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Home My WebLink AboutSWP272277 TECHNICAL INFORMATION REPORT Raden Warehouse BY • SITE DEVELOPMENT SERVICES 310 208TH ST SE BOTHELL 98012 481-9687 CITY OF RENTON �E�EIVE� June 17, 1996 JUN 19 1996 BUIL®ING ®IVISION (o UQ 46 �ft � � Y ��SQZ EX�uYFS 5 '� TABLE OF CONTENTS SECTION NO. Project Overview I Preliminary Conditions Summary II (Not used) Off-Site Analysis III Wetland Impact Analysis IV Conveyance Systems Analysis and Design V • Special Reports and Studies VI (Not used) Basin and Community Planning Areas VII (Not used) Other Permits VIII (Not used) Erosion/Sedimentation Control Design IX (Not used) Bond Quantities and Other Forms X (not used) Maintenance and Operations Manual XI (not used) SECTION I • PROJECT OVERVIEW • • PROJECT OVERVIEW This section summarizes all of the Core Requirements . Any applicable Special Requirements will also be discussed. The project consists of 9 . 3 acres and has no structures on it. The project will result in the creation of one building to be used as a warehouse and office. The parcel has been cleared and is covered with grasses . Because the site will drain to a wetland, an analysis is included to show compliance with Special Requirement #8 . Runoff will be treated with a water quality swale. Runoff from a 7-day, 100 year storm will increase the flood plain level by 0 . 07 feet, which is less than the allowable 0 . 1 feet. • CORE REQUIREMENTS REQUIREMENT 41 : DISCHARGE AT NATURAL LOCATION Discharge from the site is spread out over a large area, but generally travels as overland or groundwater flow to the wetlands . The developed site discharges to - the same location. REQUIREMENT # 2 : OFF-SITE ANALYSIS These issues are addressed in Section III . The lowest allowable elevation to discharge the water quality swale at was provided by the City and is elevation 9.25. In order to ensure positive drainage to the wetland without grading channels or pipes into it, the swale discharge elevation was set at 9. 8 . REQUIREMENT # 3 : RUNOFF CONTROL As stated above, no detention is required as di-scharge is • to the w and to �therth and is in compliance with the applicable Core ancial Requirements . REQUIREMENT # 4 : CONVEYANCE SYSTEM Conveyance is accommodated by a piped storm drain system which drains into -two separate water quality swales . These then drain into the wetlands on tie' north side of the site. Pipe sizing was maximized in order to prevent ponding on the site for a 100 year storm. The design necessitates a minimal pipe slope and depth of cover. Concrete pipe is used in cases where cover depth is over one foot, but less than 1 . 5feet. REQUIREMENT #5: EROSION/SEDIMENTATION CONTROL Sediment runoff from the site will be controlled thru standard measures, including silt fences, and a gravel construction entrance. A sediment pond was not used due to the fact that the runoff from the site should not be concentrated. Rather, it is allowed to sheet flow through silt fences along the lower property lines . . SPECIAL REQUIREMENTS The only special requirements applicable to this project are Numbers 5 and 8 . These were dealt with using the water quality swale together with showing that the wetland will not be significantly impacted due to runoff volume increases . SECTION III Off-Site Analysis DOWNSTREAM AI�TAL,YS I S UPSTREAM: No offsite areas drain onto the site as the uphill areas consist of Lind Ave . and 34th St . . These streets contain the runoff in underground storm drain systems , which drain to the north and west , respectively. ON-SITE: The site contains a constructed wetland in the southeast corner to allow the filling and grading of the balance of the site . The newly created wetland will be left undisturbed. No distinct runoff channels were observed. Rather , the water either infiltrates or sheet flows to the • west and north. DOWNSTREAM: Downstream properties over which the site drains are undeveloped . The area to the north is a wetlands . About 430 feet to the west the drainage enters Springbrook Creek. No erosion or sedimentation problems are known on the adjacent property, however , Springbrook Creek does operate at capacity for small storms , according to Scott Woodbury of the City of Renton . Because this issue has been studied, it is not proposed to do so with this project . • • l J�•'�`'a�ti lv4 �,p/r`/ '�, `i .,.:, r .. 1� �,rf yv• t ._� T ! r`,�/ � S hl5 AY 1Ht0E nv r KAor,. ?t"_. 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" ' I -.fdvd __- --r-niriw:Hr'--i---�y °�., �• 1 =S_. - ISM -;^�i� ",�"_ ,L�• �/ '�'' � i ..>1 � o. � �� ' _ '�� j ' Ar/i,ArA �� I a �AY_,Hly� I '�� s ---- --- -» nY �1 _elnuxr___ ff NI. _Iflr. __ .. .. ^�1r xtN V �.Y' `I C'� -,j � a A )id GA rd 3 i S I ~��I4��-cG`,'--•( �8 •� > �: �9 �A 4 1 I I ........ _S i1� e:,o �c// • $ _ 3 brd J" € SECTION IV WETLAND IMPACT ANALYSIS i ,,uv re- 4 c.U t f N 7 d I d Or s¢ov-w. . y r�"n -slaw rs I,.� ,�1r�d v � (a a� Sf Yw. wGs --Lc Pouf d�v rlc��d r�P c�� trducc I IA je j t� ` . TltilS WC' 9 v��/o�l�(�c.I�. c S F� 4 3 �O rep r Tt� b l t t,d a Y^o V t�Gtr . _ ..__..__.. .oJrr lcictS c'� //cv, (OW 3t? �`� wus c lti 4--c toe We+4 vk f}r�w (( 1 Sf c.te — z t. SAe Flo l�Vl S V UNl OLt 0.V'l'r S 9 4 w Pr.d.� 7�tuy [Q�yr CSo ue-_ 4 tRe Act v lcfcl, _ { itAc-r, c..3e- f4e- IrPf '- gl T�l'( -t r _�G C.CL. ri., t C V'r. +. S G 1�� W C.ftG4 or. { wc zt,sA� o!o ? < a. (o 1 { r r • t , r I kill. FF ►� ;�,�•� eft ,. .16 l Jul om V r q�' PWA OWN .I. ♦ a � I.�R�rE�ti�a� 6/17/96 Site Development Services page 1 Raden Warehouse --------------------------------------------------------------------- BASIN SUMMARY BASIN ID: x100 NAME : Predeveloped 100 Year-7day SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERVIOUS AREA PRECIPITATION. . . . : 9 . 80 inches AREA. . : 8 . 10 Acres TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 85 . 00 TIME OF CONC. . . . . : 151 . 00 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 . 20 AREA. . : 0 . 00 Acres CN. . . . . 98 . 00 PEAK RATE : 1 . 66 cfs VOL: 4 .50 Ac-ft TIME: 3360 min BASIN ID: y100 NAME : Postdeveloped 100yr-7day SBUH METHODOLOGY TOTAL AREA. . . . . . . : 8 . 10 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC7 PERVIOUS AREA PRECIPITATION. . . . : 9 . 80 inches AREA. . : 1 .40 Acres TIME INTERVAL. . . . : 60 . 00 min CN. . . . : 85 . 00 TIME OF CONC. . . . . : 14 .50 min IMPERVIOUS AREA ABSTRACTION COEFF: 0 .20 AREA. . : 6 . 70 Acres CN. . . . : 98 . 00 PEAK RATE : 3 .29 cfs VOL: 6 . 00 Ac-ft TIME: 3300 min • TABLE 6 Summary of Wetland Characteristics FEO HvQrewip Hydrauilc Wetlond FEU Tole Slap Su/t9ce Sitrage Connection Cpnnue'IDA to SprinpCrcoic f, Number Number (1) Area(Ar•) tAc•fii Elevation Creek(UNos.'.Otherwise o!ed) ''t• Description _J• 10 701 +Z-:. 1015 2.94 0.0 30 Fiord Inviiad Ions found 1.12• 11.5 - 2.94 2,9 pipe. Bs use of its nogligVi 12 8,7 5.4 size,It dteeennacted from 13 7.62 12.5 the otlel(at SW 15th Stren! ,,-•�' 30 7.92 142.1 2 Not used 3 703 10 Weir 9 5.88. 00 50'width $,as 5,3 900'length 12 15.75 27 (Connecting to SW 23rd Strcot 14 2:.18 .4 Channel) is 27 i s's V i;y'' 30 30, 7 533,6 1`'•: 1 4 704 r. 5 .2 0.0 10 Weir 10 1.2 .2 50,width 4,Y' 11 9.39 300'length . 12 12.79 17.6 br, 1 12,81 13 30 12.8a 249.4. "•- 5 705 Wpir o 9 1.86 0.0 1115 50'width • 10 1.85 1.7 1 sa'ren0t!1 tz 713 11.2 14 12.1 31.2 - 18 22.7 68.7 c 30 22.7 38 6 706 9 6., 0.0 1015 Weir G�t?S,r(A 10 S. 6.1 50'width 51<'C T 11 21,5 18.4 300'longth 12 2er 41.2 y „ 3o 24. 473-2 �' • L: 7 �0`1 CC� Fr�•' 9 2.} 0.0 1C Weir 10 2.4 2.4 4 ' 10th 12 10,25 15.1 260'Ipnath =`: 14 11,93 37.2 �t 30 11•93 2:9.1 1 79{2) 7 2 5 13.E4 0.0 13.5 Weir + 11 1154 .1 40'width 12 23.32 45.6 1.300'tdngth 1 25:6 9414 (Ccnnecting 713 Ond 7A) 30 504.0 7C t2) 7C73 9 0115 0.0 1011 1-48"pipe 10 0.16 .2 (Connecting 7C and 7E) 12 6,28 8. 1 14 11.55 24.4 16 16.31 52.a 18 26.53 96.5 36 2G.99 420.5 i • 8 708 15 0.5 010 16 Weir 18 0.5 0.6 50'wl h _ 17 20.1 1018 500'Ian: i•• ? 18 2011 30.9 �. 30 20.1 272.1 _ SOIAel to YQln G Q Y`a-w& G ea LG rin�C•tJ V�� (µ'�'e 1 \�V�I�)S ucor� CJ��J�c55� GI pr` e'- weS oLt-uC'kr S t � � f-o W,- we r 4-L,, , j-�.t�S WAS ct or,,'e as ct o �a�e<ca 1't o4�► . / l _r-f V i r 19 ILA 4 ,t'J` C S e�_c tot.v �t.1 Q-T t V-eG•_ Lt l e��. /awllespr fe-�o t-ov^ ctS11G Gr .c �., {tl oet�IuuCfs LU 5 t'I' lDy '�-�, it s,t t3 e e 0-cJ_7 e t t,�� .�O 4-L, 4Ve- 6G1t.ctt1 i�Sc way alSo &C wet-�lit�clS� a �{ u,.P kVo d �o CI VI CA n t�p�l `�� 8 O r tit' �•r � cc5 '�{•c�� 115 _ L-e . .r ��ta wto _.a- � �(ti.e- _.._�v�� 4� ., pil, r10 ctto i r Usiti'j Zyr- V uwo �� yc.�v/e �Ycw� �(•� t'S to� S W OJ( l ('�C�V S w-e Vie C,(, v t�t"" �..1i A toes sw& (w. . , ¢Sae- 4o CS 7 t e Q2� = 6,.S--7 -Z 60 CSY r"s.3 --j-'s w V aL �1'0 LALo t'� vl 2 014 - y.G� eti GC.p af ivSG u S S t'OVts w l` i2n ${ra-KG-, V ��s f- : t,�<<�t �• = I , l j V a l= a jz s Cps Trapezoidal Channel Analysis & Design • Open Channel - Uniform flow Worksheet Name: Raden Warehouse Comment : Water Quality Swale Design Flow - West Solve For Bottom Width Given Input Data: Left Side Slope. . 3 .00 :1 (H:V) Right Side Slope. 3 .00 :1 (H:V) Manning' s n. . . . . . 0 .350 Channel Slope. . . . 0 .0200 ft/ft Depth. . . . . . . . . . . . 0 .25 ft --� Discharge . . . . . . . . 1.15 cfs Computed Results : Bottom Width. . . . 19 . 09 ft -E Velocity. . . . . . . . . 0 .23 fps Flow Area. . . . . . . . 4 .96 sf Flow Top Width. . . 20 .59 ft Wetted Perimeter. 20 .67 ft Critical Depth. . . 0 .05 ft Critical Slope. . . 4 .9266 ft/ft Froude Number. . . . 0 .08 (flow is Subcritical) Open Channel Flow Module, Version 3 .41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, • Trapezoidal Channel Analysis & Design • Open Channel - Uniform flow Worksheet Name: Raden Warehouse Comment: Water Ouality Swale Design Flow — EcSf Solve For Bottom Width Given Input Data Left Side Slope. . 3 .00 :1 (H:V) Right Side Slope. 3 .00 :1 (H:V) Manning' s n. . . . . . 0 .350 Channel Slope. . : . 0 .0200 ft/ft Depth. . . . . . . . . . . . 0 .25 ft =` Discharge. . . . . . . . 1 .53 cfs Computed Results : Bottom Width. . . . 25 .47 ft Velocity. . . . . . . . . 0 .23 fps Flow Area. . . . . . . . 6 .56 sf Flow Top Width. . . 26 .97 ft Wetted Perimeter. 27 .05 ft Critical Depth. . . 0 .05 ft • Critical Slope. . . 4 .9245 ft/ft Froude Number. . . . 0 .08 (flow is Subcritical) Open Channel Flow Module, Version 3 .41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct-% ,z SECTION V • CONVEYANCE ANALYSIS • i f To.) r W ,�—z,I -"bl.^off F 9 'P .15 5 1 iTowl0-0 a'S'n 1 ` -&--A*-I rn �z b' 0 = �asl '1 z� 4� v►� �o� S �1�pGJ) nod J �a IA at?;r,��rt Oj PH n0 SS f� .A NNAI IZIS F C J (� , rn j r J "XI !n yj P KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL � l I80 10,000 168 8.000 EXAMPLE (1 ) (2) (3)6. ENTRANCE TYPE 156 6,000 0=42 inches (3.5 fee-) 6 5,000 0.120 CIS S _ SQUARE EDGE WITH 144 HEADWALL 41000 Hwe Hw 6. 5. 132 o feet 4. 3,000 (1) 2.5 8.8 5' 4. 120 ' (2) 2.1 7.4 1 2,000 108 (3) 2.2 7.7 3. I - eD in feet 3. 96 1,000 3. PLAN Boo GROOVE END WITH 84 -- HEADWALL 600 500 / 72 400 to 1 t v300 +j N 1.5 1.5 Z cn / Z 60 v 200 /. F- 1.5 `^ PLAN Z lal GROOVEEND 0 54 / a • a PROJECTING w 48 /0 100 Z > / (r 80 a = i -- r v 42 v 60 - w 1.0 1.0 _1 0 0 50 HW SCALE ENTRANCE 0 I.0 m 40 D TYPE � w 1iz .9 t- 36 30 .9 w (1) Square edge with Q head.oll 3 .9 20 (2) Groove end w-th Q O W 30 head.oll S .8 .8 (3) Groove end .8 27 projecting 10 .7 7- 24 8 7 6 To use scale (2) or (3)project t7r 2 1 5 horizontally to scale (1),then 4 use straight inclined line through D and 0 scales,or reverse as 6 illustrated. 6 .6 3 18 2 15 .5 .5 1.0 .5 • 12 4.35-11 1/90 N I's t c�D�r L t� .r �',,t l��t�t p�� Of—V C o�c cj � usc [d uLd _ t' (:`1� _ ►d. 85 t- 0.63�t- t�Zt�,`_ �z."1 ¢ ..a r WILD • S'�-� l8" by�ass 4, \1e ovf{r C Ld Gov (8 13 5S sc C�Cce {ow ��a W (0 p�55 J wo ( lie (f , KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL 180 10,000 168 8,000 EXAMPLE (1 ) (2) (3) 6. ENTRANCE TYPE 156 6,000 D`42 inches (3.5 feet) 6_ a•lzocfs SQUARE EDGE WITH 5,000 5. 144 HEADWALL 4,000 Hw' Hw 6' 5. 132 o feet 4. 3,000 5. 120 (z) 2.1 7.4 2,000 1 t (3) 2.2 7.7 108 3. I , 'D in feet 3' _ 96 1,000 3. PLAN 800 GROOVE END WITH __. _Y —_ HEADWALL 500 72 400 \ 2. = 300 �ts"Q�E/ = 1.5 1.5 E/ N z cn i c z_ 60 v 200 /. Uj 1.5 7 PLAN z LU GROOVEEND 0 54 / a PROJECTING (r w/ 100LLj Z �> 48 cr 60 J � Q v 42 v 60 - w 1.0 1.0 o N_ 50 HW SCALE ENTRANCE I0 40 D TYPE w w (3) 9 ►' 36 30 (1) Squats edge with 4 .9 . Q 9 w 33 neadwa0 Q QQ (2) Groove end 30 headwall = •8 .8 (3) Groot d '8 27 rojectinp �s 8� 10 7 7_ 24 8 .7 S•Z, �Too use scale (2) or (3) project 5 horizontally to scale (I),tnen 4 use sirallht inclined line through D and D scales,or reverse ae 6 3 illustrated. 6 .6 18 2 15 1.0 .5 • 12 4.35-11 1/90 t KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL • FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL t 180 10,000 168 8,000 EXAMPLE (2) (3)6. ENTRANCE TYPE 156 6,000 0=42 inches (3.5 fee!)0.120 cfs 6— SQUARE EDGE WITH 5,000 -- 5 - la4 HEADWALL 4,000 6. 5. 11We MW 132 D tea! 3,000 5. 4. (1) 2.5 8.9 4 120 (2) 2.1 7.4 1 I 2,000 q _ 1 108 (3) 2.2 7.7 3. ( e0 in feet - 3. 96 1,000 3 PLAN GROOVE END WITH 800 HEADWALL i 84 600 / 2. 2: 500 72 400 / 2' = 300 +a`rp = 1.5 1.5 Z - .. Z 60 U 200 /. F- I.5 PLAN LL' GROOVE END 0 54 / a PROJECTING • a o w 48 I00 Z D Q � Z c� 42 60 w 1.0 1.0 0 0 50 HW SCALE ENTRANCE 0 10 40 p TYPE w W t3)w 36 I- •9 -9 f- 30 (1) Square edge .ith Q w 3 .9 33 head.al1 O a a Q 20 (2) Groove end..tn w 30 head.all = .8 .8 (3) Groove end '8 Os -- 2 7 projecting 10 .7 7- 24 8 .7 6 To use scole (2) ar (3) )Oct [18 5 horizon, " ro sc, 1),then 4 use st rolght in nod line through 0 and 0 s as,or reverse as 6 3 illus, ed. 6 .6 2 .5 51.0 .5 4.35-11 1/90 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL FIGURE 4.3.5C HEADWATER DEPTH FOR SMOOTH INTERIOR PIPE CULVERTS WITH INLET CONTROL �r--- 180 10,000 168 8,000 EXAMPLE (1 ) (2) (3) ENTRANCE TYPE 6. 156 6.000 D:42 inches (3.5 feet) 6_ 5,000 0.120 cfs — 5 SQUARE EDGE WITH 144 HEADWALL 4,000 t+w' nw 6' S. 132 0 feet nx 4. ' 120 3,000 (I) 2.5 8.8 5' q, L (2) 2.1 7.4 I I 2,000 ' 108 3. 1 '0 in feet 3' 12-J 96 1,000 3 PLAN Boo GROOVE END WITH 84 HEADWALL _ 600 / 2' 2 500 / t I 72 400 / 2' i t = 300 I.5 U 6i 1.5 Z N to Z 60 ILL 200 /_ w 1.5 PLAN U1 GROOVEEND • 0 54 / C a PROJECTING /W 100uj Z > as / 60 _ — UJI LL 42 N 60 a 1.0 1.0 _, �. _ 50 O o HW SCALE ENTRANCE 10 Ir 40 0 TYPE w W 36 9 F 30 (1) Square ad with 3 9 9 W 33 he all Q 20 (2) roove and with w Q, Q headwall = .e 30 .8 (3) Groove end •8 2 7 projecting 10 .7 7_ 24 .7 6 To use sc^_le (2) or (3) project 21 5 horizontally to stole (]),then 4 use straight inclined line through 0 and 0 scales,or reverse as 6 3 illustrated. 6 6 18 2 15 .5 .5 1.0 .5 • 12 - 4.35-11 1/90 r 97 w: 'O 941 640 gal 1 119 s4£ °10r �� h6' -�'8' 9•� �°�6 LSD -z� ,,�,s�� - .-a5 �,s o�,-► ss y-Z �J N N N C NNN "C r1Vi c P� �ro 7v15�00 MC `J�V _. • �"` . A IAJ qq O O O IA IA W '\A,# �m0, ='�.. . .. m m ei mm o— •,5��+��.��?off v'�s vrr� s��.�r�S►�e...11�t — 'vr rr-S S r1"ti 7`_ s�� ._l s-�;�of^�_.. -y�� S�7 C� .1,p� .-�._.. • CB#8E CB#7E SD7 SD6 CB#6E CB#5E CB#4E CB#3E • SD5 SD4 SD2 #C SD3 B - SD1 CB#1 E Project Title:Raden Warehouse-North Flow Project Engineer:David C.Dougherty c:\haestad\stmc\raden-.stm Site Development Services StormCAD v1.0 06/11/96 12:49:04 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ------------------ Beginning Calculation Cycle ---------=--------- Discharge: 0.70 cfs at node CB#8E Discharge: 1.60 cfs at node CB#7E Discharge: 3.10 cfs at node CB#6E Wischarge: 3.10 cfs at node CB#5E ischarge: 4.80 .cfs at node CB#4E Discharge: 8.40 cfs at node CB#3E Discharge: 8.40 cfs at node CB#2E Discharge: 8.40 cfs at node CB#lE Beginning iteration 1 Discharge: 0.70 cfs at node CB#8E Discharge: 1.60 cfs at node CB#7E Discharge: 3 .10 cfs at node CB#6E Discharge: 3 .10 cfs at node CB#5E Discharge: 4 .80 cfs at node CB#4E Discharge: 8 .40 .cfs at node CB#3E Discharge: 8 .40 cfs at node CB#2E Discharge: 8 .40 cfs at node CB#lE Discharge Convergence Achieved in 1 iterations: relative error: 0.0 ** Warning: Design constraints not met. Warning: No Duration data exists in IDF Table Information: CB#lE Known flow propagated from upstream junctions. Information: SD1 Surcharged condition Information: SD2 Surcharged condition Information: SD3 Surcharged condition Information: SD4 Surcharged condition Information: SD5 Surcharged condition Information: SD6 Surcharged condition Information: SD7 Surcharged condition Violation: SD7 does not meet minimum velocity constraint. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 aximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View ------------------ Hydraulic Grade Label Length Size Discharge I Upstream I Downstream SD7 198.00 12 inch 0.70 16 .38 16.30 SD6 138.00 12 inch 1.60 16 .30 16.02 SD5 128 .00 12 inch 3.10 16.02 15.05 SD4 168 .00 15 inch 3.10 15.05 14.67 SD3 168.00 18 inch 4.80 14 .67 14.32 SD2 160.00 18 inch 8.40 14.32 13.29 SD1 38.00 18 inch 8.40 13.29 13.05,(-' ----------- Elevations ---------------- I / Label ( Discharge I Ground I Upstream HGL I Downstream HGL I CB#lE 8 .40 14.00 13.05 13.05 CB#2E 8 .40 14 .20 13.29 13 .29 CB#3E 8 .40 15.65 14.32 14.32 CB#4E 4 .80 16.15y' 14.67 14 .67 CB#5E 3.10 16.15A- 15.05 15.05 CB#6E 3 .10 16.10 16.02 16.02 CB#7E 1.60 18.90 16.30 16.30 CB#8E 0.70 17.35 16.38 16.38 Elapsed: 0 minute(s) 3 second(s) � _Llu Ct C «��o�� Project Title:Raden Warehouse-North Flow Project Engineer:David C.Dougherty c:\haestad\stmc\raden-.stm Site Development Services StormCAD v1.0 06/11/96 12:47:04 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 • SD1 CB#1 W SD4 SD3 SD2 • C B#2W - CB#5W CB#4W CB#3W -- E_s - _ '5.7 7-E-ice- Project Title:RADEN WAREHOUSE-WEST SIDE Project Engineer:David C.Dougherty c:\haestad\stmc\radenwes.stm Site Development Services StormCAD v1.0 O6/11/96 05:04:38 PM O Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 ------------------ Beginning Calculation Cycle ------------------- Discharge: 0.70 cfs at node CB#5W Discharge: 1.80 cfs at node CB#4W Discharge: 3.70 cfs at node CB#3W *Discharge: 6.40 cfs at node CB#2W Discharge: 6.40 cfs at node CB#1W Beginning iteration 1 Discharge: 0.70 cfs at node CB#5W Discharge: 1.80 cfs at node CB#4W Discharge: 3.70 cfs at node CB#3W Discharge: 6.40 cfs at node CB#2W Discharge: 6.40 cfs at node CB#1W Discharge Convergence Achieved in 1 iterations: relative error: 0.0 ** Warning: Design constraints not met. Warning: No Duration data exists in IDF Table Information: CB#1W Known flow propagated from upstream junctions. Information: SD1 Surcharged condition Information: SD2 Surcharged condition Information: SD3 Surcharged condition Violation: SD4 does not meet minimum velocity constraint. --------------------- Calculations Complete ---------------------- ** Analysis Options ** Friction method: Manning's Formula HGL Convergence Test: 0.001000 Maximum Network Traversals: 5 Number of Flow Profile Steps: 5 Discharge Convergence Test: 0.001000 Maximum Design Passes: 3 ----------------- Network Quick View ------------ Hydraulic Grade • Label Length Size I Discharge I Upstream I Downstream SD1 132.00 18 inch 6 .40 13.23 12.74-�---� SD2 234.00 15 inch 3.70 14.00 13.23 SD3 234.00 12 inch 1.80 14.60 14.00 SD4 234.00 12 inch 0.70 14.69 14.60 TaJ WJ"'r ----------- Elevations ---------------- Label Discharge I Ground Upstream HGL I Downstream HGL CB#1W 6 .40 15.00 12.74 12 .74 CB#2W 6.40 15.80 13.23 13.23 CB#3W 3 .70 15.60 14.00 14 .00 CB#4W 1.80 15.80 14.60 14 .60 CB#5W 0.70 16 .20 14.69 14 .69 Elapsed: 0 minute(s) 2 second(s) Project Title:RADEN WAREHOUSE-WEST SIDE Project Engineer:David C.Dougherty c:\haestadlstmc\radenwes.stm Site Development Services Storm CAD v1.0 06/11/96 05:04:06 PM 0 Haestad Methods,Inc. 37 Brookside Road Waterbury,CT 06708 USA (203)755-1666 Page 1 of 1 4tv s �w � rs ' _. . Go V.-J c7S l LI)yt S _ �45� � � l�1CJ Ot! �Y` t-i�t.v e.G��`�t�4tti,S •ejcc'9� �+-pr - t�9 SY5�.� tvt. S�� Gc� wo��er e-e-lc, . w-'P S r � 5�5 � u.. , i t i i + i i t t f i t } t r } ; i P Cc S f OLIf rc. (Cf O p e cal l�Vl- H Vl _.'t`� G S C.0 a L J t Y IM f-G, ;'s f ✓11 _ Flow U S t'vk ��{ We,'U Lk u< o��'o W i �-C. LAJ@7. C� 7 X)- Ct- _ S t O e IC o � o Of LA S I J s t o P� W l 2 oL 4 c..JL. c-n V- V F- _ : vvtti, Y j t i r � _ ' 1 i — 1 a r _ Y } - • Trapezoidal Channel Analysis & Design Open Channel - Uniform flow Worksheet Name : Raden Warehouse Comment : Discharge Ditch CT�nry Solve For Bottom Width Given Input Data: Left Side Slope . . 2 . 00 : 1 (H:V) Right Side Slope . 2 .00 :1 (H:V) Manning' s n. . . . . . 0 . 070 Channel Slope . . . . 0 .0100 ft/ft Depth. . . . . . . . . . . . 0 .25 ft Discharge. . . . . . . . 2 . 68 cfs Computed Results : Bottom Width. . . . 12 . 62 ft Velocity. . . . . . . . . 0 . 82 fps Flow Area. . . . . . . . 3 .28 sf Flow Top Width. . . 13 . 62 ft Wetted Perimeter. 13 .74 ft Critical Depth. . . 0 . 11 ft • Critical Slope. . . 0 .1502 ft/ft Froude Number. . . . 0 .29 (flow is Subcritical) Open Channel Flow Module, Version 3 .41 (c) 1991 Haestad Methods, Inc. * 37 Brookside Rd * Waterbury, Ct 06708