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Home My WebLink About03361 - Technical Information Report � C_ONCEF'T ENGi��lF�_r�ll��_,. ,��,i�: '� � �5� Raun��r 6oule�ard P�or�i� �"'"__ � � � ��ri:�'Fi 'r^J2Sh=n_itn�GR..,, � � �'— _ ,� �.,___._---____ ••I tYl TECHNICAL INFORI�IATION REPORT FOR THE LAKE PARK TOWNHOMES Site Location: Across fr�m Coulon Park at Lake Washington Boulevard North Renton, VVA 9�056 Prepared For: Jason Thomas Lake Park Ventures,L.LC 2500 Minor Avenue East Seattle, WA 98102 (206) 568-6795 CEI Job Number: 26058 Dated: Original: May 3, 2006 Revised(City Comments): November 10, 2006 Revised(Downstream Conveyance Analysis): February 26, 2007 Revised(Backwater Analysis): March 30,2007 Q�v-kZ (.NJw �J�w.,,T,r4�.. sc.1+��.�Ffi,c. ,"'lap); N�=. +Z, 1°`' �' Prepared By: �-��,r �'��__ �K�. I�I C Grant Moen �P ��'1'C�J' Prepared and Reviewed By: Z�? t� • R ��'FRF��`� �� P� ICp Ss��NAt E�G -�-� �- --�- � � , . 1 �o� �� 4 �o �� '�.s,'�N Tti�NG� �EXPIRES 4/23l L � ��.�� _—____ .. _ 5,,��zl� I�.f;'l? ,_ _, �.__ _ . _ 3 3�o/ �,� Technical Information Report CEI Lake Park Townhomes March 2007 TABLE OF CONTENTS I. PROJECT OVERVIEW.......................................................................................3 � II. CONDITIONS AND REQUIREMENTS SUMMARY....................................................3 III. OFFSITE ANALYSIS...........................................................................................4 IV. FLOW CONTROL AND WATER QtiALITY FACILITiES ANALYSIS AND DESIGN.....7 A.Existing Site Hydrology...........................................................................7 B.Developed Site Hydrology.........................................................................7 C. Performance Standards...........................................................................7 D. Flow Control System...............................................................................8 E.Water Quality System..............................................................................8 V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN................................................8 VI. SPECIAL REPORTS AND STUDIES........................................................................8 VII. BASIN AND COMMUNITY PLANNING AREAS.........................................................8 VIII. OTHER PERMITS.................................................................................................9 IX. TESC ANALYSIS AND DESIGN..............................................................................9 X. BONB QUANTITIES WORKSHEET,RETENTION/DETENTION FACILITY SUMMARY SHEET AND DECLARATION OF COVENANT.........................................................9 XI. MAINTENANCE AND OPERATIONS MANLTAL......................................................9 APPENDIX Exhibit A: Vicinity Map and TIR Worksheet Exhibit B: Tax Assessor Map, SCS Soil Survey Map, USGS Topo Map, FEMA Map and 2005 Aerial Photo Exhibit C: CEI Onsite Storm Drainage Calculations Exhibit D: CEI Downstream Storm Drainage Calculations Exhibit E: DEI Offsite Storm Drainage A�alysis Eshibit F: Maintenance and Operations Manual _,_ . ,�,�„�� .,� ,��_ ,._,.� ..,,�.� ��.�.,. L Technical Information Report CEI Lake Park Townhomes March 2007 I. PROJECT OVERVIEW Lake Park Ventures LLC wants to create more multi-family living opportunities in the Lake Washington � Boulevard North (LWB)area in the city of Renton. Specifically,this proposed development includes 8 townhomes, driveway,parking lot, storm drainage system, water main extension, fire hydrant and landscaping. The project is named Lake Park Townhomes(LPT). Currently,the site is undeveloped and absent of significant vegetation. The site in its current condition is basically an open lawn. The site is bounded to the west by LWB right-of-way. Sevcral multi-family buildings surround the rest of the site. The site slopes at 0 to 8%to the west. According to the City's Slope Analysis map the site is located near landslide hazard areas. The site's soils were mapped per the Soil Conservation Service as AkF and AmB. Per the 1990(with 1994 revision)King County Surface Water Design Manual(SWDM),alderwood/kitsap soils' hydrologic group is C. We, Concept Engineering,Inc. (CEI),prepared this Technical Information Report(TIR)to fulfill the , drainage requirements of city of Renton as prescribed by Renton Municipal Code and 1990 SWDM. This TIR was prepared in accordance with the 1990(with 1994 revisions) SWDM. II. CONDITIONS AND REQUIREMENTS SUMMARY The project does not have preliminary approval conditions, variance conditions or SEPA mitigating conditions. But the project is required to meet the SWDM. The SWDM's Core and Special Requirements are addressed below. The 7 Core Requirements are as follows: 1. Discharge at the Natural Location: The site contains one natural drainage basin. Currently, in large storm events,runoff sheet flows west onto LWB right-of-way and is collected by catch basins in the east gutter line. In the proposed condition,the site's runoff will be tightlined directly into one of the same catch basins. 2. Offsite Analysis: A detailed offsite analysis is included in Section III. 3. Runoff Control.• The project is exempt from runoff control requirements per the direct discharge exemption. Please see the offsite analysis for details. A basin runoff computation and backwater analysis was completed by Dodds Consulting Engineering in May 2000 for the neighboring "Coulon Estates"project. This study which can be found in Exhibit E of this report, indicates that capacity is available in the existing drainage system for the entire drainage basin to be developed to its full potential. From this analysis a runoff value of 10.59 cfs was found to enter the CB immediately downstream of the LPT project site during the 100-yr storm event. Using this runoff value we performed a conveyance capacity evaluation of several segments of the downstream system which can be found in Exhibit D and in Section III below. Based on our analysis the downstream system needs to be slightly improved to qualify for the direct discharge exemption from runoff control. We also performed a backwater analysis specific to the improved conveyance pathway between Lake Washington and our site. This backwater analysis can be found in Exhibit D of this report. Water quality treatment is not required because less than 5,000 square feet of new impervious surface subject to vehicular use or storage of chemicals is proposed. 4. Corrveyance System: The onsite conveyance system was analyzed and designed as discussed in Section V. 5. Temporary Erosion and Sedimentation Control.� A TESC plan has been designed and represents the minimum measures necessary during construction. P'2006 260?8'•Engineering•Arul�sis-Cales�Dwume`xs N'ord TIR'i;n��TIP 3,io; 7 J Technical Information Report CEI Lake Park To�vnhomes March 2007 6. Mai�rte�iance a�id Operations: The system will be privately maintained. M& O requirements are included in the Exhibit F. 7. Bonds&Liabiliry: We are unsure if the city of Renton will require this project to provide bonding and liability requirements. The following 12 Special Requirements are addressed as follows: 1. Critical Drainage Areas: The site is not located in a Critical Drainage Area. This special requirement is not applicable. 2. Contpliance witl: an Existing Master Drainage Plan: To our knowledge,this site is not located in a Master Drainage Plan. 3. Conditions Requiring a Master Drainage Plan: The project is not a MPD, subdivision, PUD or greater than 500 acres. This special requirement is not applicable. 4. Adopted Basin or Conamunitv Plan: The site is not located in a Community Basin Plan. This special requirement is not applicable. 5. Special Water Qualiry Controls: The project does not propose more than 1 acre of impervious surface. This special requirement is not applicable. 6. Coalescing Plate Oil/Water Separators: The project does not propose more than 5 acres of impervious surface. This special requirement is not applicable. 7. Closed Depressions: The site is not upstream from a closed depression. This special requirement is not applicable. 8. Use of Lakes, Wetlands, or Closed Depressions or Runo Control: T'his ro'ect ro oses to use .f .f.� P J P P Lake Washington as its source of runoff control through the direct discharge exemption. 9. Delineation of the 100 year Floodplain: The site is not located in a flood hazard area. This , special requirement is not applicable. 10. Flood Protection Facilities for Type 1 and Type 2 Streams: The project does not contain a stream and flood protection facility. This special requirement is not applicable. 11. Geotechnical Analysis and Report: The project does not propose a pond or an infiltration system ' and does not propose to modify flood protection facilities. This special requirement is not applicable. 12. Soils Analysis and Report: Pursuant to Renton Municipal Code(RMC4-3-OSOJ),the applicant shall be required to obtain a geotechnical report. The applicant will provide this information. III. OFFSITE ANALYSIS Upstream Tributa ,r� East and south of the site is Coulon Estates Condos. West of the site is LWB. North of the site is Marina Landing Apartments. Each adjacent site contains its own drainage system. The only tributary area onto the site is a small lawn to the east,but an existing offsite rockery footing drain likely intercepts most runoff before entering the LPT site. Do«nstream Analvsis: An initial qualitative field review of the downstream conditions, known as a Level 1 Downstream Analysis,�vas performed on April 18, 2006. It was sunny and approx. 62 degrees. The site is located in the East Lake Washington Basin. In large storm events,the site's stormwater sheet flows west onto LWB. "I'he below downstream analysis is tabulated and shown in Exhibit D as the Offsite Analysis Drainage Table and Offsite Drainage Map. Onsite, surface �;�ater sheet flo�i�s across the�vest property line and into I .i..�_., . _ eer _ .. ,i J..U.,�n.i_, i.."Ik:. ,.I FIJ J... y Technical Information Report CE[ Lake Park Townhomes March 2007 LWB, R-1. From point R-1, surface water sheet flows north in the gutter line of LWB into a catch basin (CB #5), R-2 (up to 150 feet). Once in CB#5, stormwater flows north in a 15"dia. pipe to the next catch basin (CB#6), R-3 (approx. 50 feet). From CB#6, stormwater is conveyed by an 18"conc.pipe west underneath LWB to the next catch basin(CB#7), R-4 (approx. 45 feet). From CB#7, stormwater is conveyed by 24"pipe west to the next catch basin (CB#8),R-5 (approx. 82 feet). From CB#8, stormwater , is conveyed by 24"concrete pipe north to a rip-rap ditch, R-6 (approx. 125 feet). Once in the ditch, stormwater flows north into a uniquely shaped vault with a 2-sided iron grate R-7(approx. 55 feet). From R-7, stormwater is conveyed by 18"pipe«�est to a catch basin(CB#9),R-8 (approx. 60 feet). From CB#9, stormwater is conveyed by 24"CMP west into Lake Washington,R-9(approx. 154 feet). The downstream analysis ends at Lake Washington approx. 400 feet offsite. Years ago, on 1/21/1999 on a different multi-family project, Dodds Engineers Inc. (DEI)prepared a backwater analysis on the same downstream system. Excerpts are provided in Exhibit E. The offsite drainage analysis began at an existing catch basin in LWB and continued downstream to Lake Washington. The catch basin that DEPs analysis began at is the same catch basin for the proposed outlet for the LPT. Since LPT's stormwater flows in the same downstream system,DEI's analysis is useful in evaluating the downstream drainage system. DEI's Exhibit III-C shows the entire tributary drainage basin to the subject catch basin in LWB. This area draining to the catch basin was determined to be I 1 acres. Of this 11 acres, 5 acres includes the hillside east of the project that will likely not be developed due to steep slopes. The remaining 6 acres were analyzed as developed land or areas that are or will be developed. This area(6 acres)was modeled 70% impervious and 30%pervious. This 6 acres includes the LPT site,which is proposed as less than 70% impervious. An additional 1.21 acres was considered to be tributary to the drainage pathway further downstream in the system. LPT's area is already modeled as developed in DEI's backwater analysis. In conclusion,DEI's backwater analysis infers there is sufficient conveyance capacity in the downstream system to convey undetained stormwater flows from LPT's site. Using an approved Santa Barbara Urban Hydrograph(SBUH)program,DEI calculated the peak runoff flow rate prior to discharge into Lake Washington to be 10.59 cfs(cubic feet/second)generated from the 100-year/24-hour storm event from the project site and equivalent area developed to the full zoning ' potential. DEI estimated the tributary basin area to be 12.20 acres. LPT is in this same basin. Along the conveyance pathway there are several pipe sections and catch basins, along with one rip-rap ditch segment. We received a 1/18/2007-letter from Arneta Henninger at the city of Renton requesting the i drainage ditch's conveyance capacity be further evaluated between MH#2 and MH#3. This is noted as Reach 7 (R-7)in our downstream analysis above. On Wednesday 2/21/2007,we inspected this area, starting at the 24-inch diameter concrete pipe outlet just east of a cyclone fence that separates BNRR from Coulon Park. Our evaluation ended at the vaned grate concrete vault. During the inspection,there was approx. 0.05 cfs of stormwater being conveyed through this system. It did not rain that Wednesday,but it did rain significantly on the preceding Monday. We broke the drainage ditch down into 4 segments below the 24-inch concrete pipe, which was label ' Segment 1, 2, 3A and 3B. Segments 3A and 3B are actually a combined segment(see drainage sketch in Exhibit D). We measured,but did not survey,each of these 4 segments. Using the measurements, we input the data into a program that calculated the conveyance capacity of each segment as follows: Segment 1 (rock-lined ditch)= 13.42 cfs Segment 2 (rock-lined ditch)=9.93 cfs Seg-ment 3A (6-inch dia.pipe)=0.97 cfs Segrrient 3B (rock-lined ditch)=2.15 cfs Seements 3A + 3B =3.12 efs �� ,�;,t r.,�„> ,�._�,��< <<.:,�,�.:,��,, .�,:�,1_. 5 Icchnir�l Information Rrpurt CEI Lake Park Townhomes �1�irch ?(��1� These calculations are shown in Exhibit D. As showm above, Segments 2 and 3, in their current conditions, are unable to adequately convey stormwater generated from the 100-year/24-hour storm e�ent without overtopping. If overtopping occurred,stormwater would temporarily flood and scour the adjacent Coulon Park landscaping to the west, which abuts the Coulon Park paved parking lot. Stormwater could continue northwest, overtop an extruded curb and sheet flow across Coulon Park's parking lot to�vard a catch basin. To exempt project from the runoff control (detention)requirement per the 1990 King County Surface Water Design Manual(SWDM),the following would have to occur. "The conve��mice system to rhe receiving water can accommodate, with no signifcant adverse impact, the desrgn peak n�nufffor the proposed project site a►td the equivalent area developed to the full zoning potential." Thus,to exempt runoff control,the downstream system must be able to conve}� 10.59 cfs min. Segment 1 is currently adequate. For Segments 2 and 3, if the below changes are made,the conveyance capacity of Improved Segments 2 and 3 will be increased to 23.15 cfs(see Exhibit D calculations), which provides a significant safety factor needed since the rip-rap's 1-foot thickness is not accounted for in the conveyance capacity calculations. As a result, conveyance capacity will be adequate,there should not be significant downstream adverse impacts and runoff control can be exempt for LPT. T'he updated civil plans provide a note referring to this report indicating the following must occur to the do��nstream system to exempt runoff control. Segment 1: No changes. Segment 2: Widen ditch fron� 4 feet to 6 feet. Deepen ditch from 1 foot to 1.SO feet. Existing 4-6%slope is fine. After changes, re-insert and provide additional *rip-rap back into ditch. Segment 3A: Remove 6-inch diameter pvc pipe. Segrnent 3B: Widen ditch from 4 feet to 6 feet. Deepen ditch from 0.S foot to 1.SO feet. Slightly re-grade south end of ditch to have 2.5%min. slope After changes, re-insert and provide additional *rip-rap back into ditcla. Segment 4: Remove leaves and sediment trapped in the south iron grate at vault entn�. * Rip-rap shall be in accordance with Section 9-13.1 of the WSDOT/APWA Standard Specifcations. Rip-rap shall be reasonably well graded assorrnient oJrock with thefollowing gradation: Maximum stone size = 12 incl�es Median stone size =8 inches Minimum stone size =2 inclies Rip-rap thickness = 1 foot Total length of ditch improvement(Segrner�ts 2 and 3J is approximatelv 66 lineal feet. A backwater analysis has been performed along the improved conveyance pathway between LPT and Lake Washington. This analysis has been completed using the King County Backwater Analysis program with a flow rate of 10.59 cfs(the 100-yr storm). For the purpose of this analysis the maximum 100-yr storm flo�� has been routed through the entire do�-nstream system. In reality portions of this flow enter the s}ste«� at �_ u�,t��s� ��a. .._,.i�., �� __ i._, :� v_i,i. � Technical Infonnation Report CEI Lake Park Townhomes March 200? various points along the length of the downstream system. Routing the full 100-yr flow along the entire length of the system is a conservative estimate. This analysis indicates that no overtopping of the improved system would take place in the 100-yr storm event. With 10.59 cfs flowing through the system the ditch the segment just upstream of the grate inlet has a maximum water surface elevation of 1.15'. This is .35' below the top of the conveyance ditch. At the upstream end of the ditch (segment 1)the maximum water surface is .91' above the ditch IE. At this point the ditch is only 1' deep, so water is .09' from overtopping. Throughout the rest of the system the high water elevation is never more than .5' below the overflow elevation. This result implies that flooding would not occur in the system. These calculations are shown in Exhibit D. IV. FLO�'�' CONTROL AnD �t'ATER QL"�LITY A\ALYSIS AND DESIGN A. Existing Site Hydrology The existing site's conditions were analyzed using SBUH. Specifically, we used the computer program, HYD. The site is undeveloped, contains no impervious surface and is lightly vegetated with pasture grass and several shrubs. Under current conditions,runoff sheet flows west onto LWB, infiltrates onsite,absorbed by vegetation, and/or evaporates. Per SWDM 1.2.3-2, Sites with No Existing Approved Drainage Systems: T'he"existing site conditions"are defined as those that existed prior to May 1979. A 2005 aerial photo is attached in Exhibit B. A photo prior to 1979 was not found and is not necessary because the runoff control exemption deems this analysis virtually inelevant to the drainage design. Analysis of the existing site is based on the following criteria: Site Area= 18,998 sf(0.44 acres) Impervious Area=0 sf(0 acres) Pervious Area= 18,998 sf(0.44 acres) Grass= 18,998 sf Pervious CN=90 Time of Concentration=8.36 minutes For additional information,please see onsite storm drainage calculations in Exhibit C. B. De��eloped (Proposed) Site Hydrology The project was analyzed for proposed site conditions using the same HYD program. The site w-i11 be approx. 63%impervious in the proposed condition. Analysis of the proposed site conditions is based on the following criteria: Site Area= 18,998 sf(0.44 acres) Impervious Area= 12,012 sf(0.28 acres) Buildings= 8,285 sf Asphalt Driveway= 3,727 sf Impervious CN=98 Pervious Area=6,986 sf(0.16 acres) Grass/Landscaping= 6,986 sf Pervious CN=90 Time of Concentration =2.0 minutes F ..�-_ �,.,�� ,.__.. __ .,�.�,� � �;._�_,. � Technical[nformation Report CE[ Lake Park Townhomes March 2007 For additional information,please see onsite storm drainage calculations in Exhibit C. C. Performance Standards The project is required to undergo Drainage Review through the SWDM, since the project proposes more than 10,000 sf of new impervious surface area. Applications of the Core and Special Requirements are noted in Section II above. D. Flow Control System Per SWDM 1.2.3-5, an exemption is allowed from onsite peak rate runoff control if the project discharges directly to"A Receiving Water"(Lake Washington)and the downstream system can safely convey the 100—year/24—hour storm event to the"receiving water". As the offsite analysis illustrates this project proposes to discharge into Lake Washington. Please see Section III above. E. Water Quality System Since the project proposes less than 5,000 sf of new impervious surface area subject to vehicular use or storage of chemicals,bio-filtration is not required. Likewise,the project proposes less than 1 acre of new impervious surface and is therefore not required to treat the site's runoff per Special Requirement#5. , � V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN Roof runoff is collected by 4"dia. downspouts and conveyed to the northwest property corner in 6"dia. pvc pipe. Driveway runoff sheet flows north to a yard drain surrounded by rip-rap. From this point, it is !, conveyed west where it leaves the site. The proposed drainage system conveys all collected runoff to the site outflow pipe (in the NW property corner),which is a 6"dia. pvc pipe. The pipe is sloped at 3.8%with a Manning's coefficient of 0.012. Per Manning's Equation,the conveyance capacity is 1.18 cfs. SWDM requires new pipes to convey the 25-year/24-hour storm event's peak flow. Since approximately 90%of the site is tributary to this pipe,the 25-year/24-hour peak flow is 0.4 cfs. In summary, conveyance capacity significantly exceeds the required conveyance flow. VI. SPECIAL REPORTS AND STUDIES A backwater analysis and conveyance capacity calculations on the downstream system„�ere prepared and are located in Exhibits D and E. No other studies have been prepared. VII. BASIN AND C01��11�-IU:�IITY PLAyNING AREAS 4' _ . ii .'f�:�._ . .n�l, �,i_i..� ic i_ �.�_.l,I�� '�. �:,I kJ��. � Technical Information Report CEI Lake Park Townhomes March 2007 To our knowledge,the site is not located in basin and/or community planning areas with special requirements. The site is located in the East Lake Washington Drainage Basin. VIII. OTHER PERMITS A building permit is required for proposed improvements. A right-of-way use permit might be required for the new storm drainage connection in the right-of-way. IX. TESC ANALYSIS AND DESIGN A TESC Plan was prepared for this project. The TESC design complies with SWDM's Core Requirement #5. The TESC elements are addressed as follows: 1. Clearing Limits: Clearing limits are delineated on the TESC Plan. 2. Cover Measures: Cover measures are addressed in the TESC Notes. 3. Perimeter Protection: Perimeter protection(silt fence)is shown on the TESC Plan. The appropriate clearing limits will be flagged. Since construction could occur during the wet season, 50 feet of additional silt fence will be provided onsite. 4. Traffic Area Stabilization: A stabilized construction entrance is shown on the TESC Plan. 5. Sediment Retention: Due to the site's small size, silt fence should be sufficient. 6. Surface Water Control: Silt fence will be provided. 7. Dust Control: Dust control by sprinkling will be utilized as needed. 8. Wet Season Construction: Wet season construction requirements are detailed in the General Notes and Recommended Construction Sequence sections. 9. Construction within Sensitive Areas and Buffers: Sensitive areas are not onsite. 10. Maintenance: Maintenance requirements are detailed in the TESC Notes. 11. Final Stabilization: Final stabilization by permanent seeding is included in the TESC Notes. X. BOND QUANTITIES WORKSHEET,RETENTION/DETENTION FACILITY SUMMARY SHEET, AND DECLARATION OF COVENANT If required by the city,we will prepare a bond quantities worksheet. A retention/detention facility summary sheet was not prepared since a detention/retention system was not designed. A declaration of covenant is probably not necessary. XI. MAINTENANCE AND OPERATIONS MANUAL The storm drainage system will be owned,maintained and operated by Lake Park Ventures, LLC. Please see the Maintenance and Operations Manual,located in the Appendix. Basic theory of operation: as ', _. _ ,r„_ ��. ,�_:��.�;,_, _..�,,,� �- ,� ��,.. �i Technical Information Report CEI Lake Park Townhomes 111arch 2007 storm events impact the project site, stormwater will sheet flow across the asphalt and be collected in a yard drain surrounded by rip-rap. From here, stormwater will be conveyed through a series of pipes until it leaves the site. Roof runoff will also be routed via 4"and 6"diameter pipes into the previously mentioned pipe network in the northwest corner of the site before flowing offsite. Following the 6"pvc site outflow, stormwater is routed to an existing conveyance system underneath LWB and through Coulon Park before discharging into Lake ��'ashington. . __ .'i,li=�l�n .i �"_�I '.il��le�.i �tiil�'.1�,�.i�. II'_.�..��11iJJ.K Tcchnical Information Report CEI Lake Park Tow�nhomes March 2007 APPENDIX Exhibit A: Vicinity Map and TIR Worksheet i ! i , ��. � _,,_. _ .,..,�,� � .�,..�1�� ::':'KING�C0. sEe 625 ""r � - � � � .. A w n� �-. . , , C�.J� _ b�y--�-�78TH �y qy 5 _::�u � �� = i� ,� �S� 'F� .1`' �� `✓+P+ . '��Sr 80T}I PL SF.� r = •S �M o y Y_=e.: - -�� er sF I ".._+� 9� -1;5 . ,� �'1 . . '�' .. 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STyy � My, " � '-� i zE.'� N �fi � �.1 '�j-'"l� � �. � f m�� yi AV �" NE .�BERDFDI � � � n� °' , g .ESp"�" ,1V R[2R -—--— � - - � � �i OAr +EA1�LQm �- I� q . cu� N �cwu.a_ �- . �PCiE geu�� S v;lf�e1." �.�,''�...`^.,� ��'�;y5�ayt�� ^.j mHLE[I T "' uarw �v `m'�Isc �iizn+ nv� ;�� N �A - i T 3 � --� vi � � � '�.pWlS V �n � NE � il�ti3r �a',6a� � ,�a .'s� y�o.� — - '^, 11:ftHF� n'n'�I�: ��, —Z� ��y'�,g'{mnp� >ppa . YlWI� � �.e� � � !!� �� d � / �1 1� 1 � 1 �1 l� l� f�� !n �� 1 � � I A Page 1 oi 2 Ktng County Build(ng and Land Development Division TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � - . . ► - . . . � � � . ProjectOwner LaE�L- �'�ln`�. '{ ��.. . �-�C ProjectName �r�r = " j, i�-r 1 Address 25;�C� 1ti�'t"`'�: �!;'� EaST Location , -.,� Township �-'- �` �'`�1 ' Phone � ��,. '� 5;- =; � �� J~ Pro'ed En ineer �"A�:''1<'`�= `- Range ` �-- 1 9 Section ��.5 Company _ -ti�� tJ:: '.�c:��r�;-, '�:�` ProjectSize ��- `��f AC Address Phone �'=� �A`�� '�''�� N, IS`•:��''�:''� �"d A Upstream Drainage Basin Size n AC I, agr� , 1a25? �42-8�55 • • • ' � Subdivision � DOF/G HPA 0 Shoreline Management � Short Subdivision � COE 404 0 Rodcery � Grading � DOE Dam Safety � Struciural Vaults Q Commercial 0 FEMA Floadplain � Other �Other � J��'�� O COE Wetlands O HPA • � � � � � ; . Community Kt.NNti,�A i.� �� Drainage Basin � r; aT �A��'- `�'r' ��'` � River � Floodplain _ O Stream _ Q Wetlands 0 Critical Stream Reach 0 Seeps/Springs � Depressions/Swales 0 Nigh Groundwater Table n ��e --- 0 Groundwater Recharge � Steep Slopes -- � Other _ _ � Lakeside/Erosion Hazard • �oil Type Slopes Erosion Potential Erosive Velocities � � — -- — C�w T��':r i - ----- HYv'�� `�i�'c_ - -- — — I - -_ _ — — — �� - . . I � Additional Sheets Attatched l/90 Page 2 0l 2 - King County Building and Land Development Dtvlslon TECHNICAL INFORMATION REPORT (TIR) WORKSHEET � . • . REFERENCE LIMITATIOWSITE CONSTRAINT 0 Ch 4-Downstream Analysis � a a o � � 0 0 � Addiilonal Sheets Attatched . ' MINIMUM ESC REOUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION FOLLOWING CONSTRUCTION Q Sedimentation Faalities � Stabilize Exposed Surfaoe � Stabilized Construction Entrance � Remove and Restore Temporary ESC Fadlities � Perimeter Runoff Control � Clean and Remove All Silt and Debris � Clearing and Grading Restrictions � Ensure Operation of Permanent Facilities � Cover Praclioes 0 Fl�Limfts of NGPES � Construction Sequenoe � �e� 0 Other . , � �_ � Grass Lined Channel � Tank 0 I�iltratwn Method of Analysis � Pipe System 0 Vault O Depression S(�U N, � Open Channel � Energy Dissapator � Flow Dispersal of Elmim�inated Sn i e S9or e O Dry Pond O Wetland O Walver a9 � Wet Pond 0 Stream 0 Regional Detention BriefDescriptionofSystemOperation CO��rC"I !Ui�: �= `i �r,�'s �� t� ' 'a ' ;iF I�O�' - r1 r'�y r�• �'�,�'�.i'�i l:l �V T k`•.J'�� t�- F T l,/ �/-`,�� I�.�F��` �.I�' '1 � : Faclllty Related Site Llmitations Q Additional Sheets Attatched Reterence Facllfty LJmkatbn . � �. � Drainage Easement (� Cast in Place Vault 0 Other (� Access Easement [� Retaining Wall Q Native Growth Protection Easement Ci Rockery>4'High � Tract � Structural on Steep Slope 0 Other • • • • I or e civil engineer u�der my supervision have visited the site Actual r v site conditions as observed were Incorporated into this wo�ksheet end the �� S/ ��,`�,� attatchments. To the best of my knowledge the iniormation provided � ^ I here is eccurate. — -- - - sr�,..�n.�� j��g;�_,��•�--J I j�i-!'�' � 1/�JQ Tcchnical inforniation Rcport CEI Lake P�rk To��nhomes �4�rch 200 i Exhibit B: Tax Assessor Map, SCS Soil Survey Map, USGS Topo Map, FEMA Map and 2005 Aerial Photo � �,. � � . ��.�� ,,:,.,��« �� _,�� ,�_". "". 8� 25 M � . � , � \ �r? � __" pE.23 10�`� , � 3e'� � 344 I __" w __.� _ � I � ___�__"�_""_�5�9 _ , 11 '. � \ , � / � 9 . ---' '�' Y ' �0530 5= ""_"_ _ '- 5 B'-26-ta w_'_"____" � ` �� ./, '� __-'__351.09 � '�� - QT/0 � _ i � _" - 12 1 , --". ;' �, '__'__"_ _ �, � c -- i .-� � . �, � ____'__' 9C0 1 � �-- � -' i __-_' ,' l. , ,- -- _ r + ' ., -y if M 312.8`_ _"_13 '�'a . _ "". %t� , �:'. "_"____"_"__"__"_ - , I v y ,-' i __ i i i 9• 5 85-26-?2 ._"____ � � ` " __" . "��'''"' y�� '__"____"________'_ -' 3fI.02 + � �+; •. 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"� }�#f, �t .. ( -i �� Ur . ��'• •� . . _ - E- 'r• i• • - 8 ��_�— F. � ,�syr� � " 3r . BDY �= _ •R+:• ;1•,�• • -� �= �; 23a� ...- —J1 'T t : ,�, m - ^ • • � _ "•1, .� ,If - , " :l• (� #� p� �t F'3 ni s � ��' �� •, >1 : ;� -_i�,��II � I' - '�`� �; �� ° � -�� ;% •� i`;\` t "�: � � F. .l -�� " ��-_•• 4y-j � � `6,_- /,f ,_ �` -5� .�a� •� '� � ,.,.,� FEFT. . �.� __ � —._ _ .1 k 4 E R. 5 E. y aFrvroN,.9 M�. . (loins shee' 1 1) �' � �'Fr>>or� �; �,r S�.il.� I�?:� �p�n � , — - - ` - - - _r — � --.. Lr�-'r �=�-�=-_-- - ` �-�--- ----_----- ----- __ __ . �--- t—--- -T -- _ _ �- _- � °,r,i-�r�� .�nrr� trr.�r .�.�..?, in:l,� _ .. _ . .. . , SOtLS INFO KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL (2) CN values can be area weighted when they apply to pervious areas of similar CN's (within 20 , CN points). However, high CN areas should not be combined with low CN areas (unless the '"''+`. low CN areas are less than 1596 of the subbasin). In this case, separate hydrographs should be gonerated and summed to form one hydrograph. FIGURE 3.SZA HYDROLOGIC SO1L GROUP OF THE SOILS IN KING COUNTY HYDROLOGIC HYDROLOGIC SOIL GROUP GROUP' SOIL GROUP GROUP` Alderwood �y Orcas Peat � Arents, A�derwood Material �C%, Oridia � Arents, Everett Material � Ovall C Beausite C P�chuck C Bellingham D Puget D Briscot D Puyallup B Buckley D Ragnar B Coastal Beaches Variable Renton D Earlmont Silt Loam D Riverwash Variable Edgewick C Salal C Everett A/B `Sammamish D Indlanola A Seattle . D Kitsap QG Shacar 0 Klaus G Si Silt C Mixed Allwial Land Variaole Snofiomish D � Neflton A Sultan C Newberg B Tukwila Nooksack C �t?�iafi arla e Normal Sandy Loam D V oodinv�le HYDROLOGIC SOIL GROUP CLASSIFICATIONS A. (Low runoff potentiaf). Soils having high Infiltratio� rates, even when thoroughly wetted, and conslsting chlefly of deep, well-to-excesslvely drained sands or gravels. These sols have a hfgh rate of water transmissbn. B. (Moderately low runoff potential). Soils having moderate f�filtration rates when thoroughly wetted, and cons(sting chlefly of moderately fine to moderately coarse textures. These solls have a moderate rate of water transmissfon. C. (Moderatety high runoff potentiai). So�s having siow Infi�tration rates when thoroughly wetted, and consisting chieHy ot soils with a layer that impc-cies downward rnovement of water, or solls with moderately fine to fine textures. These soils have a slow rate of water transmission. D. (High runoH potentlal). Soils having very slow lntltration rates when thoroughly wetted and consisting chie0y of day sols with a high swelUng potential, sols with a permanent hfgh water table, soas with a hardpan or clay layer at or�ear the surface, and shallow soils over nearly impervlous material. These soils have a very slow rate ot water transmission. • From SCS, TR-55, Second Edition, June 1986, Exhibit A-1. Revisions made from SCS, SoU Interpretatfon Record, Form �5, September t988. � . � � 3.5.2-2 I1l92 • •• • U. S. DEPARTMENT OF AGRICULTURE SOIL CONSERVATION SERVICE �,L� ' FO KING COUNT) SOIL LEGEND The firs�Cap��o� IeHer is�he ini�ial one of the soil name. A second capiral lener, A,B,C,D,E,or F, ind�cafes rhe claas o(slope. $ymbols w�rho�t o slope larrer ora Ihose of neorly level solls. SYMBOL NAME Ag8 Aldefwood gravelly sandy loam,0�0 6 percenr elopes AgC Alderwood grovelly sandy loam,b�0 15 percent slopes AgD Alderwood gravelly sandv loam, 15 to�0 percenl slopes �♦ANF Alderwood and KR�ap wll�,vary a�e�p �'�AmB Arenrs,Alderwood moierial,0 ro 6 percenr slopas• AmC Arents,Alderv+ood materia�,6 ro IS percenr alopes« An Wents, Everett material• BeC Beausite gravelly sandy�oom,6�o IS percent slopes BeD Beausire grovelly sandy 1oam, IS to 30 pefcent slopes ` __ � — —" per beaus��e grovaiiy aarqy iwm,4I1 to�ii percem slopes Bh Bellirghom silf loom Br Briscot stlt loom � Bu Buckley silt loom Cb Caosral Beoches Eo Earlmont silt loom Ed Edgawlck fine sondy loom EvB Everetr grovelly sandy loom,O�o 5 pe�cent slop�s E�C Evererr grevelly sandy loom,5 to 15 percent slopee Evp Everett g�avelly sondy loam, 15 to 30 percent slopas EwC Eve.a�t-Alderwood gravelly sandy loama,6 ro 15 percenr slopee InA Indionolo loamy fine sond,0 to 4 percenr slopas InC Indionola loomy fine sor+d,4 to 1 S percent slopee InD Indianola loamy fine sond, IS to 30 percent slopes KpB Kitsop sllt loam,2 to 8 percent slopes KpC Kitwp sllt loom,8 to 15 percen�slopes Kp� KirsaD sih loor, IS ro 30 percent slopes KsC Klove gravelly loomy eand,6 to IS percent slopes Mo Mlxed alluvial land NeC Neilton very gravelly loomy sand,2 ro IS percent slopes Ng Newberg silt loom � Nk Nook�ock sllt loom No Nwma sondy loam Or Orcos peat Oa Q�fdio ellt loam OvC Ovall grovelly loom,0 to IS percent slopes � OvD Ovall gravelly lonm, 15 to 25 percent slopes OvF Ovoll grovelly loam,40 to 75 percenr slopes Pc Pllthuck loomy fine eund - Pk Pllctiuck fine sondy loom P� Puget silty cloy laam Py Pvyoll�p fine sandy loan� RaC Rayno�fine sandy laam,6 to IS pe�tent slopea RaD Ragnar Iinr sardy loum, IS ro 25 percent slopes RdC Ragnor-Indiancla oasociatirn,sloping• RdE Rag�wr-Indianolo ass«iat�on,moderately sleep• • Re Renfon silt loom Rh Ri•�e.wosh Sa $alal silt loam Sh $ammamish.silt ioam Sk $eaule muc4 $m $holcor muck i $n $I sllt luom $o Snohnmish silt loom S� Sndiomish silt loom.�hick s�rfuce+ariam �u Su!lan silt ioam T� T�kwilo�n�xk �'�U' .Urban land Wo Woodinvill��il� I�nm • Ttie comnosir.m of�ne;e uni�s is more voiloble rhon•hot o� tne o�her;, � �n the area,bu• it Fcs beer�cnrrolled wcll ene��gh�o�nte.p.e�fer the ex�c�ed use�.F ih�=n�ls �� Center� ;�` � y �� ' a�; t-� » xn � � �- ,� j - � ; \ -�}a' ,�� ,� � �^ �� "'�`- � � �• �� : '� . � � r �'-� H _ �;. ::�� }' �` r_ e _ , . , • � 1 ;(�, �.'! 1 . �3� �_t" -� � � i� . ` � t�l �f�� Hazei '�d r � 'l j, -'; , ; ,i �.. , �!' t,, � '�, f� �> o '` h Parr� � _ Is �I I I .a / i�� . ` i �. r �. ! �.'� - 1� � ��, �.� / � rj " � � y�. .'�a� I �1, � �� ' 't1 �1 �� 1pI,1�. � � `l�� 7 'I �f,�,f,�,�� g ..� y. -F 4' �� . 1 e��Qy�--- �� ,z_ , �� /�t ,��4 , � ,Cteek .zI �i �j' , f I { `\` � .� 4 .1 . ��i:, _ '� �� , o-� �.�� 0,�� `"�'� 4�� ,'� � '; :� ' � � - .� �I��. � � � ' . , ��. � � , _ '. � I , �.� ` k � �'L �� - � i C�L / t J ' `0 - �i��°�;� 1 � >� �_ �, + ;< r��.•. ..� ��.1y _ � �-' � _ t�' ,.j S8 i �F � � � C�.`� G' i-" � \`� �. � �� \ ��.- /�F >�i i . .��G .�� . i(�W�7 ` �� ` -� � � i Jc�.��r - � ' _ .+' �o`�� >, ; ..`� 1 91fK,] �� i� it �1 � I � { � "�� F-7: "�� I ! 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J > � 1 � T fr o I 1J � � -; - Technical [nforniation Rcport CEI Lake Park Townhomcs :�4arch 2007 Exhibit C: CEI Onsite Storm Drainage Calculations F' `Uti!�_h�:�S tn�iinee�ne-'.-�:,'�..si,�.�el.�1]:w�nen-il er�fIR�iW58 TIRJ.doc SOl�S lNFO FOR sTO�M CALc��ATtoNS K1NG COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TAfILE 3.5.213 SCS �YESTERN V4'ASlIINC'I'ON RUNOFF CURVE NU1VI[3ERS __ _ SCS WESTERN WASHINGTON RUNOFF CURVE NUMBERS (Published by SCS in 1982) Runoff curve numbers for selected agricultural, suburban and urban land use for Type 1A rainfall distribution, 24-hour storm duration. CURVE NUMBERS BY • HYDROLOGIC SOIL GROUP LAND USE DESCRIPTION A B C D Cultivated land(1): winter condition 86 91 94 95 Mountain open areas: low growing brush and grasslands 74 82 89 92 Meadow or pasture: � 78 85 89 Wood or forest land: undisturbed or older second growth 42 64 76 81 Wood or forest land: young second growth or brush 55 72 81 86 Orchard: with cover crop 81 �8 92 94 Open spaces, lawns, parks, gol( courses, cemeteries. lan�sca ping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condftion: grass cover on 50°�6 � to 75% of the area 77 85 O 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious suriaces, pavement, roofs, etc. 98 98 9 98 Open water bodies: lakes, wetlands, ponds, etc. t00 100 100 100 Singte Family Residential (2) I Dwelling UnR/Gross ACre % Impervious (3) 1.0 DU/GA /5 Separate curve number 1.5 DU/GA 20 shall be selected 2.0 DU/GA 25 for pervious and 2.5 DU/GA 30 impervious portion 3.0 DU/GA 34 of the site or basin 3.5 DU/GA 38 4.0 Dlf/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.a DU/GA 52 6.5 DU/GA j4 7.0 OU/GA 56 Planned unrt developments, 96 impervious condominiums, apartments, must be computed commercial business and industrial areas. (1) For a more detailed description of agricultural land use curve numbers refer to National Engineering Handbook, Section 4, Hydrology. Chapter 9. August 19�2. (2) Assumes roof and driveway runoff is directed into street/storm system. (3) The remaining pervious areas (lawn) are considered to be in good condition for these curve numbers. � 3.5.2-3 1t/92 KING COUNTY, WAS �� INGTON, SURFACE WATER DESIGN MANUAL TABLE 3.5.2C "n" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS 'n,'Sheel Flow Equalion 1.lanning's Values(Fw the InKlai 700 h d Iravel) n�' ��Smoo�h suAaces(concrete,asphall,grave�,a bare hard packed soN) O.Ott Faltow lields or loose sotl surlace(no resldue) 0.05 CultNated�sot wah resldue cover(s <=0.20 h/fl) 0 06 Culilvaled soll witN roskJua Cover(S� 0.20 n/k) 0.17 '��Short prairie grass and lawns 0.15 Dense grasses 02a BermUda gra95 �4� Range(natural) 0.13 Woods or forest whh Ilght underbrush 0.40 Woods or forest with dense underbrush 0.80 'Manning values for sheet 11ow only,(rom Overton and Meadows 1976(Sce TR•55,1986) 'k'Values Used In Travel Time/Tkne d ConcerAratbn Calculations Shallow Concentrated Flow (Mer Ihe Inplal 300 M.o(sheet Ilow,R �0.1) k� 1. Forest wkh heavy graXd Iltter and meadows(n=0.10) 9 2. Brushy ground wkh some hees(n -0.060) S 3. Fallow a minlmum tilage ctltivatbn(n-0.040) 8 4. High gress(n=0.0�5) 9 s. snort grass.Pasture end lawns(n-o.o30) 11 6. NeaAy bare grax�d(n-0.025) 13 7. Paved and gravel areas(n=0.012) 27 Giar�iel Flow(IntermNtenl)(N the bcginnl�g d vlsble charu�els:R-0.2) k t. Foresled svrale wflh heavy grotxid litier(n =0.10) 5 2. FMesled d�ainage course/ravine wNh defined channel bed(n=0.050) �p i 3 Rock-Ilned walerway(n=0.035} 15 I �-► 4. Grassed walerway(n-0.0�0) �� 5. EaAh-Ilned walerway(n.0.025) � 6. CMP pipe(n=0.024) 21 -�•�►7. Concrete pipe(0.012) d2 B. Other vraterways and plpes 0.508/n Channei Flow(ContMuous stream,R =0.4) k� 9. Meanderinfl stream wilh some pools(n=O.OSO) � 10. Rock-Iined stream{n=U.095) 23 11. 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TYPE-lA RAINFALL DISTRIBUTION ENTER:FREQ(YEAR),DURATION(HOUR),PRECIP(INCHES) 25 24 3.4 ---------------------------------------------------------------------- ******************** S.C.S.TYPE-lA DISTRIBLJTION******************** ********* 25-YEAR 24-HOUR STORM **** 3.4"TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV),CN(PERV),A(IMPERV),CN(IMPERV),TC FOR BASIN I�10. 1 0.44 90 0.00 98 8.4 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN .4 .4 90.0 .0 98.0 8.4 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 27 7.83 3759 DEVELOPED CONDITIONS S.C.S.TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR),DURATION(HOUR),PRECIP(INCHES) 25 24 3.4 '� ---------------------------------------------------------------------- ********************S.r.S.TYPE-lA DISTRIBUTION******************** ********* 25-YEAR 24-HOUR STORM **** 3.4"TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV),CN(PERV),A(IMPERV),CN(IMPERV),TC FOR BASIN NO. 1 0.44 90 0.00 98 2.0 DA'f A PR1NT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINtITES) A CN A CN .4 2 90.0 .3 9�5.0 2.0 �� . PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 41 7.67 4588 Technical Information Report CEI Lake Park Townhomes March 2007 Exhibit D: CEI Downstream Storm Drainage Calculations � F �uu,�_��v5�= ee �,��a�.�s�s�i::�es�o.«�ie��-o.�,�JT��c_e.�_;sr_Pa�kx i LAKE WASHINGTON ORIDINARY HIGH WATER ELEVATION CORP. ENG. 21.85 LAI�E -3.26 �-NAVD 88 18.59 lrl/,q SHlIVG TON -6.82 -3.56 I_�-NGVD 29 15.03 ELEVATION � II i � � �� , � �� . �� , �� .��• . � , OFFSITE ANALYSIS DRAINAGE SYSTEM TABLE Surface Water Design Manual, Core Requirement#2 3asin: East Lake UVashin ton Symb�;i Drainabe Drainage Component Slope Distance Existing Potential Observations of field inspector Gomponen+ Description (approx.) from Site Problems Problems Resource reviewer or resident Type, Discharge Name and Size L See mafi Type:sheet Ilow, Drainage basins.vegetation,cover,depth, % 1/4 mi= 1,320 ft Constrictions,under capacity,ponding, Tributary area,likelihuod of problem,ovcrtlow swale,st��cam, type of sensitive area,volume overtopping,flooding,habitat or organism pathways,potential impacts channcl,pipe. destruction,scouring,bank sloughing, pond;Size� sedimentation,incision,other erosion diametez,surface area No significant upstream tributary area R-t Sheet flow Infiltration!Sheet flow 0-8% �0 None None Was seen. Surface water infiltrates, i sheet flows, or is conveyed away from the site. ,,o There were no apparent problems with R-2 Channel Gutter flow 0-�/0 0-150' None None the existing gutter line. R .3 � Pipc 3' invert, 1 S'dia. pipe 6.6% 150-200' None None - R-4 Pipe 6.5' invert, 18"conc.pipe 1.5% 200-245' None None - R-5 Pipe 9.S' :nvert,24"CMP 0.3% 245-327' None None - R-6 Pipe 7.8' invert, 24"conc.pipe 0.5% 327-452' None None - � R-7 Channel Open ditch with rip-rap 8% 452-507' None None - R-R Pipe 2.7' invert, 18"CMP 4% 507-56T None None - -- � R-9 Pipe 4.3' invert, 24"CMP 3% 567-721' None None - Leo20`�2�N �C1�iS'��'�"J�}n �,�1 �)S �X�vd�d� �� .] �+ ^' ii � a �, ��1d �S � '� J� � � i ^'a 4- � � i. . s ��,j;Gf�• . . � � "L, 1 � e s y , � �� - � ; o L1�•0 ., v � J f°�'£ �;�I e 7$ t.t�J��,1 r�.�`�t:�*,�� z' 3o�d �na •�r��G ,,9 a . �� ` �I£ v�oNn (9N<�,577 d� s^'?w��S ', � q `� ��b , ,� � � t' � �:Z�G la`95 ?GI S f p S4-o'O_ V 4�. .�; `, �,� Y 1-► = �✓d/5 _ I_� ,.*. ,h_ �LyGi i`t .,.r r� d�U � r�3t�r�'��+'� � ,I= N i +"•+,�'i� ��r°�:c .rd'�:7i"a�`9'�".s� „�+' �y ,��'l .� iiy�{y9�5 .x� � �.��^'��1� SN�9��i- 9 '7 � ��_ � 1 �� rp a �d t•� � B�� ', �:ti ;. �d��s 3�� s '� �,�F � v S�a-o�v � 597 • � •�� -3��?S �N�W � ,1�-�J � , S=�f �� ,h =s{J.G� M �3 � h§ 2. _S•o_ � . .� , }Il.d?4 . 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FF2pM :BAIMA AND HOLMBERG INC FAX N0. :4253913055 Jun. 23 2005 12:32PM P2 KiNa CovNTY� WASHiNoToN, SURFACB WATBR AB9iON MANUAL , - — �+' I�flitrsdon facilidsa must be deslgned based on Infiltratiat testin� and a to�a report.prep�rOd by a profei=lonal civ{I snginser wfth expertiaq In �olt enpineerinq. To malntain outflow r�tes of the Infikntion tanks and ponds, all Inflow must be p�atre�ted for �ediment removal Isee 6eodon.5.41. . An emer�ency overflow path muat bs Identified frn Mfiltrada� fadlides end nc�ted on the enpinee�inp � ptan. �Thia everfbw path must be �halyzed to meet the requirenieiha of Core Aequirementa M1 (aae Saction 1.2.1) e��d N2 (aee Sectlon 1.2,21 for tt►e 100-year, 24-hou�duration deslg� storm, except . . �.Dnv�mspout Inf+7tration Syatems 16ee Sect{on 4.5.1►. , IAfiltration faciHties may be especiaHy uaeful in tfis foqowinp circumstences, pravided the proper aoil .�sonditions �ro prs�ent and an repulrema�te can bs mat. (1) The proposed project dischar� to a cbssd deprosaiott. 12) The propased pro�ect discharpes to a severely undersizbd conveya�ce syatem that � �restr�cta the rurroff volu�ne th�t'cin��eccommodated. � �(3) The prcposed projsCt'is i� a Crittcal Dr�inA� A1� fequifin�.runoff volume cvnirol,�. Exemptlor�! From OnSlte P�ak Rate Runott Control Or�-ate peak rate n�rtoff control�wiN not b,e�.requ�ed for�proposed ptoject in the foflowlnp �� situstlond. . , . • ..". d�a !�(e P�k Runoff Aate irw�eass': . . � , . . ,� • . .,; . . � � •t1.1 The pfcp+�sbd proj�bt sit� Pb�t-dev�loped peak tunolf r�bd for the 100-yea�. 24-hou� � �, � durado�l dsaCpn storm event.i¢ ca�ulated f.or.s�ch dtach�t'pe�k�eat�n'�to bo {eas � � , �th�n 0.5 �s rtlora��n the:. �Ik rWWff ratA tor the e�tlstlpD.�ite cot�dido�s: OR� :� � (2) The proJact pnopaes to conatruct 6,Ob0�aqwrd feet, w Issa, of new Imp�rvioua suffece: � � i h : 'The qroposed proje�t will,tlischar�e furfa�c� and =tormwater ru�off.with�out pn=� �aite��ea c rste ruho�ff conu�l directly to: . � � . . . .�. �.A.fTdy/o�Ni�Ic�►lty. DIr�1ct tiisohar�e df�suri�ae �tid stamwster ruhoff to �1 re�tonsl:fiacilit�r ' wllt bs•�anowsd Ni.. � . . � . � o the facllity haa bee� dsmonatrated to adequately �trol the..propo aed pr.c��ct`s ..� ; � . InCressed peak r�te of��tlOff by atn 8dbptet�'Kinp County beiin plah ol' by/ dets�lled � • � � . •�� dr�irts�pe anslyalb �pprov�d by the S�IVM bivi�fon= AND . , : • . v the facility wiU bei��v�itable`by th��time of cbnstrucfion of tHe prqject; AND � . � .o � the��corrveyanC'e�systam t�o th� replon�l�fa.citi�►'c��r�'ecoinimodate; wi�ti �io'bipnifi�'st+t � • • : • adverse Mipact to tke drelRa�e tys�ett�a, 'tttie d+�gidn peak�runoff for the propos�d � � proJec! site� dnd the equivsl�t eres developed fa the fuq zoninp pote�tial. . . ' '� .Pruposed pro�ects:in adopted eritical dr�inape aress, baaln plans and communftp plana requlrinp p9ak runoff �te or runqff. volurme.controfs ma� atrtc�than standaM•cantrols shaA n6t qualify tor this exemption. � A thre�hold discharpe area is an o�=afte �rea whii�l drains to �ainpfe nettxal disch8r�e looadon or multiple „ 'nat+xe} discharge bcaclona that cambine VvitMn T/4-rrple dowrt�tresm. • y ' ,' � The sqr�Ivsknt srab ia the ar�a tributery to the recc�vlr�p water bady tpual to or 1e9s tfian t►te ahortest, straight �' �lin� di�iance irom tha Oiacharqe poiRt from ttw r�ivinp water bbdy {or;replonsl facitity).to the fUlthermoat .,; t poir�t of the proposed development. � ' � 1:2.3-5 ��19� I KINa COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL A Receiving Watei. Direct discharge of surface and stormwater runoff to the �eceiving � waters listed below may be allowed if: �"� o p�oposed projects that require Master D�ainage Plans (see Special Requi�ement �3) shall demonstrate no signific2int adverse impact to the d�ainage systems from direct discharye to a river; AND o the conveyance system to the receivinp water can eccommodate, with no significant adverse impact, the desipn peak ru�off for the p�oposed project site and the equivalent area developed to the full zoninfl potential. Cedar River Green/Duwamish Rive� Ibelow river mile 6.0, F.E.M.A.) Lake Sammamish Lake Washington Puflet Sound Sammamish River Skykomish River Snoqualmie River including the North, South and Middle Forks Tolt River White/Stuck Rive� A Leke, Wedand or C/osed Dep�essio�. See Special Requirement +�8: Use of Lakes, N�etlgnds or Closed Depressions for Peak Rate Runoff i��Jantity Control, in Section i.3.8. Th� applicant should note that many lakes, wetlar►ds or cl�esed depressio�s will not qualify for this exemption. 8ypeases ,. On-Site Runoff Bvoass: Proposed project runoff mav bypass the proposed project peak rete runoff control facilities provided that: �� (1) the proposed project peak rate runoff contro) f�cilities are designed to compensate for the controlled project area by limitirtg the total developed peak runoff rate (the � sum of the controlled 8nd uncontrolled hydrogr�phs) to the pre-development peak � runoff rates for the proposed project sit� at th� pointlsl of disch�rge, AND l2) both the bypass area and the peak rate runoff control facility discharge to the same subbasin, AND (3) all discharges, including the bypass, are subject to the biofiltration requirements of this Core Requirement if the threshold is exceeded, AND (4) the discharge from the bypass will have no significant adverse impact to the drainage systems on downstream properties. Qff-Site Runoff Bv�ass: Upstream off-site runoff mu bypass the proposed project on-site peak rate runoff control facilities in a separate conveyance system, unless the xi in peak runoff rate from the upstream off-site area for the 100-year, 24-hour design storm event is less than 50 percent of the proposed project site develooed Conditlons pe�k runoff rat� for the 100-year, 24- hour duration design storm event. T�acts The runoff control facilities to be maintained and operated by tNe King Counry Departmeht bf Public Wo�ks (see Section 1.2.6) must be located in a tract or right-of-way created by a legal subdivision and dedicated to King County. Access roads serving these facilities must also be located in the tract or right-of-way and must be connected to an improved King County road right-of-way. Enclosed runoff cantrol facilities (tanks or vaults) may be allowed in private right-of-way for a road, - provided the easement includes provisions for access artd maintenance of the facility. s ., Y• t� 1.2.3-6 11/92 KINO COUNTY, WASHINGTON, SURFACE WATER D,ESIGN MANUAL TABLE 4.3.4V MANNING'S "n" VALUES FOR PIPES � _� Analysis Method Type of Pipe Material Uniform 8ackwater {��L'7 �� Flow Flow \ _ (�j' (Preliminary (Capacity n� desi n) Verificationl , A. Concrete pipe and CPEP-smooth interior pipe 0.014 0.012 B. Annular Corrugated Metal Pipe o� Pipe Arch: 1. 2-2/3" x 1/2" corrugation Iriveted) a. plain or fully coated 0.028 O.Q24 ` b. p�ved invert (4096 of circumference paved): 111 flow full depth 0.021 0.018 ' (�) flow 0.8 depth 0.01 S 0.016 13) flow 0.8 depth 0.015 0.013 c. treatment 5 0.015 0.013 2. 3` x 1" corsugation 0.031 0.027 3.� 6" x 2" corrugation Ifield bolted) 0.035 0.030 C. Helic8l 2-2/3" x 1/2" corrugation and CPEP-single wall 0.028 0.024 - �' D. Spirel rib meta) pipe and PVC pipe 0.013 0.011 E�" �3uctile tron pipe cement lined 0.014 0.012 F. High density polyethylene pipe (butt fused only) 0.009 . 0.009 l2) �ackvVater Analysis Method Used to enalyze the capacity of both proposed, and existing, pipe systems to convey the p�ak �ete b� ru�off for the 25, and 100-year design Stotrtt �v�Hts. (Note, structutes for propoSed pipe Systems must be demonstrated to providA e hiinimum of 0.5 feet o� freeboard betwb8ti the headwater surface lhydrautic prade line) and the top �f the structurb fo� the 25 yeaf ��Ak ; rgte of runoff. Structures may overtop for the 1�0=ye9f pegk rate o� runoff ea allowed by �ore '�'- �#�quirem�nt #4 in Section 1.2.4. When bvel�oppirig tic�ufs #ci�` the 100-year peak rate o� runofF th� 8dditional flow over the �round su�fab� is �"�rl�lyt�d usinp th� Methods de�crib�t� in 5ection 4,3.7 and added to the flow capacity o� the �iip� Syst�m determined, as described beloW.) . This method Is used to compute a siriiple b�ckwateP profii� I�ii�dFaulic grade line) through a proposed, or existing, pipe systeM for the purposes of ve�ifying adeqUaf� c�pacity. It incorporates a re-arretl�ed form of Manni�g's Equation exp�essed in terms of friction slope lie, slope of the enerpy prade line in ft/ft►. The friction slope Is used to dete�mine the head los� In each pipe segment due to barref friCtion, which'can then be combined with other head losses to obtain water surface elevations et all structures along the pipe system. The backwater analysis begins at the downstream end of the pipe system and is computed back through each pipe segment and structure upstream. The �rictioH, entr8nce and exit head IossAs computed for each pip�segment are added to thai segment's tailwater elevation lthe water sUrFace elevation at the pipe's outlet) to obtain its "outlet control" headwater elevation. This etevation IS then compared with the "inlet control" headwater elevation, computed assuminp the pipe's inlet ' alone is controllinp capacity usin� the methods for inlet control presented in Section 4.3.5. The condition that creates the highest headwater elevation then determines the pipe's capacity. Thb app�oach velocity head is then subtracted from the controlling headwater elevation and the junction and bend head losses a�e then added to compute the total headwater elevation which is then us�d as the tailwater elevation for the upstream pipe segment. , �--- . �; � 4.3.4-16 11/92 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TABLE 3.S.2C "n" AND "k" VALUES USED IN TIME CALCULATIONS FOR HYDROGRAPHS �1 'n;Shao1 Flow Equa�lon Maminp's Vdues(For the Infllel 900 fl d Iravel) n�• Smooth suAaces(concrete.asphaR,provel,a Gero hard packed sd) 0.011 Fadow Ileids w looae tdl wrlace(�o realdue) 0.05 Cultivaled�soY whh residue cover(s<.0.2o h/ft) 0.06 CuNlvated soA wilh residue cover(S>0.2011/f[) 0.17 Short prairie pras�and lawna 0.15 Oense gresses ��2� � Bermuda qress 0.11 Range(natural) 0.13 Woods a laest wlth IIqM urderbroah 0.10 Woods a(aest whh dense tsderbru�h 0.80 'AAanning values(w sl�eet Ilow oriy.from OveAon end Meadows 1976(See T �b5.1998) 'k'Values Used In Travel 7kne/Tkne d Concer�tratbn Calculatlons Shtllow ConcwRreted Flow (Mer lhe InkiM 300 R d theef Aow,R �0.1) k, 1. faost wkh heevy qround Ikter and meadowt(n�0.10) 3 2. Brushy yraxd wkh�Iree�(n�0.060) ' S 3. Fallow a rnkiYnum tMaqe cultivetbn(n-O.MO) ` 8 4. Hlyh 9rass(n=0.035) 9 5. ShoA prase,pasture and favma(n.0.030) 11 8. Neady Eere pround(n.0.025) 1� •�,, 7. Paved end yravel arens(n•0.Ot2) 27 ' ,o3jS . F`'� n �O ('\N� ��1�' cna��,ei Flow p�ne�mne��n��r�e neoi�,�,p d��e ons�s:R-o.z� k� �,��y�,Lu/�`1 �. For•aed aweie wnh nea�y aaxw Wner�n.o.�o� s ' 2. Forested drelnage caxse/ravMie wMh delkied channel bed(n.p.050) �� 3. �ockJk�ed waterway(n-0.035)� 15 �. Orauad waterway(n.0.0�0) 17 5. EarthJined waterway(n.0.0P5) � 8. CMP plpe(n.0.024� 21 7. Concrele pipe(0.012) 42 B. Other waterways end plpea 0.506/n piamel Flow(CoMk�uous stream,R-0.1) k e 9. Meanderk�p stream wlth some ppuls(n=0.040) � 10. Rock-Ilned strEam{n.0.095) � 11. Grass-lined stteam(n-0.030) 27 �z. at,er saeams.men�tnade channels end plpe o.eo�/n•• • ••See Chaper 5,TaWe 5.3.6C la addftlond Alamin�'�'values ta open channd� , _ �` •�`� � 3.5.2-7 1/90 ,. Segment 1 Man Made Channels -- English Unrts Civi!Tools for Windows (02-22-2007, 09:01:33) Flow Depth = 1.000 ft I! Flowrate = 13 .423 cfs E--- L�Lt�•�iJ i�� I�I Channel Bottom Width = 0.500 ft Channel Side Slope = 2.000 ft/ft ', Channel Slope = 0.04000 ft/ft ' Channel Roughness = 0.035 ' Wetted Area = 2.50 sf Wetted Perimeter = 4.97 ft Velocity = 5.37 fps Froude No. = 1.27 Flow = Super-Critical , Seament 2 Man Made Channels -- English Units Civil Tools for Windows (02-22-2007, 09:02:18) Flow Depth = 1.000 ft Flowrate = 9.932 cfs �-- C /� ( L �tq�-z-',., Channel Bottom Width = 0.000 ft Channel Side Slope = 2.000 ft/ft Channel Slope = 0.04000 ft/ft Channel Roughness = 0.035 Wetted Area = 2.00 sf Wetted Perimeter = 4.47 ft Velocity = 4.97 fps Froude No. = 1.24 Flow = Super-Critical Segment 3A ' Sewer Pipes -- English Units I'I Civil Tools for Windows i (02-22-2007, 09:13:42) Flowrate Diameter Friction Slope Velocity (cfs) (in) () (�) (fps) 0 . 97 6.00 0.013 3.00 4. 95 cfa� �u�.�►�� Segment 3B Man Made Channels -- English Units Civil Tools for Windows (02-22-2007, 09:06:36) Flow Depth = 0.500 ft Flowrate = 2. 153 cfs E C �LC "vt �'�a Channel Bottom Width = 0.000 ft Channel Side Slope = 4.000 ft/ft Channel Slope = 0.01700 ft/ft Channel Roughness = 0.035 Wetted Area = 1.00 sf Wetted Perimeter = 4.12 ft Velocity = 2 .15 fps Froude No. = 0.76 Flow = Sub-Critical Improved Seqments 2 and 3 Man Made Channels -- English Units Civi!Tools for Windows (02-26-2007, 13:32:23) Flow Depth = 1.500 ft Flowrate = 23 .149 cfs Channel Bottom Width = 0.000 ft Channel Side Slope = 2.000 ft/ft Channel Slope = 0.02500 ft/ft Channel Roughness = 0.035 Wetted Area = 4.50 sf Wetted Perimeter = 6.71 ft Velocity = 5.14 fps Froude No. = 1.05 Flow = Super-Critical ` KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL � L � � FIGURE 4.3.7C DITCHES,COMMON SECTIONS � PROPERTIES OF DITCHES iM�Ns�oN � �►u�� N0. sio%�! B N W O R D-! — - 6' � S�0' l.dd 5.16 0.�5610.s o-ic � " 7�=0' . 5 ?�•5 0295 0. I p-lA /y :/' 1-0' /-0' S=0 3.50 3.6I 0.61�10.1lO B ? : 1 2=0' /=0' 6=0' �.00 6.`710.6/6 0.7?: ,3 : / 1=0' I-0' a=0"' S.00 d.�2 0.60110.7►2 o-3,� � •:� 3�0' �=6• �=6-r �.ee e.�� a9» o.l3a 8 1 : 1 ,�=0' /=6" 9i 0' 9.00 9. 7/ 10.917 0.lS� C 3:/ 3=0" /=6' I1�0" !/.15 /2./9 0.90110.933 D�d.l /' :/ 9=0' 2�0' 9=0' 1?.col/0.?I !.�1S 1.l�a e 7:l 3=0' 1=0' �r=o' �j.00llr.9e �.�13tr.i�? C 3:/ 3=0' 1=0' /S'0"M/Q.co IS.65 l./So 1.097 D•SA !Y:J I=0' 3=0' /3=0"p1S.5o'1t.e2 1. 72/ J.�36 ` � . B 1: l Q�0' 3=0' /6�0"t34.00 17.�2 1. 772 .4 � v �t � 3: / d=0" 3=0 Z1�0"39.00�12.9 I/.6 a l.a �t�� D-6A ? : I - 1=0' 4�0' I.00 4.s710.a�710,�L f�i � � �y��LN \ B 3:/ - /=0' 6=0' j.00l 6..3? t7S 0.609 I� �� D•7A :/ - 1=0" =0' d.0o a.9�Id.�45�0.919 � ? d B .3:1 - 1=0' /?�0' 12.001!1.6S 10.9�910.965 p-d.r 2:l - j=0' I?=0'Mie.00fl3.�21f..��! 1.JK B 3�J - 3=0' id�0' l7.oo i le.97 .1231/.16 5 D-9 7: 1 - /=0' /c�0" 7.00l/t. �t10.�9510.616 � � �-�0 7: i - 2�0• 1e=o- l�.00�Ze.zeio.9sv�o.9 p-/1 7:/ - 3=0 1I=0'h6J.001t?./311.td3 1.302 1, 1 1� i � 1 � � Z' , -�� I � T f +� i '� � �� M�rc��(�raboli�) �-lc.. ��8�p L�I/�l�D �� . S,�z �L�^� =Z •,� � w � = 6 � + �� 1 `�1�� l��bwl , �i� H �avt� V�,� ��ies �_� �a .o i ' , '' $ -�� (SvrGEL�s —t�z�l��l �c,-�� `"'� 17-z�D3��9,D 5 �i"R�P��t�� I�b -I-��v� D-t I 4.3.7-8 1� � � � 2 � - �Qt� � �� =7 �� , � � � (,�� n � � .. Z = � � �O�t � ��` n ` ! � � � � z n r2 G l� Z �.'�. � � � i.► n Section Area W��kd Perimeta Hydraulic rwlius Top width Hydraulic deptA Section factat � � A P B T D Z n C � z �r—.� � � T � r.(� � by b�-2y b�Zy 6 Y bv'j -3 �! �-D--+I � G R�cfonple �—f... _ � � � —— �y ca+=�>Y �b+=Y)Y �ca+�,�,��j r �' (b+sv)n b+2y 1 t=' - 6�-2sU � � 1--e 6+2y�/1-�-:! D t 2:y �/6+2a � � Traoeiad � z r --- � G� � � � ' r sy� 2d 1�-:� � 2ry �4y v`sY'y O � � ._� 2�l�-s: Z 's! O r��o�a�� O z r a. � w eo �`�� ain B\ (ai° 3hB)d" e—sin B 1/2(B—sin��+ �,,, C � �B � 34�8—ain B)d� 3_Bd� Yt (1—B )d� or ifi ( sia liB ) d' 32 (ain ShB)�s j''y � � 2 1/Y(do—v) � � p CirW i (ry � , - � a � � � 35Ty T+3 T• 3T!+8v' 2 y ;5tr 34�T�' O rn Poraeob � � �.' M--7--+1 D �' (r/2—2)rt�i-(b i-2*)v (x/2—2)r° [(r/2—2)r!-f-(b i-2r)vl'� ►j ,. , r ('-r—2)r!+(b t Z*h/ (*—2)r�-b�-2y 6�-� C17 �•-e \a � (*-2)r-}-b+2y L+2s b-�2r +'r Round-oomered � rettorqk�/>�) � I � �r -.-r �r �—r=(1—s cot'�s) T 1�-ai—2r�1—r cot-�s) A 2Is(Y—*)+r I-�:=j A A �A C�1 4: s z : P T `T cn Rouna-eonomed .-, trianple � 'Satistactory spproximation for the interval0<x�1,where z�4y/T. �V6en s>1,uae the esacC expreasion P a (T/2)(1/1�-z�-}-1/:Io(s�-�1+z')�. Z � a z c a r 3 0 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL -�. TABLE 4.3.7A CHANNEL PROTECTION Velocity at Design Flow (fps) Min. Hefght Greater Less than Required Above Design than or equal to Protection Th�kness Water Surface 0 5 � Grass Uning*** N/A 0.5 ft. 5 8 Rip rap*, *** 1 ft. 1 ft. 8 12 Rip Rap** 2 ft. 2 ft. 12 20 Slope mattress Va�ies 2 ft. Gabion, etc. * Rip rap shail be In accordance with section 9-13.1 of the WSDOT/APWA Standard Specifications. * Rip rap shall be reasonably well graded assortment of rock with the following gradation: Maximum stone size 12" Median stone size 8' Minimum stone size 2" ** Rip rap shall be reasonably well graded assortment of rock with the following gradatlon: � Maximum stone size 24' Median stone size 16' Minimum stone size 4" Note: Rip rap sizing governed by side slopes on channel, assumed ti3.1. *** Bioengineered lining allowed for design flow up to 8 fps. J,� �= � o. S� CFS V = � ; 1 �. Sy CfS _ j - � _ �� 5� F � � (�,�� S [� F � - �,-,3 S� F/S s '(% 7 . , 1�5 � S l � Cr> SrruiC � fi�N�vtC S��C SC �nE �S 2 �4 �l �f � � 4.3.7-5 1/90 J ,�.� _' �- -- - - - � � _ _ � - �;-. -. � -, , � . � � .- . i� . r � �--- ' � 1� 12' PIPE 6" ?VC 3.80� �, �� (FROM SITc) , — �� 45 LF 18" 146 �F 18" 4 , NOT TO SCALE CONC. (R3�j �-- (R L) �•2�9' � � ' � ��wnTE2 �LEvA7fo^� �F i8.59 � � �C M�fX�MvM � i F.�� -� IS ' �G�� 82 LF 24" ' ; ��Ar�y �-�9�E E CMP 0.24R CB TYPE ? � RIM= 40.5 ! ' d��s�Rj,AM (R-5) IE(E)= 38.4 ! A S C�„�j(toi.LC� �N �S IE(N.S)= 37.9 Gi i � �fl LlA2r> I.oC•KS. . I (�H G��5�2V�'��E 45 LF 18" ; ' R e��S��l'TS � �� CONC. (R3 67., CONC. 8.969' ' ' QCS1�lV �'?PP2o�C F1 (R-3) '� � �E-28.5 �. A�� yS�S. � I R-1, SEGMENT 1 CB TYPE 2 ! ' MA(L� R �G°S P E (8LF) RIM= 40.2 IE(W)= 33.4 I R-1, SEGMENT 2 IE(S)= 33.6 � ��Z/x�7 (12LF) IE(N)= 34.0 R-1, SEGMENT 3A AND 3B � 60 LF 18" (54LF) CB TYPE � ' CMP 4.3390 � � SLF OF EXISTING RIM= 38.7 �, - DITCH TO BE IE(W)= 32.8 � CB TYPE 2 PRESERVED �E(E)= 29.3 ' RIM- 25.7 � �E= Z�•4 EXISTING FENCE i " (R-8) � ` 66LF RIP-RAP DITCH TO ! � BE IMPROVED TO 6� WIDE CB TYPE 2 �' � 154 LF 24" AND 1.5' DEEP WITH RIM= 36.9 ' � CMP 1.82� 2:1 SIDE SLOPES IE= 23.� , ' (R-9} SLOPE= 2.SDy MIN. ' DISCLAIMER: CONCEPT ENGINEERING OID NOT SURV�Y I ' GRATE THIS DATA. DATA WAS OBTAINED FROM DODDS I B� ! RIM= 26.7 CONSULIING ENGINEERS TIR FOR THE "COULON ; � � � IE (IN)=24.3 ESTATES" PROJECT DATED 9-4-2000 I ' ' _AKE WASHINGTON � �E (OUT)= 24.0 j ' OHWPA= 18.59 8W 1/4 OF 8EC110N 6. T01MV9F� 13 NORTF� RANC3E 5 E/�$F, V�f'�'. � � DWN. BY DATE JOB N0. CONCEPT ENGINEERWG, iNC. �/�KE PARK TOWNHOMES GEM 3-30-07 26058 _ 455 Rainier Boulevard North i � Issaquah, Washington 9802- aOHINSTREAM SCHEMATIC CHKD. BY SCALE SHEET _ (425) 392-8055 F,ax (a25) 392-0108; � ' � NTS 1 OF 1 — � ' CopK�Oht (cl t99Q Concept En9meeriny, inc Ai: -i9n;= esa.r,: ��- ' BACKWATER COMPUTER PROGRAM FOR PIPES Pipe data from file:pipel.bwp �n!a j .� ^ O I'l Surcharge condition at intermediate junctions L a�ce �� J� fti W Tailwater Elevation:18.59 feet Discharge Range:10.59 to 10.59 Step of 0.01 [cfs] Overflow Elevation 6.7 feet Weir:NONE � d� Yr S�'��"^'� � �6tiJ Upstream Velocity:5.99 feet/sec �. A:s�w.e�, d�tle� (S�b►-.e��e�� PIPE NO. 1: 154 LF - 24"CMP 2 .86� OUTLET: 17 .00 INLET: 21.40 INTYP: 2 JUNC NO. 1: OVERFLOW-EL: 5.70 BEND: 20 DEG DIA/WIDTH: 4.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ************************,r********************** *****,r************************* 10 .59 1.21 22 .61 * 0.024 1.17 1.02 1.59 1.59 1.17 ***** 1.21 Ts eelo� so ,�o ove�� lou o«�TS. PIPE NO. 2 : 60 LF - 18"CMP Q 4.33$ OUTLET: 21.40 INLET: 24.00 INTYP: 2 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.59 1.81 25.81 * 0.024 1.26 1.11 1.21 1.21 1.26 ***** 1.81 is Be lo�• Sp in� ove��lo�., occ��rs. , ; � BACKWATER COMPUTER PROGRAM FOR OPEN CHANNELS I Ut I W qtQ�e� � 0.0 V r� `�r Channel Data Filename:channel2 .bwc � S 2G ►,-� Tailwater from HW/TW File:pipel.bwt ��e ScyS �-�� _r6SS SeC,�;e� Discharge Range:10.59 to 10.59 Step of 0.01 [cfs] q�1- �ru.�C ( C�O yr S+OHy.n_ F IO�J y STATION 0. 00: INVERT= 4.30 FT EC=1 .15 Q-RATIO-0.00 CROSS-SECTION DATA: r''�,Q�" e�'e��T'Oh �n �� yr��'� DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 0.00 0.00 0.035 * 0.00 0.00 0.035 3 .00 1.50 0.035 * 3 .00 1.50 0.035 � 4.80 2.40 0.035 * 4 .80 2.40 0.035 ('s �.�s• 10.00 3.00 0.035 * 10.00 3.00 0.035 3 �-�... Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN Q-'TW TW-HT N-Y1 A-Y1 WP-Y1 V-Y1 ******************************************************************************* 10.59 1. 15 25.45 * 1.15 0.91 10.59 0.00 0.035 2.64 5.14 4.00 ****REACH NO. 1: LENGTH= 34.00 FT AVG.GRADE= 7.94� **** Se(�r^e^� � GrOSS StG��o•. 3y� ��5�,�4,,., o� gra+C. STATION � 34 .00: INVERT= 7.00 F EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: b��'�� IE DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 0.00 0.00 0.035 * 0.00 0.00 0.035 p I 3 .00 1.50 0.035 * 3.00 1.50 0.035 • 6� t.�+�� d�+ 7�� 10.00 2 .00 0.035 * 10.00 2.00 0.035 W� �; � S�0.Q S�O�e Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 ***********************,r******************************************************* 10.59 1.12 28.12 * 1.15 1.12 1.15 0.91 0.035 2.51 5.01 4.22 / Mqk �..�a�t� I�e��`.�" � � , S S� v�0 OUBr'� I p�.J QCCVr S ****REACH NO. 2 : LENGTH= 20.00 FT AVG.GRADE= 2.50� **** se 5�'"e^� ( CroSS SeC�;�� S4' ��St�eu� o� (rr�fe � M;��^��^^ s �OpE STATION K 54 .00: INVERT= 27.50 FT EC=1.15 Q-RATI0=0. 00 o.�.�, z � CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT) STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 0.00 0.00 0.035 * 0.00 0.00 0.035 1 3 .00 1.50 0.035 * 3 .00 1.50 0 .035 • (,� w��e �g '��-'^ 10 .00 2 .00 0.035 * 10.00 2.00 0.035 y,1� Z;� S;cJ�e S�p(�e Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 *********,r****************************************,r**************************** 10.59 1.12 28.62 * 1. 15 0.96 1.15 1.12 0.035 2 .51 5.01 4 .22 MG�k �J�te� �G��1,�" � l, $� � Sa r� OVe��b� OCL��S ****REACH NO. 3 : LENGTH= 12 .00 FT AVG.GRADE= 5.67$ **** � Sel�r•-�L•�+ Z J CY'bSS S2L�'�0^ �o�o� U�S�r�w�-- �� G,rcA�2 J STATION � 66. 00: INVERT= 28. 18 FT EC=1. 15 Q-RATI0=0 . 00 CROSS-SECTION DATA: I DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES �. ' S��,C 5 �0�� LEFT(FT) STAGE(FT) N-FACTOR * RIGAT(FT) STAGE(FT) N-FACTOR 0.00 0.00 0.035 * 0.00 0.00 0.035 0.25 0.00 0.035 * 0.25 0.00 0.035 � � 2.25 1.00 0.035 * 2.25 1.00 0.035 .�, 10. 00 2.00 0.035 * 10.00 2 .00 0.035 ' Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 ******************************************************************************* 10.59 0 .91 29.09 * 1.06 0.91 1.06 0.85 0.035 2 .11 4.57 5.02 Mw� w��-e� s��.� � �' �0, ro over-�(ow occ�r's ****REACH NO. 4 : LENGTH= 8.00 FT AVG.GRADE= 4.00� **** Q- S eG�ye�� 3 STATION 74.00: INVERT= 28.50 FT EC=1.15 Q-RATI0=0.00 CROSS-SECTION DATA: DIST/STAGE IS MEASURED FROM INVERT; N-FAC IS MEASURED BETWEEN STAGES LEFT(FT} STAGE(FT) N-FACTOR * RIGHT(FT) STAGE(FT) N-FACTOR 0. 00 0.00 0.035 * 0.00 0.00 0.035 0.25 0.00 0.035 * 0.25 0.00 0.035 2 .25 1.00 0.035 * 2.25 1.00 0.035 10. 00 2.00 0.035 * 10.00 2.00 0.035 Q(CFS) Y1 (FT) WS ELEV. * YC-IN YN-IN YC-OT YN-OT N-Y1 A-Y1 WP-Y1 V-Y1 ***********************************,r******************************************* 10.59 0.9 29.41 * 1.06 0.00 1.06 0.91 0 .035 2.11 4.57 5.02 File Opened for Writing:channel2hw.bwt Mu.k wa�« Svr'f�� I � so �� OvBr��o� OCCv�S Save results to HW/TW file:channel2hw.bwt File Opened for Writing:channel2hw.RS1 Save results to Routing file:channel2hw.R51 BACK47ATER COMPUTER PROGRAM FOR PIPES Pipe data from file:pipe2 .bwp Surcharge condition at intermediate junctions rA' ��'`��`�QrQ� b� dl6�rSr�e�•r"` ' Tailwater from HW/TW File:channel2hw.bwt C�°�h�� Discharge Range:10.59 to 10.59 Step of 0.01 [cfs] I Overflow Elevation: 0.5 feet � lo� � Weir:NONE � d� 4r s�� I Upstream Velocity:5.99 feet/sec 'I PIPE NO. 1: 45 LF - 18"CMP C� 1.33� OUTLET: 28 .50 INLET: 29.10 INTYP: 1 I JUNC NO. l: OVERFLOW-EL: 36. 90 BEND: 90 DEG DIA/WIDTH: 2.0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE AWO HWI ***************************************** ************************************* 10.59 3.45 2 .55 . * 0.024 1.26 1.50 0.91 1.26 2 .33 3 .45 2. 84 , �S (eSs �1...� SO ro ove�� bv oc�u�s, PIPE NO. 2 : 82 LF - 24"CMP Q 0.24$ OUTLET: 29.10 INLET: 29.30 INTYP: 2 JUNC NO. 2 : OVERFLOW-EL: 38.70 BEND: 0 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.00 I Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ***************************************** ***************,r********************* 10.59 4 .10 33 .40 * 0.024 1.17 2 .00 3.45 3.45 3.86 4.10 1.71 �S IeSS t��^ SO h0 OV2r�IpW OCGV�S, PIPE NO. 3 : 45 LF - 18"CP @ 1.33% OUTLET: 32 .80 INLET: 33.40 INTYP: 2 JUNC NO. 3 : OVERFLOW-EL: 40.20 BEND: 90 DEG DIA/WIDTH: 2 .0 Q-RATIO: 0.00 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI *********************************************** ******************************* 10.59 2.56 35.96 * 0.012 1.26 1.03 0.60 1.03 1.26 ***** 2.56 Is (�SS �v'� S c� I�0 OVer'� �ow occ.��s . PIPE NO. 4 : 48 LF - 18"CP @ 9.38� OUTLET: 33 .40 INLET: 37.90 INTYP: 2 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 10.59 1.77 39.67 * 0.012 1.26 0.57 2.56 2.56 1.26 ***** 1.77 �S �2Ss �'�v�� Sb '^o OVer-��o�.. OCG��('S. 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"'�_ . . . . . : . . . . . . . .......-. . - ...�-.;. -.. �.. . : .. .. . . . . -:.., . . .� �--.�.. .., """... .,-..�. ....-_ .. .. ... . � � � , ., � ,rl-c !',� Technical Information Rcport CEI Lake Park To��nhomes �larch 200 i Exhibit F: Maintenance and Operations Manual � F '906'_GDSE'�EnSnnee.ing'An�alysisCales`�Decumenc�l';ord?IR��26]38TIR�I.dx I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS �, CondFdons When Malnt�nanc� Resuks Expected Malntsnance Component Delect I• Ns�d�d Wh�n Mainten�nc�Is Pe►formsd General Trash d�Debris Trash or debris of more than 1/2 cubic No trash or debris loceted immediately in (Includee foot which is located immediately In front hont of catch basin opening. �, Sedlment) ot the catch basin openinq or Is blockiny I capadty of basln by mors than 10%. � � Trash or deb�is (in the basin)that No trash or debris in the catch basin. ezcseds 1/3 th�depth Nom th�bottom I oi basin to Invert of the lowest pipe into or out oi the basln. Trash or debris In any Inkt or outlet pipe Inl�t and outlet pipes iree ot trash or blocking more than 1/3 ot ks helght. deb�ls, Dead animals or vegatation that oould No dead animals or vegetation present generate odors that would cause within the catch basin. complaints or dangerous gasea (e.g., methane). Deposits oi garbage exoaeding 1 cubic No oondition preaent whfch would attract foot fn vdume, or support the breeding oi fnsects or rodents. Stn�ctural Damage Comer of frame extends more than 3/4 Frama fs even with curb. to Frame end/or Inch past curb facs Inbo the strset (H Top Slab applicable). Top alab has holea targer than 2 aquare Top slab la tree of holes and cracks. Inches w rxacka wider then i/4 Inch (Intant ia ta make aure all material is runntne Into the basin). ,`�r Freme not sitting flush on top slab,i.e., Frame fs sitting flush on top slab. separation of mas than 3/4 inch of the trama irom the top elab. Cracks in Basin Gacics wider than 1/2 Ir►d�and bnger Besin replsosd or repalrad to deslgn j Walis/Bottom U�an 3 feet,any evidence ot soll particles standards. i e�tering catch basin through cxacks,or mefntenance person judgea thet atructure is unsound. Gacks wider than 1/2 inch end longar No aacka more than 1/4 inch wide st the than i fool at the joint oi ury Iniet/outlet jofrh M inlst/outlet pipe. ptpe or any evldence of soll partldes sntering catch basM through cracks. Settfement/ Basln has aettled more then 1 Inch or has Besin repleced or repaired to design Misallgnment rotated more than 2 Inches out of standarda. alignment. Flre Hazard Presence ol chemk;als such as natural No flammable chemicals present. gea,ofl,end gasoline. Vegetatlon Vegetation erowing ecross and blocking No vegetation blodcing opening to basln. more than 1096 of the basin opening. Vegetation growing(n Iniet/outlet pipe No vegetation or root growth present. Joints that is mora than six inches tali and less than six Inches apart. PolluHon Nonflammable chemlcals of mare than No pollution present other than surlace t/2 cubic foot per three feet of basin f,lm. length. l ✓" A-� 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 5 - CATCH BASINS (Continued) Malntsnancs Condltiw�s WhM I�Intenence Re�ulb Exp�olsd Compon�nt D�hot b Ne�d�d Wh�n MdM�nanc�la Performed Catch Basin Cover Cover Not In Place Cover le miasing or only partlally In place. Cetch baain cover Is closed. My open catch basin rsqulras malntenanoe. Lodcing Mschanfsm cannot be opened by one M�chanlam opsns with proper tools. �Mohanl�m Noi maintsnanw p�rwn wlth prop�r tooh. Worklnp " Boks Into hame have less than 1/2 Inch oi thread. Cove�Dif(Icult to One malntenance psrson cannot nmow Covsr can bs removed by ons Rsmow Ild eRer apply�np 84 Ibs.of INt; Mbn!Is matnt�tuno�p�rson. keep covsr from eealinp oH axea to maintenance. Ladder Ladder Runga Ladder Is unsafe due to misal�p runpa, Ladder me�te deslgn otandards end Unsafe misslignment,ruat,cxadcs,a sha►p ailowe maintenance penon safs aocsas. edges. Metal Oratas Grate wfth opening wider than 7/8 Inch. Cxats openir�s mest deslgn atandarcla. pf applicable) Trash end Debris Trash and debris that la blodcinp moro Grate hes of trash a�d debrfs. then 2096 oi�rets w�facs. I Demaged or Grate missing or broken mernbsr(s�of Cxata fs in place and meeta deaign Npsstng the grats. atandards. I A-6 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 10 - CONVEYANCE SYSTEMS (Pipes & Ditches) � CondFtlons When Malntenanw Resuka Ex ted Melntenancs � ComponeM Defect la Nesded Wh�n Malntenance I� Performed Plpes Sediment 8�Debrls Accumuleted tedime�t thet exoseds 2096 Pipe deaned of all eedimant end debrls. oi the diameter of the pipe. Vegetation Vegetatlon that roduces froe movement of NI vegetation removed so water flows . water throuflh pipes. fresly through pipes. Damaeed Protective coaNng Is damaged;rust is Pfpe repaired or replaced. cawing mors than 5096 deterbradon to any part of ptpe. My dent that decx�aaes th�aoa s�c:tlon Pipe rspsirsd or rapiaced. usa oi plp�by mon tF►�n 2096. Open Ditches Trash&Debris Trash and debris exceeds 1 cublc foot Trash and debris cleared from d{tches. per 1,000 sqwrs test oi dkch and siopss. Sediment Accumulatsd aediment that excesda 20% Oitch cleaned/flushed oi e�l sediment and of the design deptfi. dsbrls eo that h matches design. VefletaUon Vepetado�that reduoss ires movement of Water flows haely through ditches. watsr through dltches. Eroslon Damage to See'Ponda'Standard No. 1 Ses`Ponds'Standard No. 1 Slopss Rock Uning Out of MairtMnance psrson can aee native soll Replace rocics to deslgn atandard. Plaos or Mlssinp (H bensath ths rodc IiNng. /lpplicable) Caich Basins See'Catch Baelns'Stnndard No.5 See`Catch Basins'Standard No.5 `� Debris Barrle►s See"Debris Barriera"Standard No.6 See"Debrls Barrlers"Standard No.6 (e.p.,Trash Raok) �. A-11 1/'9� KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL NO. 11 - GROUNDS (Landscaping) � Malntenancs CondFtloni Nfisn Maintsnanw iissuRs Exp�ct�d Component Wf�ot is NNd�d Wh�n Malntenane�Is PeHorm�d Ge�erai Weada Wesde Qrovvin�in more than 2096 of the Wesda prssent In leta then b96 ot the (Nonpoiwnoue) lendsoapsd aroa(tress and ihrubs only). landsoapsd arsa. Safery Hazard My prosencs oi poison hry or other No polsonous wpetaHon prosent M a poltonous vepetatlon. landscaped uee. Trash or Utter Paper,can,bottles,toWlinp moro than 1 Arsa dsar oi Ntter. oubb foot wkhln a I�ndsospsd uu(trose end ahrubs only)oi 1,00p squaro fest. Trees and Shrubs Damage Umbs a parts oi bess or shrube that en Trses and shrubs wNh Na than 696 0(ths eplR or broken whloh aifeot mon than total follepe with eplk or broke�flmbs. 25%of Me total follaps of ths troe or shrub. Trses or shrubs that have besn blown Trse or shrub In plece hee o1 injury. down or knodcsd over. Trses or�hrubs which ers not adequately Tns or shrub fn place end edsquably supported or ue leaning over,causing euppo�ted; remove eu►y dsad or dlaeased exposurs ot the roots. trees. A-12 1/90 CONCEPT ENGINEERING, INC. - - 455 Rainier Boulevard North � � Issaquah,Washington 98027 -s,� (425)392-8055 Fax: (425)392-0108 November 12, 2008 II Renton City Hall—6`h Floor �� Allen Quynn,P.E.,Project Manager Development Services Division 1055 South Grady Way Renton,WA 98055 RE: L:pdated TIR and Back��ater Evaluation for the Lake Park Townhomes Project; Located at 1750 Lake Washington Blvd \orth, Renton, WA 98056; City Numbers B060280 and L"060062; CEI Job Number 26058 Dear Mr. Quynn: This letter's purpose is to respond to the 2 questions posed in your 4/2/2007-email (attached)regarding the Lake Park Townhomes project and associated drainage ditch improvements in BNSF property. 1. I updated our previous 3/30/3007-Technical Information Report(TIR)to include the note regarding Lake Washington's yearly high water ele�-ation of 18.59. That note is now provided on our do«�nstream schematic map in Exhibit D. 2. The original backwater model by prepared by Bruce Dodds, P.E. of Dodds Engineers, Inc. on 1/21/1999 was of the existing drainage system, but excludes the channel cross-section of the ditch. I believe that Bruce thought, at that time back in 1999, that the ditch had more than adequate conveyance capacity and he therefore excluded it from the model. Back then,the ditch was probably not partly full of silt and sediment, like it is today. Regarding our backw�ater model prepared in 2007,it is of the proposed channel with 6 feet wide by 1.5 feet deep dimensions. There is no overtopping in the proposed channel. ' For your records, I have attached a topographic map(survey)and downstream storm drainage(ditch) maintenance plan. I have also provided this information to Arneta Henninger. At this point, I am awaiting final approval from Arneta before the ditch improvements can be constructed,now that BNSF has approved the drainage plan. If you have any questions,please call me at(425) 392-8055. Sincerely, � CONCEPT ENGINEERL\G,INC. � ; 1�-1ark Rigos, P.E. Encl.: Your ar212007-Email � Copies of Updated TIR(1 1-1 212008) �'28r'2007-Ne«�Topoeraphic Survey(by others) �;31i2008-New Downstream Storm Drainage Maintenance Plan ('c Iason Thomas: Lake Park\'entures,LLC,Z�00 Minor Avenue East,Seattle,WA 98102 �rneta Hennineer. Renton Cit� Hall—6`h Floor. De��. Scr�°ices Di�°ision. I ll�i South Grady��`av, Rcnton. 11�A 95�� `��_ �;! � �-. ; _ . � �f-.f',�." � ! �,��i i i�i��,�.i ; ., i-.�� .��.�r��u�. r<>� _ •i _ � i,__ .�, .. �_;� _ � i.�� i��. CONCEPT ENGINEERING, INC. f� EC � IV � C� �=�:. 455 Rainier Boulevard North �I ', Issaquah: Washington 98027 NOV 1 3 �uN� _, � (425)392-8055 Fax: (425)392-0108 I�!�'f � ';'_: _; . Novembcr 12,2008 Renton Ciry Hall—6th Floor Arneta Henninger,Plan Revie��Engineering Specialist Development Services Division—PW Inspection/Pernuts 1055 South Grady Way Renton,WA 98055 RE: Downstream Drainage (Ditch) Maintenance Pian Submittal; Located N`V of Lake Park To�vnhomes at 1750 Lake�VA Blvd North; City No. B060280 and U060062; CEI Job no. 26058 Dear Ms.Henninger: Your 4/19/2007-letter(attached)requests the submittal of a plan for storm work and landscaping in(Coulon) Park. Attached are 2 copies of the topographic map(survey)and 2 copies of our downstream storni drainage (ditch)maintenance plan. I know it has been awhile since my 4/23/2007-letter(attached)to you,but you may recall that the purpose of the drainage ditch maintenance is to improve com-eyance capacity. Over many years, the lack of maintenance has caused the ditch to fill with silt and sediment. The ditch improvements will benefit the public as there�vill be a decreased likelihood of flooding to Coulon Park landscaping. Although the ditch's length significantly exceeds 100 feet,the segment to be improved is only 77 feet long. The ditch improvements are entirely located in BNSF property. Due to an existing cyclone fence beri�een the ditch and BVSF rail tracks,the only feasible way to access the ditch is from Coulon Park's parking lot. The fence location is misleading as it does not represent the BNSF/Coulon Park property line. Both the ditch and fence are on BNSF property. During the past 1.5 years,we have been working«-ith BNSF to obtain their approval since the ditch is on their property. Our drainage plan has been approved by BNSF. Back in 2007,I spoke to Leslie Betlach(Renton Parks Director)about the ditch improvements. Leslie w•anted the work to occur between September 1 and May 1,as the park is busier in the summer months. She also wanted to be alerted at least 1 week before the start of construction. I have copied this transmittal to her. Ideally, construction should occur when the ditch is not conveying any stormwater. However,if some baseflo��is present,then an 8-inch diameter flexible pipe should be present to direct the flow into the drainage vault at the north end of the ditch If the ditch contains baseflow exceeding 1 gallon per second,and I ar if precipitation is expected the day of construction,then construction should be postponed until conditions improve. In accordance w�ith your 4i 19/'2007-letter,please revie��-our plan. I am hopeful for your approval. Please call me at(425)392-8055. Sincerelv. CONCEPT ENGINEERING, INC. i � Mark Rigos,P.E. Group Manager Encl.: 2 Copies of Your 4%1��200?-Approval Conditions I_etter 2 Copies of n7y 4i23i200�-Letter to You '� 2 Copies oY 4r'28,�200i-New Topogaphic Survey(by uthers) 2 Copies of 3r'31i2008-Ne�� Do��nstream Storm Drainage Maintenance Plan Cc Jason Thomas; Lake Park Ventures,1.LC,2500 Minor avenue F,ast.Seattle.W'A 98102 Leslie Bedach,Director of Parks Division; Renton City Hall -iih E�loor, 1055 South Grady\Vay,Renton.WA 9R0�� CI'��'IL EI�,GINE=RIh�:�-'SUF''„F'r`P�dG LAP�.D J5E°Lr"if`.f�•J'�P,�:� p�'i�Jb 'I�h'F ei*,�rice'.anal_�si;-C�cs�0.:cumenis'.�'o d''tzi�t3l'pi ^I ea; �-.,_