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HomeMy WebLinkAboutSWP272901(3) .t Return Address: City Clerk's Office City of Renton 20010912000009 200 Mill Avenue South CITY OF RENTON BS Renton WA 98055-2189 PAGE 991 OF 002 9.00 09/12/2001 08.39 KING COUNTY, UA BILL OF SALE Pro a Tag Parcel Number: 092305-9037 Project File#:LUA-01-083-FP Address: 5xx Queen AvenueNE Grantor(s): Grantee(s): West-Tier Development 1. City of Renton, a Municipal Corporation 2. The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to the Grantee,as named above,the following described personal property: WATER SYSTEM: I en Size Type crt 235 8" DI Watermain (--120 L.F.of 6" DI Watermain a L.F.of Watermain I Each of 6" Gate Valves o Gate Valves Each of 1 6" Fire Hydrant Assemblies Each of cn SANTARY SEWER SYSTEM: Length Size Type 0 421 L.F.of 8" PVC Sewer Main L.F.of 6" PVC Sewer Main © L.F.of Sewer Main n 3 Each of 48" Diameter Manhole ev Diameter Manhole STORM DRAINAGE SYSTEM: Length Size Type 1 254 L.F 12" PVC Storm Line ,P—p vl L.F* 6" PVC Storm Line L.F. Storm Line Each of Storm Inlet I Each of 48" CB Storm Catchbasin 2 Each of t'P I CB Storm Catchbasin STREET IMPROVEMENTS:(Including Curb,Gutter,Sidewalk,Asphalt Pavement Curb,Gutter,Sidewalk 330 L.F. Asphalt Pavement 1410 S.Y. STREET LIGHTING: #of Poles: 2 By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons,whomsoever,lawfully claiming or to claim the same.This conveyance shall bind the heirs,executors, administrator and assigns forever. °7 !?? R �a ' , 241 ti y, • IN WITNE WHEREOF,I h e hereunto set my hand and seal the day and year as written below INDIVIDUAL FORM OFACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON )SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be his/her/their free and voluntary act for the uses and purposes mentioned in the instrument Notary Public in and for the State of Washington Notary(Print) My appointment expires: Dated: REPRESENTATIVE FORM OFACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON )SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that c-ry _signed this instrument,on oath stated that he/she/they was/were authorized to execute the instrument and Q acknowledged it as the and (=)P c=t of to be the free and voluntary act of such C:� party/parties for the uses and purposes mentioned in the instrument. cv Notary Public in and for the State of Washington o Notary(Print) My appointment expires: Dated: w CORPORATE FORM OFACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON )SS COUNTY OF KING ) ilk On this 17 day of JT,A+----,before me personally appeared tOeAl- lei^_s.n a to me known to =RH � be PircSi4!2� of the corporation that T O U M A executed the within instrument,and acknowledge the said instrument to be the free S H i��G T 0 N andvoluntary act and deed of said corporation,for the uses and purposes therein mentioned,and each on oath stated that he/she was authorized to execute said -PU B L I Cinstrument and that the seal affixed is the corporate seal of said corporation. IRES 8-09-03 Notary Public i and for a of Washin on / Notary(Print) a -�-c-i u emu— �OUiI�r 1t• My appoinpnent a ire : o /ZtYJ3 Dated: � /1 Z�c� f ' PROJECT CLOSING #4 Final Cost Data f FINAL COST DATA AND INVENTORY and Inventory L SUBJECT: L4 //)DO F Z CITY PROJECT NUMBERS: WTR- WWP- S�yhe Lche_ SWP- Name of project TRO- TED- J i� n TO: City of Renton FROM: Plan Review Section Po 13 D /U2 9 Planning/Building/Public Works 2 200 Mill Avenue South Renton,WA 98055 DATE: act l C.Y_/ Per the request of the City of Renton, the following information is furnished concerning final costs for improvements installed for the above referenced project. WATER SYSTEM CONSTRUCTION COSTS: Length Size Type 3S' L.F.of !J T WATERMAIN a p L.F.of �_ r WATERMAIN L.F.of WATERMAIN L.F.of WATERMAIN / EACH of _� l.77-Z GATE VALVES EACH of GATE VALVES EACH of GATE VALVES EACH of _�_ FIRE HYDRANT ASSEMBLIES $ ,ZO r0 (Cost of Fire Hydrants must be listed separately) $ (Include Engineering and Sales Tax if applicable $ TOTAL COST FOR WATER SYSTEM $ SANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM: Length Size Type Length Size Type yZ I L.F.of PZ/G SEWER MAIN ,2 L/ L.F.of /2 ?Lf-- STORM LINE L.F.of SEWER MAIN L.F.of STORM LINE L.F.of SEWER MAIN L.F.of STORM LINE �- EA of y�' DIAMETER MANHOLES EA of STORM INLET/OUTLET EA of DIAMETER MANHOLES / EA of VP STORM CATCHBASIN (Including Engineering and Sales Tax , g _ EA of �� STORM CATCHBASIN if applicable) $ .4 y�/5 (Including Engineering and Sales Tax r/v0 TOTAL COST FOR SANITARY SEWER SYSTEM S .30 3 -b 9 "r if applicable) $ TOTAL COST FOR STORM DRAINAGE SYSTEM $ S.Z L/d p "`-> STREET IMPROVEMENTS: (Including Curb,Gutt r,Sidewalk,Asphalt Pavement and Street Lighting) 3 sv G� ' 3 7672, SIGNALIZATION: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) STREET LIGHTING: (Including Eng. sign Costs,City Permit Fees,WA St Sales Tax) i iz g -7 w Print signatory name day phone# (SIGNATURE) forms/COSTDAT2.DOC(bh (Signatory must be authorized agent or owner of subject development) Return Address: City Clerk's Office City of Renton 2001091 200 Mill Avenue South CITY OF RENTON BS 2000009 Renton,WA 98055-2189 PAGE eel OFO0®9 9.00 KING COUNTY, WA BILL,OF SALE 5r:0perty Tan Parcel Number: 092305-9037 Project File#:LUA-01-083-FP Address: 5xx Queen AvenueNE Grantoe(s): Grantee(s): West-Tier Development 1. City of Renton, a Municipal Corporation 2. The Grantor,as named above,for,and in consideration of mutual benefits,hereby grants,bargains,sells and delivers to the Grantee,as named above,the following described personal property: WATER SYSTEM: Len t�h Size TjN cf+ 235 L.F. " DI Watermain � 20 .F.of 6" DI Watermain Q L.F.of Watermain CDF I Each of 6" Gate Valves � Each of Gate Valves ev i 6" Fire Hydrant Assemblies Each of 0n SANTARY SEWER SYSTEM: Length Size Type Q 421 L.F.of 8" PVC Sewer Main L.F.of 6" PVC Sewer Main Q L.F.of Sewer Main t�v 3 Each of 48" Diameter Manhole Diameter Manhole STORM DRAINAGE SYSTEM: Length Size Type 254 L.F 12" PVC Storm Line L.F. 6" PVC Storm Line L.F. Storm Line Each of Storm Inlet 1 48" CB Storm Catchbasin 2 Each of I CB Storm Catchbasin Each of typ STREET IMPROVEMENTS:(Including Curb,Gutter,Sidewalk,Asphalt Pavement Curb,Gutter,Sidewalk 330 L.F. Asphalt Pavement 1410 S.Y. STREET LIGHTING: #of Poles: 2 By this conveyance,Grantor will warrant and defend the sale hereby made unto the Grantee against all and every person or persons,whomsoever,lawfully claiming or to claim the same.This conveyance shall bind the heirs,executors, administrator and assignss forever. IN M7 WHEREOF,I e hereunto set my hand and seal the day and year as written below INDIVIDUAL FORM OFACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON )SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that signed this instrument and acknowledged it to be his/her/their free and voluntary act for the uses and purposes mentioned in the instrument Notary Public in and for the State of Washington Notary(Print) My appointment expires: Dated: REPRESENTATIVE FORM OFACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON )SS COUNTY OF KING ) I certify that I know or have satisfactory evidence that csi _signed this instrument,on oath stated that he/she/they was/were authorized to execute the instrument and c� acknowledged it as the and 0 of to be the free and voluntary act of such ca party/parties for the uses and purposes mentioned in the instrument. cv Notary Public in and for the State of Washington ccs Notary(Print) My appointment expires: o Dated: , ems t v CORPORATE FORM OFACKNOWLEDGMENT Notary Seal must be within box STATE OF WASHINGTON )SS COUNTY OF KING 414 Z�0v On this /7 day of�, }—/,before me personally appeared PeA`- a. to me known to be Prr�Sideg4 of the corporation that M O U N I R H. T O U M A executed the within instrument,and acknowledge the said instrument to be the free STATE OF WASHINGTON and voluntary act and deed of said corporation,for the uses and purposes therein NOTARY- -- mentioned,and each on oath stated that he/she was authorized to execute said PUBL I C instrument and that the seal affixed is the corporate seal of said corporation. 4Y COMMISSION EXPIRES -09-03 Notary Public i and for tlr�S_e of Washin on / Notary(Print) e�� B-c.c�u— MArw."-1�• My appointment a ire : o /-ZDb 5 Dated: —L 1,7, 7,6:,v J PROJECT CLOSING #4 Final Cost Data f FINAL COST DATA AND INVENTORY and Inventory SUBJECT: L U,4 /1)OP F2. CITY PROJECT NUMBERS: WTR- P// W WP- Jrdhe L44e SWP- Name of project TRO- TED- TO: City of Renton FROM: l/e k- //PG, cet Plan Review Section p0/,3 D &U2� Planning/Building/Public Works d i rl-llle 1, e 957 2 200 Mill Avenue South Renton,WA 98055 DATE: Per the request of the City of Renton,the following information is furnished concerning final costs for improvements installed for the above referenced project._ WATER SYSTEM CONSTRUCTION COSTS: Length Size Type 3,5 L.F.of lJ T WATERMAIN aZ p L.F.of 0_77 WATERMAIN L.F.of WATERMAIN L.F.of WATERMAIN / EACH of /71 GATE VALVES EACH of GATE VALVES EACH of GATE VALVES jO EACH of _�_ FIRE HYDRANT ASSEMBLIES S ['0 (Cost of Fire Hydrants must be listed separately) $ (Include Engineering and Sales Tax if applicable $ ,Z 2 61 TOTAL COST FOR WATER SYSTEM $ Z 7 9 6 14 10 SANITARY SEWER SYSTEM: STORM DRAINAGE SYSTEM: Length Size Type Length Size Type L.F.of �" pyG SEWER MAIN ,z S�/ L.F.of /2 ?IC_ STORM LINE L.F.of PI/G SEWER MAIN L.F.of STORM LINE L.F.of SEWER MAIN L.F.of STORM LINE _ EA of DIAMETER MANHOLES EA of STORM INLET/OUTLET EA of DIAMETER MANHOLES / EA of STORM CATCHBASIN (Including Engineering and Sales Tax �� g EA of � " STORM CATCHBASIN if applicable) $ y N 5 (Including Engineering and Sales Tax � TOTAL COST FOR SANITARY SEWER SYSTEM $3 0 3 3 9 "a if applicable) $ ��� TOTAL COST FOR STORM DRAINAGE SYSTEM $ 3.Z H 0 D � STREET IMPROVEMENTS: (Including Curb,Gutt r,Sidewalk,Asphalt Pavement and Street Lighting) 330 G� ' 3//� S.d� w / lz5 176 -72, �A7 3o vyi SIGNALIZATION: (Including Eng.Design Costs,City Permit Fees,WA St Sales Tax) STREET LIGHTING: (Including Eng.Ilesign Costs,City Permit Fees,WA St Sales Tax) Print signatory name day phone# (SIGNATURE) forms/COSTDAT2.D0Gbh (Signatory must be authorized agent or owner of subject development) Sent By: Pacific Engineering Design; 425 251 8880; Oct-18-02 9:51AM; Page 1 Letter of Transmittal Pacific Site Location: Mailing Address: 330 SW 43`d St., Suite K-175 Engineering 4180 Lind Ave SW Renton, WA 98055-4900 Design, LLC Renton, WA 98055-4973 Phone: (425) 251-8811 Fax: (425)251-8880 Civil Engineering, Surveying Website: www.paceng.com and Planning Consultants To: City of Renton Date: October 18, 2002 Attn: Kayryn Kittrick Job No: 99030 Project: Taco Time—2Id Ave. We Are Sending You: Sketch Via: ® Fax 2 Sheets Inc. Transmittal Fax # 425-430-7200 ❑ Courier Hour Courier# ❑ Mail ❑ Other 1 1 Area of Grading (8.5"a I I") ciry of ppNT D OCT8 IVISI(�R, Remarks: Kayr ,n, Please review the clouded area in regards to WC access. It never came up during earlier city reviews, but the contractor is worried that the inspector may ask. Give me a call once you've had a chance to review it. 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'i 0 Y�'4J kE k-:!•FR V^ 1 !7l ~.3 S Iljt'� 5'ita y,;. .,��.4-�.'lh " R N '�. cb .';5 .f'r�yry py, •��j�'..;�ri a�S"' 'p�4. +Iu�F ty. _, �tG�!'s.M„ an►.r.rd.tu�'h �.,�s�`` '� It t,..,� !.- Q�#� 1;•�F °i ,�',p� ) , d2a <x}! , # P St��sK+' � .,,- � "� a ,I�,k{s' yer •i.r� sx .'I'".y�'�' ^; ."; ^-i.'4 ; + e `'+1•' r :'fk,,'�"'Irrts °' pY s�pf Y. J ,} �G � ,a y��>• ` t ' ,„ xSsaa"so�4 r...... " i +96) # s� i 'f�1 'f ,{� k r'tw F" !r t � e if 7ss 'Srk (c#ti 3 RRJ �'i,(R •'� s ., 1 +fir .' r y'itr T--� J^aval. •V£�,#C f`�b� '� ;4 � �°'� rw` •a `!ls � t .fr a $p"#' S r> ist ��ir9tt$ c -.. -, 'y s at7 a,Eda4 3•i e•��,It,(hi�� C��"" t 6 r �?., '�"it, q'"'[r,Xy,�i,'gy,,���� ����++ Srf"" 6 �'9, :f , t 5 ; - 4 1 7r�R 3�''M s 3P•�' Y'W {, a�'�,� �-`5i`d�ry.Y�, a ��(( m� ,E'a F�, a. �¢,:' �r "� �`. Y �1+ u s � 1 a •r.,3` t yf�`,vllc jxcaA++ax,1�r' t STORM DRAINAGE REPORT STONE LANE PLAT CITY OF RENTON NO. PP-00-082 FOR WEST-TIER DEVELOPMENT CORP. DATE: November 16, 2000 .01 --- 0 qZ 9,70 �g V ,� �:,�> s �_��'At 6/22/01 BY: TOUMA ENGINEERS 6632 S. 191st PI. Suite E-102 KENT, WA. 98032 PH. 425-252-0665 FAX 425-251-0625 TABLE OF CONTENTS CHAPTER. PAGES . I . PROJECT OVERVIEW . . . . . . . . . . . . . 1-4 II . PRELIMINARY CONDITIONS SUMMARY . . . . . . 5-6 Core and Special Requirements III . OFF-SITE ANALYSIS . . . . . . . . . . . . . 7-8 IV. RETENTION/DETENTION ANALYSIS AND DESIGN . 9-26 V. CONVEYANCE SYSTEM ANALYSIS AND DESIGN .27-30 VI . SPECIAL REPORTS AND STUDIES . . . . . . . 31 Bio-filtration . . . . . . . . . . . . . VII . BASIN AND COMMUNITY PLANNING AREAS . . . . 32 VIII . OTHER PERMITS . . . . . . . . . . . . . 33 IX. EROSION/SEDIMENTATION CONTROL DESIGN . . . 34 X. BOND QUANTITIES WORKSHEET, . . . . . . . 35 XI . MAINTENANCE AND OPERATIONS MANUAL . . . . . 36 XII . APPENDIX 37 Al I. PROJECT OVERVIEW The subject property covers an area of approximately 1. 55 acres with 0. 16 acres to be dedicated for right of way. The property is situated in the northeast portion of the city. The site is bounded on the south by the Stone Court Apartments, bounded on the east by Queen Ave. NE and "The Village On Union" , on the north by single family residences, and on the west and northwest by Hilltop apartments and plat. Access to the property will be from Queen Ave. NE. The existing street improvements on the east side of Queen Ave NE, consist of 16 feet of asphalt pavement with curb and gutter. The Existing storm drainage along Queen Ave. NE. is directed south to a detention/infiltration system for "The Village On Union" project. Storm sewer, sanitary sewer, and water mains exist in the adjacent streets. The present zoning is residential - 10 dwelling units per acre (R-10) . This zoning designation allows for a minimum lot size of 3000 square feet and a maximum density of ten (10) dwelling units per developed acre. The proposed development of the subject property is consistent with the (R-10) zoning requirements. The entire neighborhood surrounding the property is designated with similar or supportive zoning. The project area has moderate slopes ranging generally from 5% to 16% sloping down from northeast to southwest. The soils are designated as Alderwood (AgC) in the King County Soil Survey. The soils are quite sandy around the old house site. The exiting residence and foundation has been removed. The proposed street section will consist of widening Queen Ave. NE to 32' of paving with curb gutter and sidewalk on the west side of the street. A dedication of 20 feet will make a total of 46 feet of right of way. This project will develop 14 lots in two tiers, 1 through 7 adjacent to Queen Ave N. The second tier of lots (8 through 14 will be served with 16 foot minimum of asphalt paved driveways within a 20 foot access easements. The north portion of the project site is covered with native brush and second growth, 12" to 24" fir trees. There was a single family residence that has been removed. A water meter box is still present along the west edge of the existing asphalt half street. The flow of any surface water on the site will be sheet flow. During a site visit in April 2000 we did not note any concentrated flows or streambeds entering or exiting the site. Surface flow will generally drain west and southerly. The newly constructed street, Queen Ave NE, has storm drainage catch basins and conveyance pipes directing developed runoff south. A detention/infiltration pond is located on the east side of Queen Ave. NE. at the southwest corner of The Village On Union. This proposed project will design and construct required detention and water quality facilities required by the City of Renton development codes. Pg. - 1 III III;'ND —11J 23RI NJ PAV SI FAA A 11RD ki �Ik 27RO pi NI;NI. 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'red � J r r :E•'tir t'r'y"� a .,+,d .. � «I1)))I"� • ^! ..,.. HILLTOP1.3i�,..re � , �•p j� e'y,.r.O .i p E :_•,� :� m .. ..UNION r--' ,".. Il u t^`_ ', r:,' ^ ,. V1W,,,,rO ; •:s%_.�Y.: .0 r'_ .•._�I o'al .,..1 '.j ,• �a� „1 r�� I �i yr.. 2I C . M � It l, r - !_.9•:e+ of J.e/�1+---f 'IK �+/,- _—t.•. ._.. M0t 00./"W `--�1381.e6 M ,x ' ,r+•rn r'--�ar1-./x. Nf.li.t).t 1� .. y .,�-'�.. Po - 3 c Mi.12'30" 6 Mr, TO INTERSTATE 90 4115 AkF (Joins sheet 5) AmC ISSAQUAH 12 Mt. 10' ,. •- � �. :i, �---- `' AgAmC I' I,t• "( tghlan• I ,Jy� li�j� i • .. • .�� • I U r .�/: ,f i i' Sch 0G .fl:;_i I y ti s :�, ° .�•. + *R AgC (-i •� P i s l:`!•' � it ° AgC�:: �,�• r; t.-I. I , i`ABB + \• ':-=d }.t^ ' r \�C I�— �•,,l..! An . r .�• i I aa=!I d •j !! r I;i-==$J + ;BM • I j ��■ �■ ark{•' ii 1 ii° s9 'iigM ' + 1Athlebc I !ti t . . 1• r 9f� I ' n' `-----T- P •• , +ii ' . 3 424 1 •; . ••S. 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AgD �•, - AgD ^\ Agc A eRom °-- JI•.c;• �, — — — —LjLj l� � gD SM0 j A `�\ 2l I a T•�1 _ AmC t;, i O ABB1\I AmB� — ` I 27 203 Z9 A9B 166 AgC ♦ I 1 ; t IA9C Sk'... g !pa Pa �4 mC #t; N M • :��,j°^k l:'ti; , V I F y InC I rx' ., AR . •• •° r "n�1„ .Y�s'•°n` " y?�rI` k �io�i:�i AgD• MB .1 a 1�,IQgVIt0K` Bllf r 4' Q�ti i G t II . PRELIMINARY CONDITIONS SUMMARY CORE REQUIREMENTS 1-5 CORE REQUIREMENT #1 : DISCHARGE AT NATURAL LOCATION The allowable outflows from the site will be discharged within there natural drainage basins and not rerouted to other drainage basins . CORE REQUIREMENT #2 : OFF-SITE ANALYSIS A level one downstream analysis is a portion of this report . See the analysis later in this report below. CORE REQUIREMENT #3 : RUNOFF CONTROL The increased peak runoff, due to any change in pervious conditions and increase of impervious areas, will be attenuated using peak rate runoff control devices . These will include orifice control and runoff volume storage utilizing a concrete vault with included wetpond. CORE REQUIREMENT #4 : CONVEYANCE SYSTEM The conveyance system will be designed at a using the rational method. The drainage system will be designed to the City of Renton standards and specifications . The drainage runoff will be calculated using the King County modified rational method. The pipe system will be designed to handle a minimum 25-year storm. Then the system will be checked with a 100-year design situation to discover any overtopping situations . CORE REQUIREMENT #5 : EROSION/SEDIMENTATION CONTROL PLAN The erosion control plan will be designed using the King County storm manual . A series of sediment traps are anticipated at various locations . These will be situated and constructed to minimize any impact to downstream or offsite areas . Pg. - 5 SPECIAL REQUIREMENTS: THOSE APPLICABLE TO PROJECT 1 . Critical Drainage Area - N/A 2 . Compliance with existing Master Drainage Plan - N/A 3 . Conditions Requiring Master Drainage Plan - N/A 4 . Adopted Basin or Community Plans - N/A 5 . Special Water Quality Controls - N/A 6. Coalescing Plate Oil/Water Separators - N/A 7 . Closed Depressions - N/A 8 . Use of Lakes, Wetlands, or Depressions for Detention - N/A 9. Delineation of 100 Year Flood Plain .- N/A 10 . Flood Protection for Type 1 and 2 Streams - N/A 11 . Geotechnical Analysis and Report - N/A 12 . Soils Analysis and Report - Would be a portion of the Geotechnical Report. Pg. - 6 III . OFF-SITE ANALYSIS CORE REQUIREMENT #2 : OFF-SITE ANALYSIS LEVEL 1 ANALYSIS The field inspection of the site was performed in April, 2000 . The proposed project site is presently vacant . A single family residence has been removed from the property. The east side of Queen Ave . NE has been developed with about 16 feet of paving, with curb and gutter and storm drainage system. No surface runoff enters the site from Queen Ave . NE . The drainage basin historically sloped to the southwest . The development of "The Village On Union" has shunted runoff directly south toward NE 4tn street . This is not considered diversion as the runoff is all reunited at the intersection of NE 4th street and Monroe Ave NE. , within, about a quarter mile downstream. We plan to utilize the existing drainage conveyance pipe system in Queen Ave . NE for the outfall from this proposed project . UPSTREAM The existing single family residence on the north drains it' s backyard to the south along our north boundary. This area is grassed and landscaped therefore we will consider this area as insignificant . To the east the storm drainage system in Queen Ave . NE . intercepts runoff and directs it southerly through it' s detention, infiltration bio-swale facilities . This system drains to a type 2 catch basin in Queen Ave . NE . DOWNSTRF" The site slopes to the southwest and south. There was no evidence of any concentrated flows leaving the site . The existing right of way abutting to the east is Queen Ave . NE . Adjacent to the southeast corner of the site within the right of way for Queen Ave NE . is an existing type 2 catch basin about 8 feet deep. The 60 foot 12" conveyance pipe carries runoff south to CB 13G 8-9 . Catch basin 13G 8-9 drains with a 24" concrete pipe flowing south about 276 feet to CB 13G 8-5 . Then 340 feet of 27" concrete pipe flow south to CB 13G 9-3 on the north side of NE 4th street . 48 feet of 27" concrete pipe flows to CB 13G 9-4 on the south side of NE 4th street . About 784 feet of 27" concrete pipe flow west to CB 13E 9-1 at Monroe Ave NE and NE 4th street . Pg. - 7 The Environmental Review Committee states that, down stream of the site, the conveyance system has experienced flooding along Queen Ave NE and NE 4th Street . The proposed new detention system should be designed to limit the 2-year, 10-year, and 100-year storms to the pre-developed rates for those events with a 30 percent safety factor for the 100-year storm event . Pg. - 8 IV. RETENTION/DETENTION ANALYSIS AND DESIGN The drainage from the site was described above in the "Downstream analysis" section. Included in this section is the design of the detention system for the proposed 14 lot plat . The Geotechnical report for this site was prepared by Nelson- Couvrette & Associates Inc. The report states that areas of glacial till are relatively impermeable and that the outwash areas should be suitable for infiltration of roof drain runoff. From figure 2 of the report, areas for lots 1 through 4 , and 8 through 12 will be calculated to use roof infiltration. For calculation purposes the houses on these 9 lots will be counted as lawn. See the attached "Developed Conditions" sketch. We are resubmitting a copy of the Geotechnical Report with this report. The proposed new detention system should be designed to limit the 2-year, 10-year, and 100-year storms to the pre-developed rates for those events with a 30 percent safety factor for the 100-year storm event. A concrete detention vault with wetpond combination will be calculated for the entire 1 . 55 acres . See the attached sketches of the existing conditions and developed conditions . THE EXISTING AND DEVELOPED CONDITIONS AND TIME OF CONCENTRATIONS ARE AT THE END OF THIS SECTION. WETPOND CALCULATIONS The standard wetpond calculations for the final design are to be based on the following criteria : Design Water Volume - Based on the runoff volume from a hydrograph using one third of the 2 year storm for the drainage sub-basin. p2/3 = 0 . 67" Design Water Quality Peak Rate - Based on the peak rate of runoff from a hydrograph using the developed 2 year storm for the drainage sub-basin. Design Water Surface Area - Based on one percent of the impervious surface in the drainage sub-basin Pg. - 9 The hydrograph was calculated using 1/3 of the 2-year rainfall intensity and the required volume is 1346 CF. The water quality peak flow from the 2-year storm event is 0 . 46 cfs . The impervious surface area is : 0 . 67 ac x 43560 x 10 = 291 SF Determine and check vault size (inside dimensions) With 14 ' wide, 85 . 66 ' long: WETVAULT W/1 ' dead storage (3' x14' x4 . 5' ) + (31x141x36. 661 ) = 1729 cf. , 1346 CF Required ok SURFACE AREA 14' x (4 . 50' +18 . 33' +18 . 33' ) = 567 SF. , 291 SF Required ok 3 . 75 ' live storage SA = 14 ' x 85 . 00' = 1190 SF. Live Vol . =1190x3 . 75' = 4462 cf. 4453 CF Required ok SIZE WATER QUALITY ORIFICE (2-year dev. Peak = 0 . 46 cfs) H= 362 . 50 - 359 . 75 = 2 . 75 ' , d= ( (36 . 88xQ) / (H) " ) .s d= ( (36. 88x0 . 46) / (2 . 75) 'S) 'S = 3 . 198" dia. Say 3 .20" ROOF INFILTRATION The Geo Technical report, states that the outwash soils are suitable for roof infiltration. The report indicates that these soils are medium sands . Per the KCSWDM table 4 . 5 . 1B medium sands require 25' of trench length for 1000 SF of trench length. We are assuming that the size of individual roof will vary from 1500SF to 1800SF. Therefore the required trench length for 1800SF will be; 1800/1000 x 25' = 45' of trench. Pg. - 10 STAGE HEIGHT, TO PROVIDE A FACTOR OF SAFETY. ENTER: STORAGE-INCREASE() , STAGE-HEIGHT(ft) 30 ,3 . 75 30% II�IG�C- Avg PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 15 . 58 . 50 3 . 33 3949 TEST HYD 1 : .46 . 14 . 09 1 . 69 2000 TEST HYD 2 : . 78 . 34 . 24 2 . 54 3010 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP D PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 15 ►oo-1/ . 58 . 50 3 . 33 _ 3949 TEST HYD 1 : . 46 Z " v'- . 14 . 09 1 . 69 2000 TEST HYD 2 : . 78 10 " N/i2- . 34 . 24 2 . 54 3010 STRUCTURE DATA: R/D-VAULT RISER-HEAD VAULT-BOTTOM-AREA STOR-DEPTH STORAGE-VOLUME 3 . 75 FT 1187 . 7 SQ-FT 3 . 75 FT 4453 CU-FT DOUBLE ORIFICE RESTRICTOR: DIA( INCHES) HTMET) Q-MAX(CFS) BOTTOM ORIFICE : 1 . 63 . 00 . 140 TOP ORIFICE: 3 . 72 2 37 . 440 ROUTING DATA: STAGE(FT) DISCHARGE(CFS) STORAGE(CU-FT) PERM-AREA(SQ-FT) . 00 . 00 . 0 . 0 . 38 . 04 445 . 4 . 0 . 75 . 06 890 . 8 . 0 1 . 13 . 08 1336 . 2 . 0 1 . 50 . 09 1781 . 6 . 0 1 . 88 . 10 2227 . 0 . 0 2 . 25 . 11 2672 . 4 . 0 2 . 37 . 11 2814. 9 . 0 2 . 63 . 31 3117 . 8 . 0 3 . 00 . 42 3563 . 2 . 0 3 . 38 . 51 4008..6 . 0 3 . 75 . 58 4454. 0. . 0 3 . 85 . 91 4572 . 7 . 0 3 . 95 1 .49 4691 . 5 . 0 4. 05 2 . 23 4810 . 3 . 0 4 . 15 3 . 04 4929 . 0 . 0 4 . 25 3 . 34 5047 . 8 . 0 AVERAGE VERTICAL PERMEABILITY: . 0 MINUTES/INCH SPECIFY: F - FILE, N - NEWJOB, P - PRINT IF/OF, R - REVISE, S - STOP it - i/ 10 R/h FACILITY DESIGN ROUTINE SPECIFY TYPE OF R/D FACILITY: 1 - POND 4 - INFILTRATION POND 2 - TANK 5 - INFILTRATION TANK 3 - VAULT 6 - GRAVEL TRENCH/BED 3 ENTER: EFFECTIVE STORAGE DEPTH( ft) BEFORE OVERFLOW 3 . 75 ENTER [d : ] [path]filename[ . ext] OF PRIMARY DESIGN INFLOW HYDROGRAPH: 1D100YR PRIMARY DESIGN INFLOW PEAK = 1 . 15 CFS ENTER PRIMARY DESIGN RELEASE RATE(cfs ) : . 58 ENTER NUMBER OF INFLOW HYDROGRAPHS TO BE TESTED FOR PERFORMANCE ( 5 MAXIMUM) : 2 ENTER [d: ] [path]filename[ .ext] OF HYDROGRAPH 1 : 1D2YR ENTER TARGET RELEASE RATE(cfs ) : . 14 ENTER [d: ] [path]filename[ .ext] OF HYDROGRAPH 2 : 1D10YR ENTER TARGET RELEASE RATE(cfs ) : . 34 ENTER: NUMBER OF ORIFICES, RISER-HEAD( ft) , RISER-DIAMETER( in) 2 ,3 . 75 , 12 RISER OVERFLOW DEPTH FOR PRIMARY PEAK INFLOW = . 24 FT SPECIFY ITERATION DISPLAY: Y - YES, N - NO N SPECIFY: R - REVIEW/REVISE INPUT, C - CONTINUE C INITIAL STORAGE VALUE FOR ITERATION PURPOSES : 5568 CU-FT BOTTOM ORIFICE : ENTER Q-MAX(cfs ) . 14 DIA. = 1 . 63 INCHES TOP ORIFICE: ENTER HEIGHT(ft) 2 . 37 DIA. = 3 . 72 INCHES PERFORMANCE : INFLOW TARGET-OUTFLOW ACTUAL-OUTFLOW PK-STAGE STORAGE DESIGN HYD: 1 . 15 100- Y2 . 58 . 58 ck 3 . 75 3423 TEST HYD 1 : . 46 0 - yf<: . 14 . 10 1 . 96 1780 TEST HYD 2 : . 78 ! D - Y+- . 34 . 34 2 . 75 2500 SPECIFY: D - DOCUMENT, R - REVISE, A - ADJUST ORIF, E - ENLARGE, S - STOP E ENLARGEMENT OPTION: ALLOWS FOR INCREASING STORAGE AT A SPECIFIED SINGLE HOUSE s 1 SCALE 1"=50' ,, EX DRAINAGE 4 BASIN FRl1M EP TO MfST PROPERTY � � � • � _ �"�_ 1.55 ACRES. ` I , �.. .,� I[a i ,i } 1t 4 CAP Jp�� .� . _ 1 j I � Q �n it R�4 F PER WOUS E:X YARD O317 AC.- EX NVOOS 1.23 AC IMPERWOUS HOUSE & GRAWl 0.10 AC EXISTING COV©I TIONS (1.55 A C) — 1.39 AC RACK Of' WALK 10 6 51- PROPERTY 1 Y LINE- B � s=6.51 f /V=O.15 LLu31 8a'fi'itNt Y r�b4xr �,-. '::5 .,AlS.itA:r ,.... rNr✓>M'a �� G `,` ,,x..n+,t ....r,«,w.; -x:�xn.x..,..naaeY^:.,.- II ,-,-m:•,..,„ r, ...a;. «x..,.a..,>v,K„ flak,...`, @ ..I�]]p k, 'iq L=270' 1� i 42 a+.en.�,nrp*^e^mmM� o_;<sa, s•.ss.,...,,:s. a„ .n, -i'wxerva+,m»o.•amr� s..w.�tf;,b�.�' �m.,,m. 4, r , t , L7EVF_LUf'ED ROW ROAD & 51W - .16 AC a DE►/FZ off. ) 1 14 LDTS 1.A AC) � :- API=RWous 5 x 1800 SF ROOF = 9000 SF(.71 AC) 14 x 20 x24' D W - 6,720 sF(.1,5 AC) FCC rAL DEWI OPFD z 4 -Cr?M, ON D1 PERWOu5 0 88AC 4 x 105 x it' _ 6,720 SF(15 AC) -- IMIPL:RWOUS -- .51 + .16 = 0.67 AC �1 22,440,f43560 = 0.51AC I=E WOUS (LA MY, LANDSCAPING) ax 1800 SF ROOF = 16,200 sr-(.37 AC) DEVEY-OPFI-) (;OND1 7-1(,N 1.3,9 _, 251= 0.88 AC (1. 5,5 A C) 779DSK71C.OW, po -/y STORM DRAINAGE TIME OF CONCENTRATION FOR QUEEN AVE JOB TOTAL AREA 1.51 ACRES - PROPERTY BASIN AREA 1.55 ACRES - ON SITE AND OFF SITE SOIL TYPE AgC ALDERWOOD Type "C" EXISTING CONDITIONS EX HOUSE 0.1 ACRES CN 98 OPEN AREAS 1.28 ACRES CN 81 EX YARD 0.17 ACRES CN 86 PERVIOUS AREA 1.45 CN 82 POST DEV. CONDITIONS LANDSCAPING 0.88 ACRES CN 86 HOUSE ROOF 0.21 ACRES CN 86 ASPHALT + CONCRETE (ROW) 0.16 ACRES CN 98 COMMON D/W 0.15 ACRES CN 98 PRIVATE D/W 0.15 ACRES CN 98 PERVIOUS AREA 0.88 ACRES CN 86 IMPERVIOUS 0.67 ACRES CN 98 TIME OF CONCENTRATION - PRE-DEVELOPMENT - FOR 2-YEAR, 24-HOUR STORM DESIGN SHEET FLOW- ONSITE MANNING-i RANGE 0.4 OVERLAND-L 250 FEET PRECIPITATION-P 2 INCH SLOPE - S 0.088 FT/FT T1 = 31.26 MINUTES TOTAL TIME - PRE- DEVELOPMENT 31.26 /— — s TIME OF CONCENTRATION - POST DEVELOPMENT - FOR 2-YEAR, 24-HOUR STORM DESIGN SHEET FLOW- ONSITE MANNING-i SURFACE 0.15 OVERLAND-L 135 FEET PRECIPITATION-P 2 INCH SLOPE - S 0.065 FT/FT T1 = 9.83 MINUTES CONCENTRATED FLOW-ONSITE PIPE 270 FEET K-VALUE 42 SLOPE - S 0.026 FT/FT VELOCITY-V 6.77 FPS T2 = 0.66 MINUTES TOTAL TIME - POST DEVELOPMENT 10.50 Fo - I to JOB TIJUMA ENGINEERS SHEET NO. OF WEST VALLEY EXECUTIVE PARK CALCULATED BY DATE- 66j2 sou774 igisr PLACE, SUITE E-102 •KENT WA 98032 CHECKED BY DATE PHONE (425 251-0665 FAX (425) 251-0625 SCALE ....:Af).... . . .................... 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SIMPLE ORIFICE CALC'S d=(36.88Q/(h)^.5)^.5 IPER KING COUNTY SECTION 4.4.7A WATER QUALITY ORIFICE CALCULATION LOWER ORIFICE .. . ..:.. -. - H= ft. 2.75 ft Q= cfs 0.46 cfs DIA-IN = 3.198 in. 1 S .C . S . TYPE-lA RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 1 ,24, . 67 ---------------------------------------------------------------------- ******************** S .C. S . TYPE-lA DISTRIBUTION ******************** ********* 1-YEAR 24-HOUR STORM **** . 67" TOTAL PRECIP. ********* P � -----------------�=------L, M P ----------------------------------------- ENTER : A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 45 , 82, . 1 ,98 , 31 . 26 t4 5 v or I X b F Zy 2. OF (2. G.7 DATA PRINT-OUT : 3 3 AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES ) A CN A CN 1 . 6 1 . 5 82 . 0 . 1 98. 0 31 . 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 01 7 . 83 287 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1E1YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 . 88, 86, . 67 ,98, 10 . 5 DATA PRINT-OUT: D F v M b , AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES ) A CN A CN 1 . 5 . 9 86 . 0 . 7 98 . 0 10 . 5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) f VD L . F pL \14 fiT r 2 . 08 7 . 83 1346 G2 U A L ' T ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1D1YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP P� -- 19 1 S .C . S . TYPE-1A RAINFALL DISTRIBUTION ENTER : FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 2 , 24, 2 ---------------------------------------------------------------------- ******************** S .C . S . TYPE-IA DISTRIBUTION ******************** ********* 2-YEAR 24-HOUR STORM **** 2 . 00" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 45 , 82 , . 1 , 98 , 31 . 26 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 6 1 . 5 82 . 0 . 1 98 . 0 31. 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 14 8 . 00 4039 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1E2YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 . 88, 86, . 67 ,98 , 10 . 5 DATA PRINT-OUT: AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 5 . 9 86. 0 . 7 98 . 0 10 . 5 W/I-T F PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) I(- F' v v -/ - r?. (o C F" . 46 7 . 83 7022 ENTER [d: ] [Path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1D2YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP 1 S. C . S. TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES ) 10 ,24,2 . 9 ---------------------------------------------------------------------- ******************** S .C . S . TYPE-1A DISTRIBUTION ******************** ********* 10-YEAR 24-HOUR STORM **** 2 . 90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 45 , 82 , . 1 ,98, 31 . 26 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 6 1 . 5 82 . 0 . 1 98 . 0 31 . 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 34 7 . 83 7770 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1E10YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 . 88 ,86, . 67 , 98, 10 . 5 DATA PRINT-OUT : AREA(ACRES ) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 5 . 9 86. 0 . 7 98. 0 10 . 5 PEAK-Q(CFS ) T-PEAK(HRS) VOL(CU-FT) . 78 7 . 83 11520 ENTER [d: ] [Path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1D10YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP i:� - 2 ) 1 S.C . S . TYPE-1A RAINFALL DISTRIBUTION ENTER: FREQ(YEAR) , DURATION(HOUR) , PRECIP( INCHES) 100 , 24, 3 . 9 ---------------------------------------------------------------------- ******************** S.C . S . TYPE-1A DISTRIBUTION ******************** ********* 100-YEAR 24-HOUR STORM **** 3 . 90" TOTAL PRECIP. ********* ---------------------------------------------------------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 1 1 . 45 ,82 , . 1,98,31 . 26 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES) A CN A CN 1 . 6 1 . 5 82 . 0 . 1 98 . 0 31. 3 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) . 58 7 . 83 12388 ENTER [d: ] [path]filename[ .ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1E100YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP C ------------------------------------------------- ---------------------- ENTER: A(PERV) , CN(PERV) , A( IMPERV) , CN( IMPERV) , TC FOR BASIN NO. 2 . 88 , 86, . 67 ,98, 10 . 5 DATA PRINT-OUT : AREA(ACRES) PERVIOUS IMPERVIOUS TC(MINUTES ) A CN A CN 1 . 5 . 9 86 . 0 . 7 98 . 0 10 . 5 PEAK-Q(CFS) T-PEAK(HRS) VOL(CU-FT) 1 . 15 7 . 83 16748 ENTER [d: ] [path]filename[ . ext] FOR STORAGE OF COMPUTED HYDROGRAPH: 1D100YR SPECIFY: C - CONTINUE, N - NEWSTORM, P - PRINT, S - STOP - ZZ K I N G C O Il N 'I' Y, W A S 11 1 N (; 'I' O N, S 1:) IZ I' A (' I- W A 'I' I R U E S I (; N Ni A N I.l A I, 'FAIJLG 3.5.2I1 SCS WESTERN WASIIING'I'ON RUNOF CURVE NUMBERS 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: 65 78 85— 89 Wood or forest land: undisturbed 42 64 81 , Wood or forest land: young second growth or brush 55 72 eJ) 86 Orchard: with cover crop 81 88 92 94 Open spaces, lawns, parks, golf courses, cemeteries, landscaping. good condition: grass cover on 75% or more of the area 68 80 86 90 fair condition: grass cover on 50% to 75% of the area 77 85 90 92 Gravel roads and parking lots 76 85 89 91 Dirt roads and parking lots 72 82 87 89 Impervious surfaces, pavement, roofs, etc. 98 98 9 98 Open water bodies: lakes, wetlands, ponds, etc. 100 100 100 too Single Family Residential (2) Dwelling Unit/Gross Acre % Impervious (3) 1.0 DU/GA 15 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 DU/GA 42 4.5 DU/GA 46 5.0 DU/GA 48 5.5 DU/GA 50 6.0 DU/GA 52 6.5 DU/GA 54 7.0 DU/GA 56 Planned unit developments, % 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 1972. (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 2/89 � - Z3 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL, FIGURE 3.5.1C 2-YEAR 24-1][OUR ISOPLUVIALS KIM .. .. X71 2.9 � . � r, rj � .r .� e ......... _ 3cvo ..... 1\ S CV 2,0 � m r , 2-YEAR 24-HOUR PRECIPITATION _ A r ,,3.4�"" ISOPLUVIALS OF 2-YEAR 24-HOUR 3S TOTAL PRECIPITATION IN INCHES 0 1 2 3 4 5 6 7 B Mlles 1:300,000 3.5.1-8 1/90 I J r KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 3.5.1E 10-YEAR 24-IIOUR ISOPLUVIALS 2 j �., 2.4 �- a.. 2$ y - rs� 40,. s 27 - 4.9 -� 3 - — Ej TILE ... L V E L .. 6 3. 57 tr i _ :• 1 ova l. 4tow r y 4 �i Z, clt - ` 10-YEAR 24-HOUR PRECIPITATION 3.4-00" ISOPLUVIALS OF 10-YEAR 24-HOUR TOTAL PRECIPITATION IN INCHES • 0 1 2 3 4 5 6 7 8 Miles 1: 300.000 _� 3.5.1-10 �.�GJ I/q� 4.0 f � • 11 - , i' V. CONVEYANCE CALCULATIONS The conveyance calculations are based on the 25 - year and 100 year storms . The 100-year storm is used to check if there could be any backups . The following sheets show the area map and the calculations . Pg. -27 i S=6.5%..i. _ a w o n� A=.24AC50' LC#s I-8 L=120' 90L� 12" S444% - P-8 -_ O' A=.34AC 4� CB#4'' 1-4 �rB#7` 1-7�- --- 90LF 1; —� S=3.506/. To BE A=.38 OEMOVED _ _ i 184LF 12" 11 P- ,a e ' \ �.. CB#6 \1 GRAVEL' _ 10'W DRIVE i.----- O' _ -- i y w 82LF 12,> S=1.04% A=.38AC i 59LF If) CB#3� S=1�. � w CB#5 1-5 CB#?," �2--- P-3 1-3 1 P-1 .� _-tlet == _ 24LF 1 �591 I I CONVEYANCE CALCULATIONS 779CSKTC.DWG Project Title:TIERSMA Project Engineer:Mounir Touma c:\haestad\stmc\tiersma.stm Touma Engineers StormCAD v1.0 12IO5100 10:18:30 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 PO - 2 5 Pipe Report Pipe Upstream Downstream Inlet Inlet Inlet Total System Discharge Length Constructed Section Roughness Capacity Upstream Downstream Upstream Downstream Node Node Area C CA CA Intensity (cfs) A Slope Size (cfs) Invert Invert Ground Ground (acres) (acres) (acres) (in/hr) (ft/ft) Elevation Elevation Elevation Elevation A (ft) A (ft) P-8 1-8 1-7 0.24 0.73 0.17 0.17 2.73 0.48 90.00 0.044444 12 inch 0.012 8.14 368.50 364.50 372.00 368.00 P-7 1-7 1-6 0.34 0.62 0.21 0.38 2.63 1.02 90.00 0.035000 12 inch 0.012 7.22 364.50 361.35 368.00 364.25 P-6 1-6 1-5 0.38 0.58 0.22 0.61 2.55 1.56 82.00 0.010366 12 inch 0.012 3.93 361.35 360.50 364.25 365.40 P-5 1-5 J-1 0.38 0.58 0.22 0.83 2.50 2.09 85.00 0.001176 60 inch 0.012 96.77 359.85 359.75 365.40 367.00 P-4 1-4 1-3 0.06 0.90 0.05 0.05 2.73 0.15 184.00 0.026087 12 inch 0.012 6.23 368.50 363.70 372.20 367.20 P-3 1-3 J-2 0.10 0.90 0.09 0.14 2.43 0.35 59.00 0.010169 12 inch 0.012 3.89 363.70 363.10 367.20 366.40 P-2 J-2 J-1 N/A N/A N/A 0.14 2.38 0.34 50.00 0.001000 60 inch 0.012 89.22 359.80 359.75 366.40 367.00 P-1 I J-1 Outlet I N/A N/A I N/A 1 0.971 1.98 1.94 24.00 1 0.037500 12 inch 1 0.0121 7.471 359.751 358.851 367.001 366.75 F_A-/z C L G;A L-)a- /dN5 i Project Title:TIERSMA Project Engineer:Mounir Touma c:\haestad\stmc\tiersma.stm Touma Engineers StormCAD v1.0 11/29/00 16:29:41 Naestad Methods. Inc 37 Brookside Road Waterbury,CT 06708 (203)755-1666 Page 1 of 1 Pipe Report Pipe Upstream Downstream Inlet Inlet Inlet Total System Discharge Length Constructed Section Roughness Capacity Upstream Downstream Upstream Downstream Node Node Area C CA CA Intensity (cfs) (ft) Slope Size (cfs) Invert Invert Ground Ground (acres) (acres) (acres) (in/hr) (ft/ft) Elevation Elevation Elevation Elevation (ft) (ft) (ft) A P-8 1-8 1-7 0.24 0.73 0.17 0.17 3.19 0.56 90.00 0.044444 12 inch 0.012 8.14 368.50 364.50 372.00 368.00 P-7 1-7 1-6 0.34 0.62 0.21 0.38 3.08 1.19 90.00 0.035000 12 inch 0.012 7.22 364.50 361.35 368.00 364.25 P-6 1-6 1-5 0.38 0.58 0.22 0.61 3.00 1.83 82.00 0.010366 12 inch 0.012 3.93 361.35 360.50 364.25 365.40 P-5 1-5 J-1 0.38 0.58 0.22 0.83 2.95 2.46 85.00 0.001176 60 inch 0.012 96.77 359.85 359.75 365.40 367.00 P-4 1-4 1-3 0.06 0.90 0.05 0.05 3.19 0.17 184.00 0.026087 12 inch 0.012 6.23 368.50 363.70 372.20 367.20 P-3 1-3 J-2 0.10 0.90 0.09 0.14 2.86 0.42 59.00 0.010169 12 inch 0.012 3.89 363.70 363.10 367.20 366.40 P-2 J-2 J-1 N/A N/A N/A 0.14 2.81 0.41 50.00 0.001000 60 inch 0.012 89.22 359.80 359.75 366.40 367.00 P-1 J-1 Outlet N/A N/A N/A 0.97 2.36 2.31 24.00 0.037500 12 inch 0.012 7.471 359.751 358.851 367.001 366.75 �Dp -Y6� GW-LGirt t O Project Title:TIERSMA Project Engineer: Mounir Touma c:\haestad\stmc\tiersma.stm Touma Engineers StormCAD v1.0 12/05/00 09:05:10 Haestad Methods, Inc. 37 Brookside Road Waterbury,CT 06708 (203)75&1666 Page 1 of 1 VI . SPECIAL REPORTS AND STUDIES BIO-FILTRATION: We have accommodated the bio-filtration action within the wetpond as designed above in the Detention/Retention section of this report . Pg. - 31 VII . BASIN AND COMMUNITY PLANNING ACAS Pg. -- 32 VIII . OTHER PERMITS Pg. - 33 f IX. EROSION/SEDIMENTATION CONTROL DESIGN The temporary erosion plan will be designed to reduce the chances that any construction related silty runoff will leave the site and affect downstream facilities . The amount of cleared area for road construction will be similar to-the 2-year developed hydrograph. The peak flow for the temporary erosion sediment trap is 0 . 46cfs . From page 5. 4 . 5 . 1-1 of the KCSWDM a sediment trap should contain a minimum surface area at about 3 . 5 ' deep to allow settling of the particles . This surface area should be based on the formula; SA = FS (Q2/Vg) where FS = safety factor = 2 . 0 Q2 = peak 2-year developed flow V2 = particle settling velocity = 0 . 00096 f/s SA = (2) (0 . 43) / (0 . 00096) = 958 sf required Sediment Trap Dimensions 25' x 40' = 1000 SF at overflow 3 . 50' deep 19' X 34' at 2 . 5' deep 13' x 28' at 1 . 5' deep 7' x 22' at 0 . 5' deep 4' x 19' at the bottom The sediment trap should be constructed at the low area of the site, which is about the lot line between lots 11 and 12 . Pg. - 34 X. BOND QUANTITIES Pg . - 35 XI . MAINTENACE AND OPERATIONS MANUAL Pg . - 36 i XII . APPENDIX Pg. - 37