� 0.0� 0.0� 100.0 --�-----�------+-----�-----�------�------ - 3/4 � 19.05 � 0.0� 0.0� 0.0� 0.0� 100.Q -------�------�-----�------►------�-------+------ 3/8 � 9.53 � 2.3� 2.3� 0.8� 0.8� 99.2 --------r-----r----1------t-----y------t------ 4 � 4.75 � 3.0� 5.3� 1.Oi 1.8� 98.2 --------r-----r----�------t-----�------7------ 10 i 2.00 i 17.8i 23.1 i 6.Oi 7.8� 92.2 --- 40---i 0.43 r 161.1i 184.2i---54.1i--- 61.8i--- 38.2 ---100 --i-0.15 i 103.8i--288.Oi---34.8,----98.6i----3.4 -------- ----- 200 j 0.08 � 4.1� 292.1� 1.4� 98.0 2.0 --------!-----�-----!-----!-----!------!------ <200 � 0.00 � 0.7� 292.8� 0.2� 98.3� 1.7 Total. :: .':` '301`.Z 90.1:1 `: -1.1 ISieve Opening(rrm.) � �oo.00 �o.00 �.00 o.�o o.o� � . _ �o0 � i oo.o �oo_o �.2_ s8.z so . s22 I 80 � _ ... __. i - 7a .� ' � � _ _. SO N _. , . _ . _._. � _ 50 w. _ _ __ _ _ c � � � 38.2 � � _ __ _ ._ _ : : 20 ' _ _ 10 _. � _ . .__..... _. _ 0 3.4 2.0 ' � GR.AIN SIZE ANALYSIS � GEOTECH Monterey Court Northeast CONSULTANTS, li�rc. Renton, Washington � � � --- - �--- Job No: Date: Plate: s��--- - 00182 May 2000 $ � Sample Data: Test PiuBoring: TP- 6 Tare: 0 I Sample: #1 Wet Weight: 151.1 Depth: 3' Dry Weight: 138 %Moisture: 9.5 I Wash Data: ory weight(berore wrash): 371.3 grams �ry weight(arter wasn): 344 grams � wasned soii wei9nc: 27.3 grams I S�eve US: Sieve S - WeighE Retained , ; Percent. Inches or No. mm. (grams} , Percent Reta�ned Passed : _ : _ ::::: Each � Total fach � Total 7'otal : _ 1 1/2 __� 38.10_�__ 0.0�___ 0_0�___ 0_0�____ 0_0�__ 100.0 3/4 � 19.05 � 0.0� 0.0' 0.0� 0.0� 100.0 --------F-----�----�------+------�------+------ 3/8 � 9.53 � 0.0� 0.0� 0.0� 0.0� 100.0 --------r-----r----1-----t-----1------t------ 4 � 4.75 � 1.1� 1.1� 0.3i 0.3i 99.7 --------r-----r-----�-----�------�------t------ 10 i 2.00 i 1.8i 2.9i O.Si 0.8i 99.2 --------r-----r----,-----T-----1------T------ 40 i 0.43 � 159.8 i 162.7� 43.0 i 43.S i 56.2 --------r-----�----�-----�-----�------T------ 'f 00 i 0.15 � 169.7 i 332.4 i 45.7 i 89.5 i 10.5 __200__ �_0.08 %-- 8_3i _340_7� __ 2.2, ---91.8? ---8.2 <200 � 0.00 � 5.6� 346.3� 1.5� 93.3� 6.7 ,. ': Total: '. : `- 373.6 ':' :.100:fi � -0.6 , Sieve Opening(mm.) 100.00 10.00 1.00 0.10 0.01 , _ _ _ _ . 100 100.0 100.0 _ � 100A 997 . 99.2 _ _ . � _ _ _ __ 80 ' 70 .a _ _. __ � _ __ :. _ BO N _ .. ___ a 56.2 50 .. _ .: _ c _... ..._. . _ . _ _ � � _ .. . .__ _ d _ � a _ _ _ . ___. . _ _ . _ _ _ 20 , _ _. _ _ 10 10.5 8.2 _ _ _ _.. _ � � GR.AIN SIZE ANALYSIS � � GE OTE C H Monterey Court Northeast CONSULTAN'TS, nvc. Renton, Washington � �•� ��-- Job No: Date: P/a�ie: r 00182 May 2000 9 Sample Data: Test PitlBoring: TP - 9 Tare: 0 I Sample: #2 wet We;ght: 114.1 Depth: 10' Dry Weight: 103.7 %Moisture: 10.0 I V11ash Data: �ry weignt(terore v,rasn): 327.5 grams �ry weiyht(arter wasn): 315.2 grams Iwasned soii wei9nc: 12.3 grams I S�eve LtS S�e�e SI . Weight Retained : ; ; ;; Percent ._ _ _ Inches w:N0. m1rt. :; (9rams) Percent Retained ,:: Rassed :: ....... . . _. _ faeh � -Total_ Each . Total Total :: I __ 11/2 � 38.10 � 0.0� 0.0� 0.0� 0.0� 100.Q -�------�-----+-----�------�------�- 3/4 � 19.05 � 0.0� 0.0� 0.0� Q.O� 100.0 --------►------►-----�------�------�------�------ 318 � 9.53 � 0.0� 0.0� 0.0� 0.0� 100.0 --------�-----r-----1-----�-----1------+------ I 4 � 4.75 � 0.0� 0.0� 0.0� OA� 100,0 -- -----r-----r-----�-----�------t------7------ 10 i 2.00 i 0.0� O.Oi O.Oi O.Oi 100.0 --- -r-----r-----�-----�-----�------T- 40 � 0.43 i 8.9i 8.9► 2.7i 2.7i 97.3 ---100 i 0.15 r 291.3i--3d0.2i---88.9;--- 91.7?----8.3 --------r-----�-----�-----i------�------T------ 200 i 0.08 i 13.2i 313.4� 4.Oi 95.7� 4.3 --------------------------------------------- <200 � 0_00 � 3.9� 317.3� 1.2' 96.9� 3.1 _.. _ _ . . . Total `::' ' 329:6 ' ::. 100:� ` -0.6 Sieve Opening(rrm.) 100.00 10.00 1.00 0.1 U 0.01 _ . __ _ _ __. 100 100.0.100A _ 100.0 100.0. 7 00.0 97.3. _ _. gp _ : . . 80 _ _ _ _ _ _._ _.. __ . �p � ..._. . . _. y GO N �o _. _ _ . 50 a _ _ . _ � c __ _ 40 °i . . . �.. ....: i . .�.. ...... ..... .. �. . . . ...� ... � _ . _ _ _ _ _ _ : � a _ _ _ _ __ _.. __ _ . _ _ . 20 _ __ _ _ _ :_ ... _ _ __ .. _ . . _ _ _ _. . 10 : _ : : 8.3 . _.. _..__ _ . _ _ _. __.. ... . :.._ _ 43 _..._ � ' GRAIN SIZE ANALYSIS � GEOTECH Monterey Court Northeast corrsLri.�r,�rrrs,uvc. Renton, Washington � � � --- -- � � Job No: Dat� � P/ate: 00182 May 2000 10 i Slope backfill away from foundation. Provide surface drains where necessary. . _ -<;:� � Tightline Roof Drain - (Do not connect to footing drain) Backfill �:. � :�; (See text for requirements) �� � � Q,;;: � �� :: Vapor Retarder Nonwoven Geotextile � or Barrier � _�,- Filter Fabric a � Washed Rock =�- ` gL,qg (7/8" min. size) t'` - - - q p c � p t� '.p,.G,-�•.p'..o.��'.p..c..�'.p",.d.�'.p;.Q:�".o,�e �n rs�O�a�� �, ;. � s,i,�� a +; � �c.�`i,�s��.r«+��� ���oa�o c ,�,r�1 o c '�,QOa-�oD o �C�0'o e���o c °�'c o�o o� n �^� n _ ,yu;`'F _ '1 _ cpQ �•,4op� •a.o� °••a.o n <•a.e C �°•a o� �?O?^ n��r. ,y :' .�- r °� c .•�' .o .-c� .o .•�°��o 0 � :C l' t . c c � � � �.� � - -C� 3; �'� I I� I Q..O ,O O :� � - �' _ ' �s ; :�-. - _.. ..._:.<°.w x-- >:" . ..,-... . -.: i, 6�� CT��rI. `�]O� O�`��' , �I I o � Free-Draining Gravel (if appropriate) 4" Perforated Hard PVC Pipe (lnvert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) NOTES: {1) fn crawl spaces, provide an outlet drain to prevent buifdup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage and waterproofing considerations. TYPICAL FOOTING DRAIN 4 � GEOTECH Monterey Court Northeast CONSULTANTS, nvc. Renton, Washington � � � Job No: Date: ca e: Plate: ��- 00182 May 20U0 Not to Scale 11 II � I � I � Ii I , � � , �, � .,;� , � , ,, . , � , , ,, � . , , ,� . , , � . , „ , ' f I I / . 1 1 1 1'I 1 ' I I . ,l' 1 . .,..: :., . _ ., . _ . , : . . . . . . :., ., .. _...-._ . _. . . , _ `9Y�:3: . .:iC ' �`r. �..` .. ?if':t���, . ..?'.` . ... � � ., ,, } - ' � - a 'r t r-: . _i.� . _ . t.�. .. _ �� . . . . . . � . .:i?� {�.._:f ti't-=a`�:: . . , .�.},�.?CjC k}iTp.- t;,.v-�G :.7�.-,r� . .� _.. -.+J�-: _ . + . -.��.ii� .__..��:� � � :S: ..,;:... . .:��:: .-h}-.^... � �. ;.'� �.-� '.�.� �:� - ..'',�? � ..:. .1� ".; .S .3.'k .`��.[ ..'.: : : .. .. ' : ..� . � Geotechnical Services Are Periormed for� �=• `'� � elevation, configuration;location,-orientation,.or - .� .1�._. -:-. :,.` t .:��� weight of the proposed:sVucture; ^,,,:-�, ;'�� -< Speciiic Purposes, Persons, and Projects �; composition of the design team, or u��:.� ._ _:.. . . . 1 �,,.,;�,: .._, IGeotechnicai engineers sVucture their services to meet the spe- � project ownership. cific needs'ofthei�`clients.A�geotechnical engineering�study con`�`��>_ ducted for a civii.engineer may not fulfiil the needs of�a construa-� ._'' �"'�x A�''�`�`'�` -�. As a general.rule, always inform your geotech�nical engineer_. I tion conVactor oreven anotlier civil engineer, Because each geot of project_changes-eyen..minor �ones=and request .an , ' echnical. engineering study is unique, each geotechnical eng� �� assessment of their impac� Geoteclinica!engineers cannot�� � neering�report is�unique;prepared solely for the clienG�No one �:� �' - �� u accept, respohsibrlrty or.J�ability for:'probtems that occur exceptyou'should:rely�onyour geotechnical engineering report ' 'becauseth.eirreports,do,notconsrderdevelopmentsofwhrcli�.� � Iwithout first conferring,with the geotechnical engineer who pre- they were'not informed.: ' '�"' - ` � pared it. And no on�not even you—should apply the report for -���=� --� :�-,- -- - -���e'.��. 2• '�`r-�;�-�w� . -::;� ,� ::� , � .,: ,. , .:,_ any purpose or project except the one originally contemplated �. '�' ' � � �'�` �`,�' '; - I __ ,; :;, L,-�.��r,:��,� ,�:_ ;, :�;�� ,�1 ���- � Subsuriace Conditions Gan Change� � A 6e0t8Cn111C8� FJlglll@61'lllg Rep01't IS B7Sed 011 =`A geotechnical engineering report is based on,conditions that ...: ._;,,�:; ,�-.. existed at the time the study was`performed. Do not rely on a � A Unique Set of Pro�eet-S�3@CifIC FaCtOPS geotechnical engineering report whose adequacy may have IGeotechnical engineers.consider a:number of unique, projectspe-.,�;been affected by: the passage of time;by man-made events, cific factors when establishing the scope of a study.Typical factors -'''such as consVuction on or adjacenY to the site;'or by_natural � include: the client's goals, objectives, and risk management pref-=�'events, such as floods, earthquakes,"or groundwater fluctua- erences;the general nature of the structure involved,its size, and'.��'�ions. Always contact the geotechnical engineer before apply- • configuration;the location of the structure on the site; and other :'"ing the report to determine if it i's"still r�lia6le:A mino�amount=� � planned or existing site improvements, such as access roads;`�'%of additional testing or analysis�could prevent major problems. � parking lots, and underground utilities. Unless the geotechnical , ; - :� �%�_��- �- �• - -- - engineer who conducted_the study specifically indicates_other- Most Geoteehnicai �ndings Are wise, do not rely on a geotechnical engineering report that was: protessionat Opinions • not prepared for you, ,. �; � '-� ` Sife exploration identifes subsurface conditions only at those • not prepared for your project, . . . � • not prepared for the specific site explored, or ;points where subsurface tests are conducted or samples are • completed before important project changes were made. � � taken. Geotechnical engineers review field and laboratory data • � and.then apply their professional judgment to render an opinion �•Y Typical changes that can erode the reliability of an existing � about subsurface conditions_throughout the site. Actual sub- geotechnical engineering report include those that.affect;, ,.surface conditions, �mey differ-sometimes significantly—from � the function of the proposed structure, as when those indicated in your report. Retaining the geotechnical engi- it's changed from a parking garage to an office ' neer who developed your report to provide construction obser- building,'or from.a light.industrial plant to a �- � � � � �����° vatlon is the most effective.method of managing the risks asso-�� . , , : � . �... � :..� clated with unanticipated conditions: . "�, . �<,... ; ., : refrigerated wa'rehouse, _ ,._�,.#,,E,.. -i ,_-�,4,;�';._—�-—._—- _. _ _ ._ �