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Home My WebLink AboutSWP272867 • Short Plat'(SHPL#' REQUEST FOR PROJECT# Prelim.Plat (PP# CAG# To: Technical Services Date —Z Y—00 WO# 68S�4rc Green# From: Plan Review/Project Manager 61 L) L i1A I Project Name (70 char-ace=r.ax) Description of Project: Z/ LO% ��,�I— SiS'�`��"�°f;;1✓ �t�,, -e� 5j�/�„t fiX4;1V< -F sTi' T" .rvA 101 G T ern L S 4-,�r c Circle Size of Waterline: (L,�` 10" 12° Circle One: New~ or Extension Circle Size of Sewerline: 10" 12" Circle One: New; or Extension Circle Size of Stormline: 24� Circle One: New or Extension Address or Street Namc(s) pQ / �/ _y % D v I p r/Co n trac to r/O wne r/Cn s I t:: �j C�O�Sj'�,+ C��•�� L j I�;:� /� �I C70 c.`iaractcrs uu-) Check each discipline involved in Project Ltr Drwg # of sheel_s per discipline O Trans-Storm ❑ �I (Roadwcy/Drairugc) (Off siCc i.-provcrcntsX-inelude basin na-me) (include TESC sheds) ❑ Transportation (Sigrid ,adoa.a-L-nclizadon,Ughcing) ❑ ❑ O Wastewater ❑ X A' Binh-.-y Scw•u Mun Cirdudc basin name) O Water (Mains,Valve,Hydrants) ❑ X 13 (Icc:cdc cor posi;c f:Horizonul CUI SI,CCC:) ❑ Suface Water ❑ ❑ Improvements (CiP ONLY)(includc basin name) TS Use Only j _---- t -Y 2 9CP DI L— 7--q 'J CORE4205 148th Avenue N.E.Suite 200 DESIGN Bellevue,Washington 98007 ENGINEERING • PLANNING • SURVEYING 425.885.7877 Fox.425.885.7963 To......_City of Renton - - DATE August 21, 2000 �oB No. 94168 Planning/Building/Public Works,- 6"' Floor ATTN: _Paul Lumbert - ----- -- ----- ------ 1055 South Grady Way REF: Maplewood Estates Renton, WA 98055 MAIL - ._ ...... ------ DELIVER .. -X - - PICKUP TRANSMITTED FOR: YOUR USE -....... ------------------------ PER REQUEST..._ ---------------- --- ---- - INFORMATION ONLY --.----------_..---- --- -- ACTION REQUIRED: PROCESSING. X REPLY --- _ RETURN . - NONE - QUANTITY DATED DESCRIPTION 1 set Revised Storm Drainage Plans 2 copies Additional storm calculations to insert into Section l ll-of your copies-of_---.. - -- theStorm Drainage Report-------------------------------------------....------------------------------------------------------- -- -------- ------------------------------ ------------------------------- TgFgEt - - -At - q�0 This plan set has been revised per Dan Carey's comments datedul� I 01V1�31a COMMENTS --- -- _ 8/17100. -.... ------------ -------------------------- --- ....... ------------- - ---- - .. -------------------- -... - ---- - -- - -..... ..... - - .... ---- .... . - ......-- - - ... Ron Hughes, Bumstead Construction ' -- CC:-------- - --- -------------------------------------------------------------------------------------- BY: David E. Ca on, P.E. ------------------------------------------------------------------------------------- David E. Cayton,P.E. Project Engineer ` / 4205 148th Ave.N.E.Suite 200 CORE Bellevue,Washington 98007 V DESIGN 425.885.7877 Fax 425.885.7963 E-mail.dec@coredesigninc.com ENGINEERING - PLANNING - SURVEYING 4205 148th Ave.N.E.Suite 200 COREBellevue,Washington 98007 C�DESIGN 425.885.7877 Fax 425.885.7963 CITY OF RENTON August 14, 2000 Core Design, Inc. Project No. 94168 tsU��uuvU UlV►61ON Paul Lumbert, Planning &Development Services. City of Renton 1055 South Grady Way Renton, WA 98055 Subject: Maplewood Estates Drainage Plans Dear Mr. Lumbert: We have revised the Storm Drainage Plans and Calculations for the above-mentioned project per your second review comments. Your review comments have been addressed as follows: Pipe System and Conveyance 1. The pipe sizes from CB 37 to CB 58 and CB 58 to CB59 have been increased to 24 inch to eliminate the overflow condition during the 25-year storm event. 2. A copy of Figure 4.3.41) "Backwater Calculation Sheet Notes" from the KCSWM has been added to Section IV of the Storm Drainage Report. Our spreadsheet uses the same format and formulas as the KCSWM. Detention Pond Design 1. The Detail for CB 1 has been change to match the calculated orifice size. 2. A secondary overflow has been provided by adding an additional inlet pipe to CB 1. This intake was set above the maximum water surface elevation, but below the emergency spillway elevation. 3. A gravel access ramp and pad have been added to the pond. The pond volumes used in the calculations have been revised to reflect a decrease in the available storage. 4. The riprap from the emergency spillway has been extended to the bioswale bottom and across the bottom width. ENGINEERING - PLANNING • SURVEYING 9416813.DOC 5. Backwater calculations for the pipe system downstream from the bioswale have been provided at the end of the 100-year backwater calculation spreadsheet. Other Items 1. The Storm Drainage Tract note has been changed as requested. This revised plan set also includes revisions to the pipe sizing from Outfall 2A to CB 13. Various pipe in this segment have been lowered to reduce the calculated hydraulic grade line, therefore allowing a reduction in pipe size from 36 inches to 30 inches. If you have any questions or need additional information, please do not hesitate to call me at (425) 885-7877. Sincerely, CORE DESIGN, INC. David E. Cayton, P.E. Project Engineer Cc Ron Hughes, Burnstead Construction The routing results are summarized as follows: ROUTING RESULTS 2 year 5-year 10 year 100 year storm storm storm storm Qp allowable release from site (cfs) 3.09 7.98 10.49 18.73 (adjusted 2 yr outflow by 50%) Hydrographs, 1, 2, 3, 4 Qp developed(cfs) 12.51 18.75 22.45 33.86 Hydrographs 5, 6, 7, 8 Qp out of pond(cfs) 3.09 6.78 9.15 18.72 Hydrogra hs 9, 10, 11, 12 Pond live storage required(CF) 111,700 136,350 147,269 185,121 Pond live storage provided(CF)w/ 136,128 167,384 182,536 233,041 safety factor of 10%for 2-yr and 30% for remaining storms See attached volume calculations spreadsheet for the actual pond to be constructed on the following page. Design of the emergency overflow spillway for the pond is calculated below. The maximum water surface is at EL 399.19. The spillway will be placed at EL 400.20 with a berm located at EL 401.20 The depth of water over the spillway will be 0.70 feet. The overflow elevation therefore will be equal to 400.20 plus 0.70 or 400.90. L=(Q1oo/(3.21H"2))- 2AH L=(33.86/(3.21(0.7)"2))-2.4(0.7)= 16.3 feet minimum=>USE 16.5 feet A minimum of 0.3 feet of freeboard above the overflow elevation is required. Therefore, the berm height for the pond needs to be greater than or equal to 400.70 plus 0.3 or 401.20. The actual berm height for the pond is 401.20 which is equal to the minimum. • r� ��i��i�i��O�iRC.�til:•;:/J/�i��.il �.�wwww�www��wwwwww.r��y�ww�we�ww ��w��wnwwwowww�rr�eo�wiw�•w��iwww � ��www�ww•wwwwiwww��i�r�w�w�a��www ��wuww�w■�awwawwvi�wi�w.�w�!raw�.�www� www�w�.w�wwwl/l'tl I/�/ww/Li�w•15��•�w�w/�ww � �ww�www.ww�w�wr.1�/II/.w�c.r•.��•.i��/�/w • �w�w•ww�www�ww•ww�/w/I.s//�wwrl�ww�/�wr��e�w.�•�ww ��•wwwwwwwr/uru./i.A w px�..•mwww•��aqrJ.www�w.www wwwNw�w UW I/AFMU!Ow•lLJ1-_/y�www w�w►y��www �w��am��a�o.Ii,rwwa��wwrw.�wwrw•��wwo ��i��1/JJ1/1.►./wR��IAS/yii�w9■ w.wr/,.�tl�•/tl.I.tlw�AL fz•tlwwf/w oN1/—��/.►tlL�wow www./�L.l� .7�w.w•�ww �wwwr//i'///I/Awtrwwww�.��w�OMMM=wlw �MVAI IZAWAWawww� ��wwwwr��w �w�/III///./�►owlww:�:w•��wwwew�wr.��wiw ��._�I.��ii�i _mow/_��_�_�_�N_��s��w�_�w•�_�� ww��www.ww�w��wlww /IIItl/// w ww��ww.www.ww.www.wwlw 1AWAI PI-/AM �wrawwwwr�w�www.w�ww��w�w� �� JI+I_I��r��i��w��w��•ww—wj�w "w 1� 0�� . Y. ��wwwww�■ww��■�.��ww"� ww�J'Tip '.�iFA/��s.w.�wwwww�w�ww�w�rww�w�•�w•� �i /ei►�r. wr.w►sww��wwwwww��w��w�� w WwAFwww�w�www�w�www.�wiww w ; / I/.�►��w�www�w��w�w��wl�ww �iir i�/Ii.•� �wiww�w�wwwww�w�www�w�ww��www • • . is / 1 - t s �. IPv y { KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.35C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 10,000 i68 8,000 EXAMPLE (2) (3) ENTRANCE TYPE 6. 156 6,000 D•42 .nchos (3.5 toot) 6 5000 0•120 et: — 5 _ SQUARE EDGE WITH , 144 HEADWALL 4,000 rtwe ttw 6 5. 132 D teat 4. 3,000 (1) 2.5 8.8 5' 4. 120 1 (z) 2.1 7.4 I 1 2,000 108 (3) 2.2 r,r t 3. 1 , a0 in feet 3. 96 1,000 3. PLAN e0o `••^ GROOVE END WITH , - -. -- —► HEADWALL 84 2.__ :.., — 600 % 500 /� I:.•: i rn 72 400 / 2. I 1 = 300 U Z 60 200 / LJ 1.5 PLAN C2) � GROOVEEND 54 0 �/ / ® PROJECTING �t Cr w 48 /0 100 Z > ar 80 42 N 60 / a 1-0 1.0 ��• _ 50/ W O o HW SCALE ENTRANCE o 1.0 m 0 D TYPE ¢ W 36 W .9 W /1 30 (1) Square edge rith Q 33 / headrall 3 9 Q � 20 (2) Groove end rah Q A W 30 / head■all = .8 .8 (3) Groove and •8 „7 _ projecting 10 24 8 .7 .7 7 HW _ 3R4.Z�-9?*3 ? 6 To use scale (2)or (3) project -Z 21 5 horizontally to scale(1),then 4 us• ttrol ht inclined line through D and 0 scales,or reverse as •6 3 illustrolod. 6 .6 18 ( 341 c FS 2 ems\ )5 � 33.S6 s .5 .5 1.0 •5 _ 12 ro ELA rite 4.3.5-11 1/90 CORE4205 148th Avenue N.E.Suite 200 DESIGN Bellevue,Washington 98007 ENGINEERING - PLANNING • SURVEYING 425.885.7877 Fox.425.885.7963 TO City of Renton _ _ - _ DATE 03/03/00 JOB NO. 94168 - - - ATTN: Paul Lumbert - _.._ REF: —Maplewood Estates MAIL _ DELIVER -...X _ PICKUP TRANSMITTED FOR: YOUR USE _.. X PER REQUEST___ __ INFORMATION ONLY.-- ACTION REQUIRED: PROCESSING...- X _ - -- REPLY. __ RETURN ----- _.. ........... NONE QUANTITY DATED DESCRIPTION 1 - Permit Application .. 1 - - - Permit Cost Breakdown 1 Check for $31,717 - 1 _ Geotechnical Report 2 Storm Drainage Report - _. - -- 2 Lift Station Report - - ...... . ...... 3 sets Civil Engineering Plans COMMENTS _ _ __ - .. .-_....._.-.. ---- - ------- ----- ----- CC: Ron Hughes, Burnstead Construction BY: -- -.... David E. Cayton, P.E.