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HomeMy WebLinkAbout2004-07-20 Updated Stormwater Management Plan I STORMWATER MANAGEMENT PLAN ' FOX HOLLOW P.U.D. OAK PARK HEIGHTS, MINNESOTA June 9, 2004 ' Our File No. 5046 droPP 1 ii STEVENS ENGINEERS 1656 LIVINGSTONE ROAD U HUDSON, WISCONSIN 54016 www.stevensengineers.com (715) 386 -5819 (800) 822 -7670 (651) 436 -2075 I I FAX: (715) 386 -5879 I hereby certify that this specification was prepared by me REVISIONS: or under my direct supervision and that I am a duly Registered 7 -20 -04 Updated Figures 4 & 5. P essional Engineer under the laws of the State of Minnesota. Updated control structure dwg. 3) N, JUNE 9, 2004 40921 ' Scott A. Ward, P.E. Date Reg. No. TABLE OF CONTENTS Page No. ' Table of Contents... 1 Introduction 2 ' Existing Conditions 2 ' Proposed Conditions 3 Stormwater Drainage Analysis 3 ' Model 3 Soils 3 ' Land Use 3 Best Management Practices 4 Results 4 Table 1. Summary of Stormwater Modeling Results 4 ' Table 2. Pond Modeling Results 4 ' Figure 1. Location Map and Topographic Map of Area 5 Figure 2. Soil Type Map 6 ' Figure 3. Stormwater Plan 7 ' Figure 4. Site Grading Plan 8 Appendix A Modeling Results for Existing Conditions Al Appendix B Modeling Results for Proposed Conditions A2 Appendix C Supplemental Plans and Details A3 1 Stormwater Management Plan— East Oaks P. U.D. Second Addition 1 I INTRODUCTION Presented in this report is the stormwater management plan for the proposed Fox Hollow PUD (formally ' referred as the East Oaks PUD Second Addition) Condominium and Office Building Development in the City of Oak Park Heights, Washington County, Minnesota. This report is presented to the City of Oak Park Heights and the Middle -St. Croix Watershed Management Organization (WMO) for review, comment and approval. The proposed site is located in the eastern part of the City approximately 0.5 miles east of the Intersection of Highway 36 and Osgood Ave on 60th Street North. The total area of the property is 2.4 acres. The site is currently zoned B2 and R -B. This plan includes the following information: 1. A detailed site topography plan showing existing and proposed features, contours, etc. 2. Calculations showing comparison of pre - development and post - development conditions. Calculations showing post - development peak discharge rates are not increased over pre - development discharge rates for a 2.4 inch rainfall event and the 10 -year and 100 -year storm events. 3. Design details for outlet control structure . This plan, in conjunction with the Grading and Sediment- Erosion Control Plan, satisfies the requirements for a Stormwater Pollution Prevention Plan (SWPPP) required by the Minnesota Pollution Control Agency (MPCA) for the General Stormwater Permit for Construction Activity (M N R100001). These documents shall be kept on file by the Property Owner as required under the General Stormwater Permit. EXISTING CONDITIONS The site is currently undeveloped and consists of open grassland with a few trees scattered through out the site. The ground cover breakdown is as follows: 0.12 acres of paved roads (existing R.O.W.) 2.21 acres of grass cover The terrain consists mainly of gradual slopes (0 -5 %). Some greater slopes (10 to 20 %) exits on the east end of the property. The property currently drains toward the southeast into a low area on the adjacent property. The existing ground water elevation will be confirmed when soil borings are performed for this project this summer. The existing on -site storm water pond serves the area to the south of the property (East Oaks Twin homes). This area is approximately 5.97 acres as shown in Figure 3. This pond will be modified to accommodate the proposed project. 1 Stormwater Management Plan— East Oaks P. U.D. Second Addition 2 PROPOSED CONDITIONS ' The proposed site conditions include the development of three buildings, one large office building, one small office building, and a 32 unit condominium building with footprint areas of 4658 square feet (sf), 2065 sf and ' 13,045 sf respectively. The site development also includes an entrance road, parking lots, retaining walls and a redesigned storm water pond. The proposed site that was evaluated for the site improvements consists of approximately: ' 0.45 acres of buildings 0.63 acres of pavement ' 1.25 acres of short grass cover The storm water from the new development will collected, through the use of curb and gutter, by two catch ' basins located at the east end of the parking lot and one catch basin near the garage entrance to the condominium buildings. The storm water will be directed to an expanded storm water pond. Figure 4 shows the direction of drainage for the proposed site. The location of the catch basins are not shown on this plan. ' The existing storm water pond outlet will be increased in size to accommodate the new site conditions. A control structure will also be added to the outlet. See Appendix C for the control outlet detail. ' The storm water plan is based on a fully developed site including all parking lots being paved and the construction of all buildings. ' STORM WATER DRAINAGE ANALYSIS ' Model The analysis of the site was performed using the HydroCAD software. The flows were routed through the existing 36" storm sewer for purposes of computing summed hydrographs to compare existing and proposed ' flows. This program basis its runoff calculations on the SCS TR -20 model. The stormwater for the proposed site was modeled and compared to the runoff of the exi sting site for a 2.4 inch rainfall event and storm frequencies 10 -year and 100 -years over a 24 -hour period. The raw data generated from this analysis is included in Appendices A and B. The data from this model is summarized in T able 1. ' The total drainage area evaluated is 8.3 acres. Figure 1 shows the location of the site and the topography and hydraulic features in the area. The proposed conditions were evaluated by dividing the area into two (2) ' drainage areas as shown in Figure 3. The same areas were used to evaluate both the existing and proposed drainage conditions. Figures 4 shows both the existing and proposed topography for the site. The ground water elevation for the site is not known at this time. ' Soils The on -site soils are classified in the hydraulic groups B as shown in Figure 2. Some fill has been added to ' this site over the years so further exploration through soil boring testing will be required. Land Use ' The site has been inspected and the majority of the existing land use is tall grass cover with scattered oaks and cottonwoods. The curve numbers were determined based on this land use and as defined in the modeling program. 1 Stormwater Management Plan— East Oaks P. U.D. Second Addition 3 I I Best Management Practices (BMPs) A wet pond detention system meeting the NURP standards with a minimum 3' average pond depth was I selected based on recommendations outlined in the Minnesota Urban Small Sites BMP Manual - Stormwater Best Management Practices for Cold Climates by the Metropolitan Council and the high groundwater conditions. This type of BMP will limit the effects downstream by reducing the peak flow rates and energy I of the stormwater. Included in the pond system is an outlet structure consisting of a 5' diameter concrete structure with two (2) 15" diameter orifices. A detail of the outlet structure is included in Appendix C. The pond system is designed to provide a stormwater release rate of the post - development site that is less I than the pre - development site release rate for a 1 -year (2.5" rainfall event) and 100 -year storm event. Results I A summary of results for the stormwater modeling is shown in Tables 1 and 2. As the results of the model show, the pre- and post - development peak discharge rates for Areas 1 and 2 do not change for the 100 year storm event from the existing 36" pipe. The peak discharge rates for Area 1 change dramatically given that I the development is taking place in this area. Table 1. Summary of Stormwater Modeling Results (existing conditions /proposed conditions) I Storm Event Area Area Runoff Peak Discharge Rate Designation (ac) CN* (ac -ft) (cfs) 2.4" event 1 2.33 70 /81 0.069 / 0.166 1.20 / 4.02 I 2 5.97 76/76 0.281 / 0.309 5.42 / 6.08 Reach (36 ") 8.30 0.339 /0.450 3.29 / 4.71 10 -YEAR 1 2.33 NA / 81 NA / 0.396 NA / 9.34 I 2 5.97 NA / 76 NA / 0.825 NA / 16.65 Reach (36 ") 8.30 NA/ 1.185 NA / 15.47 100 -YEAR 1 2.33 70 / 81 0.485/ 0.686 9.70/ 15.71 I 2 5.97 76 / 76 1.514/ 1.514 29.70 / 30.10 Reach (36 ") 8.30 1.976 / 2.154 24.28 / 21.88 *Weighted curve number I Table 2. Pond Modeling Results (existing conditions /proposed conditions) 2.5" Rainfall 10 -YEAR 100 -YEAR I Inflow (cfs) 5.42/9.40 NA/24.51 29.70/43.44 Peak Discharge Outflow Rate (cfs) 2.62/4.75 NA/15.53 16.27/21.92 Peak Water Elevation (ft) 842.44/842.93 NA/844.05 844.58/845.44 I Storage Capacity (cf) 2,464/17,487 NA/24,295 17,596/35,301 I I I I Stormwater Management Plan- East Oaks P. U.D. 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SECOND ADDITION OAK PARK HEIGHTS, MINNESOTA DRAWN BY RCS CHECKED BY SAW PROJECT ENGINEER SAW PROJECT NO. 5046 DATE 6/9/04 FILE NAME REVISIONS Fd,A HbL,L,ow P. LL b. o F 0 i II \ 1 � -- �' 11 I , \II 61 1 I I II \ \ \� j K I I I III -) II \ \\ \ II , � I I \ t \ nI \ I i' I / � I �\ IF I I I 11111 U) �� 1 , I I I I II \\ II \, i i lI �; i t �I I III AI1 \ 1 1c...011 I ----) W \ ` I I\ I I I I I li \ > ( 1_0\ I III � 0 \ \I \ I I rn \m \ I 1 1 I I II �\� \\ I I I I I I I I ; II 1 N N `� \`� I I I I II ; I `� N \\ / /J I III \ / III 1 IIII I I I ,II I I 1 II 1� I II I I o Ii;I 1 i t I I 1 CO CO OD Cr rn C O BUILD P BUILDING EXTENDS 5' BEYOND BUILDING FOOTPRINT PAD. HIGHWAY 36 EASTBOUND LANE BUILDING PAD EXTEN ' SHOWN ON PLANS. TOP OF PAD ELEVATION IS 856.50 I ----= - EDGE OF EXISTING BITUMINOUS --\ CO .- / _ - - -- - _ -- eeo _ - _ _ - ter- � -��z = _ -- __ _'-- -e _ �¢ _ - - - .- ._. -.- -t- -- _ ' - =_ _.....-.....-.--...7.-.- � - - - r te-= R =R.=� - - - -- ��= �u-- - - � ,�- - -- R r te- _--� -- o T I s I I I 60TH STREET NORTH I I ,_EDGE of EXISTING BITUMINt S o I, I 1 I _ I ` ` 662.13- L r - -- I \ \ d / -- y� GRAVEL-, - -- - -- 1 _ I -712-- _ 7 -- -' - - - _ - _ - - - - - - --- --- - -- - -- _ _ /• - 4 \ : gy I / I \ e , � )(p -� � _,. - _ - - - L.. _ - � � r EXISTING ASPHALT ELEV � - 1 - gyp+' - - - - / - - \ - I � -657 B8 t0 \ '' --- \ I i / / .r ` - --- - / \ / AF f / N . 1 \r ' ' A N 3 3 0) 11 I o / � �- I II tl I _ I I i - - zwwo 5, ' y II': I / _ $41 \ \ ■ \ / '+ i / SCALE 1 �� 1 / ti TEM PpO0RRAj�RR r coNSTRUCnbn� \ / i\ / o II I l II I M J T � �NI� , � � / 8560 .= r-I ' ENTRANCC \ N. __ �.t I CONSTRUCT BUILDING • • D. y m w z !, lI ! . 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R' I I c9 II !I II f / r - - • - - --I • • a:: ' ; t • . : : : ; : , ; \ Y 1� . V .. :i : l: ' ' k I I 1 / WAT ELEVATION EXISTING POND AT II I{ ,d EXISTING EXISTING I� � � r- - - _.1 r ' - � `. - a 7 \ / I TIME pF SURVEY WA 842.0 {e-e II,, T IMNHOME EXISTING ME DOMING EXISTI { EXISTING EXISTING EXISTING EXISTING / / I .I II - �7 TIMNHOME TWINHOME TWINHOME TWINHOME TWINHOME TWINHOME I / / \ , 1 II I II r; I / \ \ NOTkS: II 1 I ' �* I�TS TYPE OF PIPE. (GOPHER TA LOCATIONS. SIZES, 1 -800 252 -1166) . i I II � .J / 2. CONTRACTOR SHALL NOTIFY THE UTILI COMPANIES AND CITY OF HUGO °. c 8I • r / / \ PRIOR TO COMMENCING WORK AND SH L BE RESPONSIBLE FOR THE II I L_ I / \ PROTECTION OF PUBLIC AND PRIVATE LITIES DURING CONSTRUCTION. 1 / \ 3. CONTRACTOR SHALL BE RESPONSIBLE • - ARRANGING ALL REQUIRED i I II i / / \ INSPECTIONS WITH THE GOVERNING AU ORITY HAVING JURISDICTION n I I II � L - - - - -7 / / \ OVER THE WORK TO BE PERFORMED I ACQUIRING PERMITS. c 0 v J II L.i \ 4. CONSTRUCT BUILDING PAD IN ACCORDA CE WITH THE SOIL BORING I L, - EXISTING r - II I L _I \ 7NBSHgAE ai TNINHOME I- - . J REPO UNLESS OTHERWISE SPECIFIED. 1 _ I , II I \ / / 5. CONTRACTOR SHALL SAVE TREES WHER VER POSSIBLE. VERIFY ALL i. r I II _ __ _ \ / REMOVALS WITH THE ENGINEER AND CI I . - I 1 1 '1 i '� . \ \ / ..„../ 6. DIMENSIONS A TO FACE OF CURB UN SS OTHERWISE NOTED. '' ; . e. I I i h { \` - - d \\, \ / / 7. RESTORE ALL DISTURBED AREAS WITH SALVAGED TOPSOIL i °--- L" . \ / SEED AND MULCH A PER SPECIFIC TIONS UNLESS OTHERWISE NOTED. "'. - - = = 8. EROSION CONTROL FENCE SHALL BE IN • TALLED WHERE SHOWN OR NOTED En y r - - - - - - - I L... . -. -. -. -. -• - -• -• -. -• -• -• -- -` • -. -• - - - - - - - 1 ON THE DRAWINGS PRIOR TO START OF CONSTRUCTION. Z ." I I I Fr I I - - - - - - 9. EROSION MAT SHALL BE INSTALLED ON ALL SLOPES 4:1 OR STEEPER `� � I z EXISTING i . AND IN DRAINAGE SWALES. l ,1„ TMINHOME I FTC .. if - 10. TEMPORARY ROCK CONSTRUCTION ENTR NCE SHALL BE INSTALLED IN rr! ° I ) LOCATIONS WHERE CONTRUCTION VEHI• ES WILL EXIT THE SITE. I _I . - FIGURE 4 11 PAVE ENTS A T N ND EBR T EACH DAY EXISTING ROAD OR 12. PROTECT EXISTING PROPERTY PINS. NOT FO CONSTRUCTION SH NO. 3 OF 7 S. I 1 - HIGHWAY 36 EASTBOUND LANE EDGE W EXISTING BITUMINOUS --, cn Z REMOVE AND REPLACE EXISTING ASPHALT, 0 . -. -. -. -. -` -. r. - -. .. -` -. _ -. - CONCRETE BASE LAYER AND GRAVEL AS . - y CONNECT TO EX. WATERM ril u) TO AIN CC NEEDED INSTALL SERVICES RESTORE GATE VALVE AND 80 %. TO MATCH EXISTING. W Q EXISTING WATERMAIN - IN 166' CASING. -• • - S 1..- w _.. ' -' '• - ! SEE DETAIL SHEET. _� Q _ 0 I EXISTING SANITARY MH 28 60TH STREET NORTH ! \ >--EDGE OF EXISTING BITUMINOUS ° 0 E =86 3.3 3 /� EDTIE GRAVEL N n `"'"-� \ I I \ 1 EXISTING SI�NITARY MH 27 R =15' (TYP,) � ,— ATCH EXI STING ASPHALT _ ELEVATION \ • IE =845.70 - - � •�-- ~`-- ^� - - -' I _ lA � I 259 lF 6� DIP CL52 �� " TN n•B57.BR y 3 3 I ' 48 LF 2' COPPER WATER SERVICE i SEE DETAIL SHEET ® F CI) Q in O OI - ` I - • - - - • SEE DETAIL SHEET, 7' MIN BURY, - - - • 7' MIN. BURY I SCALE 1 " =30' - . - -.- - . .- . -. -. -. CURB STOP AND .E X' I 1�� - 3 15.33' 99.0' 1 .33 BOX IN PAVEMENT. E I _ o tO g EXISTING SS MH II • _ _ _ __. _ _. _ - 25' BUILDING I I / 96 IF 2" COPPER WA ERNCE ro O I,E.- 847.00 II �� II I 9' 5' MADE SETBACK SEE DETAIL SHEET 7' M BURY. % >. Z EXISTING SANITARY MH 26 + SIDEWALK --I ■ m o I - I - 2 11 r. -- - - - - -- - - - - - � 1 10'ewLDINC w�u a - - - SEE SHEET 4 II I1 R =3.5' PHASE 1 _ I _- - 25 ' BUILDING , SE TBACK - - - w o o Z -, II • I �. � I OFFICE BUILDING L U a a o r /,,(( _. ,� , , sETeACK I �, O I II �Ir� A I _ - 11 4 DEGREE BEND -.x"'P 1 11 Y� R . 7T F.F. FF = 857.00 1/ •�6 1 HANDICAP PARKING 51 NS I m 6 1 (3 TOTAL) EXISTING O a I SEE SHEET55MH B I �� ` R =10.0' R =2.0 /141:1111111111111..---- (BY SEPARATE CONTRACT) �F 6 PVC SDR 35 EXISTING OFFICE BUILDING ' I RESNRANT a O Z F I it . �� � � ��= DETML�SHEET ; (BY SEPARATE CONTRACT) I 1 PEDESTRIAN RAMP ( • OF 2) P.I�O r APT 1 I _ 4 `\ c g � _ - F.F. GARAGE LEVEL 849.50 I SEE DETAIL SHEET a Z W L L BLD �� ' \ , CE EXIS ''SI a YP - R� 3 2 IF 8' SDR 35 to O - z 1 i 10 1 i !h I REMOVE REPLACE TIN 1190/ 1- � I 1 I 1 - _ _ i I ASPHALTAVEL, CURD I . ■ �� « T _ I L- J I 1 cuiTER EEDED TO TALL I I I ' " � " - SEE ShfE SAN' k Y ,0 i I �. I UTILITIES. STORE TO CH I -�� --� T < =3 5 ' �� L 1 EIDSIING I II R =3,5' 2 -- - �•i I EASEMENT ( -.) 1 I x 4 7 4 II 1 � - R =10.0' 1 I aX H I I I aD LF 8� PVC SDR 35 �Q MH THEE I TR ASH ENCLOSURE AND CONCRETE SL a p I I I It I T ' SEE DETAIL SHEET �����. ;), _ E SHEET 4 l J (BY SEPARATE CONTRACT? 1- i I ( b I c ONcRE1E WDEWALK RE AINING WALL \ 8 LF -15" R R =10' EXISTING SANI RY MH 25 w W ''r PHASE / I SEE SHEE 5 F Z re - - - - - I ( BY SEPERATE CO 2 PHASE CONDOMINIUM BUILDING (BY SEPARATE 10' ���'��� I - g��5 1, �! '. XCEL ENERGY PROPERTY r p O o I CONTRACT S a3 3 �� / �� /. 111 ` ^+b, F,F, GARAGE LEVEL = 847,00 IE =84 ♦•/ _' ` /• XIS7ING SS MH 7 ✓ g o ti ��, w �,�,� \ F,F, MAIN LEVEL = 860.00 fj 45 k 22 t/2 DECRE j� = J SEE SHEET 5 = m ._ j rc • CONCRETE CB 101 L ' I • 1 ' \ 10' BUILDING APRON, TYP. - RE =846.14 CB 102 5 1 F -24 C LASS 3 RCP 1 , '� SETBACK POOL A ND PATiO (BY BUILDING IE =841,64 IEeBa 600 I RET NING WALL (S CONTRACT) CONTRACTOR) liA,__ 1 2 IF 4' RCP I I- Q �•- IE =841,85 il II a� „ 1 r.. 45 ' -15” CLASS 2 RCP O O.OSR O 1 1 W I !) 9 • `I FES IE= 8 42.5 8 An • 1 1 �0 /1 11 1 ) I I iii ._ ' PE ENDS FLUSH 1 Z a �Z /) L . RETAINING WALL WITH WALL FACE O Q Z 2 I II IE =841.79 SEE • ' Q Q. VA CY FEN r DETAIL SHEET. 1 I - CONn ) ' .- •- ,- .- .- .- , 1 1 DRAINAGE AND UTILITY EASEMENT (TYR) Yn O a -J # / 30' BUILDIN. r Ow '' � • SETBACK i.'r RIP RAP I 1 a J ._I = _ I L t / 201.53' SEE DETAIL SHE ET • - - - - - - � w LJ 1 - _ - _ O Y / REMOVE EXIS11NG 21' RCP OUTLET PIPE I I I/ XISTING STORM POND INLET TO REMAIN 0 1 ......0 iiii _ i1 i 1- 1 . I 7 . ti . EXISTING EXISTING ' EXISTING EXISTING EXISTING EXISTING EXISTING EXISTING I i 1 II TWINHOME TWINHOME TWINHOME TWINHOh1E TWINHOME TWINHOME TWINHOME TWINHOME i ll x I 1. CONTRACTOR SHALL VERIFY ALL UTIUTIES FOR OCATIONS, SIZES. II k I INVERTS AND TYPE OF PIPE. (GOPHER STATE • E CALL 1 -800- 252 -1168) 0 XI n I II 1 _ J 2. CONTRACTOR SHALL NOTIFY THE UTIUTY COMP IES AND CITY OF OAK PARK v II 1 r / \ HEIGHTS PRIOR TO COMMENCING WORK AND SH U. BE RESPONSIBLE FOR THE II / / \ PROTECTION OF PUBLIC AND PRIVATE UTILITIES DURING CONSTRUCTION. 1 1 n r -I J N 1 / / \ 1 3. CONTRACTOR SHALL BE RESPONSIBLE FOR ARR NGING ALL REQUIRED NI v `� n 1 I / \ INSPECTIONS WITH THE GOVERNING AUTHORITY AVING JURISDICTION o 11 I ■ / \ OVER THE WORK TO BE PERFORMED AND AMU RING PERMIT Ca L A . I J 1I - - - --L i 1 $ I L, EXISTING r I L- J C 4\ SEE SHEET 4 FOR TREE REMOVALS 1 I TWINHOME L - II L. J EXISTING 1 k J -- I II 1 \ TVANHOME ' DIMENSIONS ARE TO FACE OF CURB UNLESS 0 ERWISE NOTED. o n r I " I ,� — \ \ / / / 6. SEED RESTORE ND MULCH AREAS PER SPECIFICATIONS NLESS OTHERWISE NOTED. I I. -' II 1 \ / 7, BURY DEPTH OF ALL WATER SERVICES SHALL =E 7.5 FEET MINIMUM \ ,./"/.-. / UNLESS SPEaFIED OTHERWISE , r- - - - II I � v : , __ __ _ , p4 -' -. -. -. -, -• -. -. -. -. -. -. -, -. _. -. - -_ - - -' ,� \ / a ALL E %IS11NG TOPOGRAPHIC AND SURVEY INF•�'MATION WAS SUPPLEID BY ' CORNERSTONE LAND SURVEYING, XI I I 44 Z T _. , I G. SAWCUT EDGE OF PAVEMENT TO BE REMOVED `1.! Z I•+ EXISTING „:,�, - - - "- __ =' �K., I C7 1 .w \� $ _ N Z i l'\ FIGURE 5 L. J r '� �- -=" `•� NOT FOR CONSTRUCTION SHEET NO. 2 0F7 � APPENDIX A � MODELING RESULTS FOR � EXISTING CONDITIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 • 4R 1 Commercial Outlot sting 36 in Pipe /3P\ Pond 1 1 Twinhome Area 1 I 1 1 L C o o-z. OP S ubcat1 Reach • on. Drainage Diagram for East Oaks Exist 2004 f Prepared by {enter your company name here) 3/4/2004 HydroCAD® 7.00 s/n 002721 ®1986.2003 Applied Microcomputer Systems 1 ' East Oaks Exist 2004 Type 11 24 -hr 1 Year Rainfall= 2.40" Prepared by Stevens Engineers - JPD Page 1 HydroCADO 7.00 s/n 002721 ®1986 - 2003 Applied Microcomputer Systems 3/5/2004 9:09:34 AM Time span= 5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor- Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Commercial Outlot Runoff Area =2.330 ac Runoff Depth=0.35" Flow Length =750' Tc =9.8 min CN =70 Runoff =1.20 cfs 0.069 af Subcatchment 2S: Twinhome Area Runoff Area =5.970 ac Runoff Depth= 0.57" Tc =10.0 min CN =76 Runoff =5.42 cfs 0.281 af Reach 4R: Existing 36 in Pipe Peak Depth =0.31' Max Vel =8.6 fps Inflow =3.35 cfs 0.339 af D= 36.0" n =0.013 L= 500.0' S= 0.0500 '/' Capacity= 149.14 cfs Outflow =3.29 cfs 0.339 af Pond 3P: Pond 1 Peak Elev= 842.44' Storage =5,553 cf Inflow =5.42 cfs 0.281 af 21.0" x 98.0' Culvert Outflow =2.62 cfs 0.271 af Total Runoff Area = 8.300 ac Runoff Volume = 0.350 af Average Runoff Depth = 0.51" I I 1 I I r I I East Oaks Exist 2004 Type 1124 -hr 1 Year Rainfall = 2 .40" I Prepared by Stevens Eng - JPD P age 2 HydroCAD® 7.00 s/n 002721 ®1 986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:34 AM Subcatchment 1S: Commercial Outlot I Runoff = 1.20 cfs @ 12.04 hrs, Volume= 0.069 af, Depth= 0.35" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 Year Rainfall= 2.40" Area (ac) CN Description 0.120 98 Paved parking & roofs 2.210 69 50 -75% Grass cover, Fair, HSG B 2.330 70 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 6 300 0.0670 0.8 Sheet Flow, Outlot Fallow n= 0.050 P2= 2.80 3.3 450 0.0530 2.3 Shallo Concentrated Flow, Outlot Nearly Bare & Untilled Kv= 10.0 fps 9.8 750 Total Subcatchment 1S: Commercial Outlot 111 Hydrograph / ®Runoff 1.20 cfs Type II 24 -hr 1 Year IA Rainfall 2.40" Runoff Area =2.330 ac Runoff Volume =0.069 of k Runoff Depth =0.35" I LL £ � Flow Length =750' Tc =9.8 min CN =70 i '''. '' fi 4 4'' i s et ' 1 y ; . 5 6 7 8 9 10 1 1 2 13 14 15 16 17 18 19 20 I Time (hours) I 1 I I I East Oaks Exist 2004 Type 11 24 -hr 1 Year Rainfall= 2.40" Prepared by Stevens Engineers - JPD Page 3 HydroCAD® 7.00 s/n 002721 © 1986-2003 Applied Microcomputer Systems 3/5/2004 9:09:34 AM I Subcatchment 2S: Twinhome Area I Runoff = 5.42 cfs @ 12.03 hrs, Volume= 0.281 af, Depth= 0.57" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 1 Year Rainfall= 2.40" I Area (ac) CN Description 2.390 98 Paved parking & roofs I 3.480 61 >75% Grass cover, Good, HSG B 0.100 83 Pond 5.970 76 Weighted Average I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 1 0.0 Direct Entry, Twinhome Area Subcatchment 2S: Twinhome Area I Hyd rog ra ph 6 ® Runoff 5.42 cfs I 5- . Type II 24 -hr 1 Year ¢` , Rainfall 2.40" I 4 Runoff Area =5.970 ac Runoff Volume =0.281 af , Runoff Depth= 0.57" 3 " LL a Tc =10.0 min 2 CN =76 w I r ; I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I 1 East Oaks Exist 2004 Type II 24 -hr 1 Year Rainfall= 2.40" Prepared by Stevens Engineers - JPD Page 4 HydroCAD® 7.00 s/n 002721 m 1986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:34 AM Reach 4R: Existing 36 in Pipe 1 [52] Hint: Inlet conditions not evaluated Inflow Area = 8.300 ac, Inflow Depth = 0.49" for 1 Year event Inflow = 3.35 cfs © 12.11 hrs, Volume= 0.339 af Outflow = 3.29 cfs @ 12.15 hrs, Volume= 0.339 af, Atten= 2 %, Lag= 2.1 min I Routing by Stor -Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 8.6 fps, Min. Travel Time= 1.0 min Avg. Velocity = 4.4 fps, Avg. Travel Time= 1.9 min Peak Depth= 0.31' @ 12.12 hrs Capacity at bank full= 149.14 cfs Inlet Invert= 815.00', Outlet Invert= 790.00' 36.0" Diameter Pipe n= 0.013 Length= 500.0' Slope= 0.0500 '/' Reach 4R: Existing 36 in Pipe I Hyd rog ra ph Inflow 3.35 cfs Outllow 3.29 Inflow Area =8.300 ac 3 Peak Depth =0.31' Max Vet =8.6 fps D=36.0" • 2 n =0.013 LL �f L=500.0' S =0.0500''I' Capacity =149.14 cfs n . ic 5 6 7 8 9 10 11 12 13 14 18 16 17 18 19 20 Time (hours) 1 1 1 I I I East Oaks Exist 2004 Type 11 24 -hr 1 Year Rainfall= 2.40" Prepared by Stevens Engineers - JPD Page 5 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM I Pond 3P: Pond 1 I Inflow Area = 5.970 ac, Inflow Depth = 0.57" for 1 Year event 5 Inflow 5.42 cfs @ 12.03 hrs, Volume= 0.281 af Outflow = 2.62 cfs @ 12.16 hrs, Volume= 0.271 af, Atten= 52 %, Lag= 7.9 min I Primary = 2.62 cfs © 12.16 hrs, Volume= 0.271 af Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 841.73' Surf.Area= 3,597 sf Storage= 2,464 cf I Peak Elev= 842.44' @ 12.16 hrs Surf.Area= 4,343 sf Storage= 5,553 cf (3,089 cf above start) Plug -Flow detention time 117.3 min calculated for 0.214 af (76% of inflow) Center -of -Mass det. time= 20.4 min ( 840.7 - 820.3 ) 1 # Invert Avail.Storage Storage Description 1 841.00' 28,098 cf Custom Stage Data (Prismatic) Listed below I Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 841.00 2,895 0 0 I 842.00 3,856 3,376 3,376 844.00 6,080 9,936 13,312 846.00 8,706 14,786 28,098 I # Routing Invert Outlet Devices 1 Primary 841.73' 21.0" x 98.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 I Outlet Invert= 819.97' S= 0.2220 '/ n= 0.013 Cc= 0.900 Primary OutFlow Max =2.59 cfs © 12.16 hrs HW= 842.43' (Free Discharge) t-1= Culvert (Inlet Controls 2.59 cfs @ 2.9 fps) 1 I I I I I I I I East Oaks Exist 2004 Type II 24 -hr 1 Year Rainfall = 2.40" Prepared by Stevens Engineers - JPD Page 6 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM Pond 3P: Pond 1 , Hydrograph 6 5.42 cfs Inflow I t I a Primary Inflow Area= 5.970 ac 5- Peak EIev= 842.44' 1 Storage =5,553 cf 4 U 21.0 "x98.0'Culvert c 3 2.62 cis LL 2 1 - 0 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I I I 1 1 1 East Oaks Exist 2004 Type II 24 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 7 HydroCAD® 7.00 s/n 002721 ® 1 986 - 2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM Time span =5.00 -20.00 hrs, dt =0.05 hrs, 301 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Commercial Outlot Runoff Area =2.330 ac Runoff Depth= 2.50" Flow Length =750' Tc =9.8 min CN =70 Runoff =9.70 cfs 0.485 af Subcatchment 2S: Twinhome Area Runoff Area =5.970 ac Runoff Depth= 3.04" Tc =10.0 min CN =76 Runoff=29.70 cfs 1.514 af Reach 4R: Existing 36 in Pipe Peak Depth=0.82' Max Vel =15.6 fps Inflow=24.44 cfs 1.977 af D= 36.0" n =0.013 L= 500.0' S= 0.0500 '/' Capacity = 149.14 cfs Outflow=24.28 cfs 1.976 af Pond 3P: Pond 1 Peak Elev= 844.58' Storage= 17,596 cf Inflow=29.70 cfs 1.514 af 21.0" x 98.0' Culvert Outflow=16.27 cfs 1.493 af Total Runoff Area = 8.300 ac Runoff Volume = 1.999 of Average Runoff Depth = 2.89" I I I I I 1 I I I East Oaks Exist 2004 Type 1l 24 -hr 100 Year Rainfall = 5.90" I Prepared by Stevens Engineers - JPD Page 8 HydroCAD® 7.00 s/n 002721 01986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM Subcatchment 1S: Commercial Outlot I Runoff = 9.70 cfs @ 12.02 hrs, Volume= 0.485 af, Depth= 2.50" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Type II 24 -hr 100 Year Rainfall = 5.90" Area (ac) CN Description III 0.120 98 Paved parking & roofs 2.210 69 50 -75% Grass cover, Fair, HSG B 2.330 70 Weighted Average Tc Length Slope Ve Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 6.5 300 0.0670 0.8 Sheet Flow, Outlot Fallow n= 0.050 P2= 2.80" 3.3 450 0.0530 2.3 Shallow Concentrated Flow, Outlot I Nearly Bare & Untilled Kv= 10.0 fps 9.8 750 Total Subcatchment 1S: Commercial Outlot Hydrograph ® Runoff 10 9.70 cfs 9 Type II 24- hr-100 Year I Rainfall -T.5.90" Runoff Area =2.330 ac ' Runoff Volume =0.485 af Runoff th =2.5 0 6 Hoff Dep - „ o 5= Flow Length =750' a Tc =9.8 min 3 CN -70 I R !n.W t 6 7 8 9 10 11 12 13 14 15 18 17 18 19 20 Time (hours) I I I I I East Oaks Exist 2004 Type 11 24 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 9 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM I Subcatchment 2S: Twinhome Area Runoff = 29.70 cfs © 12.01 hrs, Volume= 1.514 af, Depth= 3.04" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs I Type II 24 -hr 100 Year Rainfall = 5.90" Area (ac) CN Description 2.390 98 Paved parking & roofs I 3.480 61 >75% Grass cover, Good, HSG B 0.100 83 Pond 5.970 76 Weighted Average I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1 10.0 Direct Entry, Twinhome Area Subcatchment 2S: Twinhome Area Hydrograph 32 ® Runoff 29.70 cfs I 30 28= Type II 24 -hr 100 Year 26 Rainfall= 5.90" I 24= Runoff Area =5.970 ac 22 ^ 2 0 Runoff Volume =1.514 af 1 u 18- -0, m T -1 3.04.. Runoff Depth C= 14- I 12 . mrn CN =76 10 , f` 4 8 s r 6' fi m 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I East Oaks Exist 2004 Type 1124 -hr 100 Year Rainfall= 5.90" I Prepared by Stevens Engineers - JPD Page 10 HydroCAD® 7.00 s/n 002721 © 1986-2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM Reach 4R: Existing 36 in Pipe I [52] Hint: Inlet conditions not evaluated I Inflow Area = 8.300 ac, Inflow Depth = 2.86" for 100 Year event Inflow = 24.44 cfs @ 12.05 hrs, Volume= 1.977 af Outflow = 24.28 cfs @ 12.06 hrs, Volume= 1.976 af, Atten= 1 %, Lag= 1.0 min I Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Max. Velocity= 15.6 fps, Min. Travel Time= 0.5 min I Avg. Velocity = 6.0 fps, Avg. Travel Time= 1.4 min Peak Depth= 0.82' @ 12.05 hrs Capacity at bank full= 149.14 cfs Inlet Invert= 815.00', Outlet Invert= 790.00' 36.0" Diameter Pipe n= 0.013 Length= 500.0' Slope= 0.0500 '/' Reach 4R: Existing 36 in Pipe I Hydrograph inflow I 24.44 c fs j - - ®OuCbW 26 24 28 � Inflow Area-- ac 24 1 22- 4 * Peak Depth , t',.; Max Vel=15.6 fps ,6 D =36.0' r z{ =0013 I 3 14 l 0 a i L=500.01 a 12_ �� 10: ' s= 0.0500_'/' r ° , Capacity-149.14 _ cfs 25:o,:r2w : .'. � S "V " i8 g Wry 3 y i$ I &` 0 ., '-5' '"'' :),, f, E ' :a ` £ . b:� 5 x ^ , .rs a ^ . ''''.ry 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 111 Time (hours) 1 I I I I East Oaks Exist 2004 Type 11 24 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 11 HydroCAD® 7.00 s/n 002721 01986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM I Pond 3P: Pond 1 I Inflow Area = 5.970 ac, Inflow Depth = 3.04" for 100 Year event Inflow = 29.70 cfs @ 12.01 hrs, Volume= 1.514 af Outflow = 16.27 cfs @ 12.13 hrs, Volume= 1.493 af, Atten= 45 %, Lag= 6.9 min I Primary = 16.27 cfs © 12.13 hrs, Volume= 1.493 af Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.05 hrs Starting Elev= 841.73' Surf.Area= 3,597 sf Storage= 2,464 cf I Peak Elev= 844.58' @ 12.13 hrs Surf.Area= 6,841 sf Storage= 17,596 cf (15,132 cf above start) Plug -Flow detention time= 40.3 min calculated for 1.431 af (95% of inflow) Center -of -Mass det. time= 14.6 min ( 799.1 - 784.5 ) I # Invert Avail.Storage Storage Description 1 841.00' 28,098 cf Custom Stage Data (Prismatic) Listed below I Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 841.00 2,895 0 0 I 842.00 3,856 3,376 3,376 844.00 6,080 9,936 13,312 846.00 8,706 14,786 28,098 $ # Routing Invert Outlet Devices 1 Primary 841.73' 21.0" x 98.0' long Culvert RCP, end - section conforming to fill, Ke= 0.500 I Outlet Invert= 819.97' S= 0.2220 '/' n= 0.013 Cc= 0.900 Primary OutFlow Max=16.21 cfs @ 12.13 hrs HW= 844.56' (Free Discharge) L1= Culvert (Inlet Controls 16.21 cfs © 6.7 fps) 1 1 1 I I I it I 1 East Oaks Exist 2004 Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 12 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:09:35 AM Pond 3P: Pond 1 I Hyd rog ra ph inflow 32- 29 70 cfs ® Primary Inflow Area =5.970 ac 28. • % Peak Elev= 844.58' 26- 24- Stora a =17 596 cf x 3 9 22 21.0" x 98.0' Culvert 20 t . 18 16.27 cfs 3 16= o - i "14_ 12- 8= 4i. d ? . � 2' 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 I 1 I I 1 1 East Oaks Exist 2004 Type I124-hr 2 Year Rainfall =2.80" Prepared by {enter your company name here} HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 Pond 3P: Pond 1 1 ' - 846 Stage- Discharge Primary II 845- 844 - 843 ^ r` 842 - 841 8 10 12 14 16 18 20 Discharge (cfs) I 1 East Oaks Exist 2004 Type 1124 -hr 2 Year Rainfall = 2.80" Prepared by {enter your company name here) HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 Pond 3P: Pond 1 Stage-Area-Storage n 3 ; A e . ,t a sG i `:± 0 500 1,000 1.500 2,000 2,500 3.000 3,500 4,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 ri Surface ® Storage 848J 845 844 w 843 842 841 0 5,000 10,000 15,000 20,000 25,111 Storage (cubic -feet) I I 1 1 1 APPENDIX B 1 MODELING RESULTS FOR � PROPOSED CONDITIONS 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 4R 1 sti n 36 i n P i Commercial Outiot 9 Pe 3P Pond 1 1 Twinhome Area 1 1 1 1 Pk D COL T =T =OLX Subca Reach ' on • Drainage Diagram for East Oaks Proposed 2004 Prepared by Stevens Engineers - JPD 3/5/2004 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 1 East Oaks Proposed 2004 Type 1124 -hr 2.5 in rainfall Rainfall= 2.50" Prepared by Stevens Engineers - JPD Page 2 HydroCAD® 7.00 s/n 002721 ®1986 - 2003 Applied Microcomputer Systems 3/5/2004 9:28:16 AM Time span =5.00 -20.00 hrs, dt =0.03 hrs, 501 points Runoff by SCS TR -20 method, UH =SCS ' Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Commercial Outlot Runoff Area =2.330 ac Runoff Depth= 0.86" ' Flow Length =750' Tc =5.2 min CN =81 Runoff =4.02 cfs 0.166 af Subcatchment 2S: Twinhome Area Runoff Area =5.970 ac Runoff Depth =0.62" ' Tc =10.0 min CN =76 Runoff=6.08 cfs 0.309 af Reach 4R: Existing 36 in Pipe Peak Depth=0.37' Max Vel =9.6 fps Inflow =4.75 cfs 0.451 af D= 36.0" n =0.013 L= 500.0' S= 0.0500 '/' Capacity= 149.14 cfs Outflow =4.71 cfs 0.450 af Pond 3P: Pond 1 Peak Elev= 842.93' Storage= 17,487 cf Inflow =9.40 cfs 0.475 af Outflow=4.75 cfs 0.451 af ' Total Runoff Area = 8.300 ac Runoff Volume = 0.475 of Average Runoff Depth = 0.69" I I East Oaks Proposed 2004 Type 1124 -hr 2.5 in rainfall Rainfall= 2.50" I Prepared by Stevens Engineers - JPD Page 3 HydroCAD® 7.00 s/n 002721 © 1986-2003 Appl M Systems 3/5/2004 9:28:16 AM Subcatchment 1S: Commercial Outlot I Runoff = 4.02 cfs c 11.97 hrs, Volume= 0.166 af, Depth= 0.86" Runoff by SCS TR -20 method, UH=SCS, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs ' Y � p , Type II 24 -hr 2.5 in rainfall Rainfall= 2.50" Area (ac) CN Description I 1.240 98 Paved parking & roofs 1.090 61 >75% Grass cover, Good, HSG B I 2.330 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 300 0.0670 2.6 Sheet Flow, Outlot S mooth surfaces n= 0.011 P2= 2.80" 111 3.3 450 0.0530 2.3 Shallow Concentrated Flow, Outlot N early Bare & Untilled Kv= 10.0 fps 5.2 750 Total Subcatchment 1S: Commercial Outlot I Hydrograph / ®Runoff 4. 02c f s 4 _ f Type 1124 -hr 2.5 in rainfall I 4 Rainfall= 2.50" _ z Runoff Area= 2.330 ac 3 Runoff Volume =0! 166 of I - i.- Runoff Depth =0.86" Flow Length=750' I et Tc =5.2 m i n ,, CN =81 I 1 ICI , �,, �' "+ a d - ,'- '°€js" e.v !"c Rf: . '64,14 < .-" ,;; s sx r 3 ? 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) , I I 1 East Oaks Proposed 2004 Type 11 24 -hr 2.5 in rainfall Rainfall= 2.50" Prepared by Stevens Engineers - JPD Page 4 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:16 AM Subcatchment 2S: Twinhome Area ' Runoff = 6.08 cfs © 12.03 hrs, Volume= 0.309 af, Depth= 0.62" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs ' Type II 24 -hr 2.5 in rainfall Rainfall= 2.50" Area (ac) CN Description 2.390 98 Paved parking & roofs ' 3.430 61 >75% Grass cover, Good, HSG B 0.150 85 Pond 5.970 76 Weighted Average ' Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 10.0 Direct Entry, Twinhome Area Subcatchment 2S: Twinhome Area ' Hydrograph Runoff 6.08 cfs 6- t 4 Type II 24 -hr 2.5 in rainfall Rainfall= 2.50 " 5- Runoff Area =5.970 ac Runoff Volume - 0.309 af 4 Runoff Depth =0.62" ' 3 Tc =10:0 min o - CN =76 2- Iry r,. 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1 East Oaks Proposed 2004 Type 1124 -hr 2.5 in rainfall Rainfall= 2.50" Prepared by Stevens Engineers - JPD Page 5 HydroCAD® 7.00 s/n 002721 m 1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:16 AM Reach 4R: Existing 36 in Pipe , [52] Hint: Inlet conditions not evaluated Inflow Area = 8.300 ac, Inflow Depth = 0.65" for 2.5 in rainfall event Inflow = 4.75 cfs @ 12.12 hrs, Volume= 0.451 af Outflow = 4.71 cfs @ 12.15 hrs, Volume= 0.450 af, Atten= 1%, Lag= 1.6 min Routing by Stor- Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Max. Velocity= 9.6 fps, Min. Travel Time= 0.9 min Avg. Velocity = 4.4 fps, Avg. Travel Time= 1.9 min Peak Depth= 0.37' @ 12.13 hrs Capacity at bank full= 149.14 cfs Inlet Invert= 815.00', Outlet Invert= 790.00' 36.0" Diameter Pipe n= 0.013 Length= 500.0' Slope= 0.0500'/' Reach 4R: Existing 36 in Pipe 9 P e Hydrograph - - .Inflow 1 4.75 cfs ( m Outflow 5 4.71 cfs Inflow Area =8.300 ac Peak Depth= 0.37' r 4_ ':;1 Max VeI =9.6 fps 1 =36. .76-1 3 n =0.013 LL L=500.0 2 S =0.0500 'I' apace = 4 .14 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1 1 I I East Oaks Proposed 2004 Type 11 24 -hr 2.5 in rainfall Rainfall = 2.50" Prepared by Stevens Engineers - JPD Page 6 HydroCAD® 7.00 s/n 002721 01986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:16 AM I Pond 3P: Pond 1 I Inflow Area = Inflow 8.300 ac, Inflow Depth = 0.69" for 2.5 in rainfall event 9 9.40 cfs © 12.00 hrs, Volume= 0.475 af Outflow = 4.75 cfs c@ 12.12 hrs, Volume= 0.451 af, Atten= 50 %, Lag= 7.3 min I Primary = 4.75 cfs © 12.12 hrs, Volume= 0.451 af Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Starting Elev= 842.00' Surf.Area= 5,000 sf Storage= 11,895 cf I Peak Elev= 842.93' © 12.12 hrs Surf.Area= 5,919 sf Storage= 17,487 cf (5,592 cf above start) Plug -Flow detention time= 253.4 min calculated for 0.178 af (37% of inflow) Center -of -Mass det. time= 24.0 min ( 836.2 - 812.2 ) I # Invert Avail.Storage Storage Description 1 838.00' 39,761 cf Custom Stage Data (Prismatic) Listed below I Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic-feet) 838.00 2,000 0 0 I 840.00 3,000 5,000 5,000 841.00 2,895 2,948 7,948 842.00 5,000 3,948 11,895 844.00 6,966 11,966 23,861 846.00 8,934 15,900 39,761 I # Routing Invert Outlet Devices 1 Primary 842.00' 24.0" x 90.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 820.00' S= 0.2444'/' n= 0.013 Cc= 0.900 2 Device 1 840.00' 15.0" Vert. Orifice /Grate C= 0.600 I 3 Device 1 840.00' 15.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =4.72 cfs © 12.12 hrs HW= 842.93' (Free Discharge) I L1= Culvert (Inlet Controls 4.72 cfs © 3.3 fps) r 2= Orifice /Grate (Passes < 5.70 cfs potential flow) 3= Orifice /Grate (Passes < 5.70 cfs potential flow) I I I I I 1 East Oaks Proposed 2004 Type /124 -hr 2.5 in rainfall Rainfall= 2.50" 1 Prepared by Stevens Engineers - JPD Page 7 HydroCAD® 7.00 s/n 002721 m 1986 - 2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM Pond 3P: Pond 1 I Hydrograph _ 1 . .:_._ El Inflow I 9.40 cfs i Primary 10 inflow Area =8.300 ac 9 . ' Peak E(ev= 842.93' 8 Storage= 17,487 cf 7 6" • 5- 4.75 cfs 4. ;., 4 * 3 2- we r n c r f 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) , 1 i 1 1 1 1 ' East Oaks Proposed 2004 Type 11 24 -hr 10 Year Rainfall = 4.10" Prepared by Stevens Engineers - JPD Page 8 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM Time span =5.00 -20.00 hrs, dt =0.03 hrs, 501 points Runoff by SCS TR -20 method, UH =SCS Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Commercial Outlot Runoff Area =2.330 ac Runoff Depth= 2.04" Flow Length =750' Tc =5.2 min CN =81 Runoff=9.34 cfs 0.396 af Subcatchment 2S: Twinhome Area Runoff Area =5.970 ac Runoff Depth= 1.66" ' Tc =10.0 min CN =76 Runoff =16.65 cfs 0.825 af Reach 4R: Existing 36 in Pipe Peak Depth=0.65' Max Vel =13.6 fps Inflow=15.53 cfs 1.187 af ' D= 36.0" n =0.013 L= 500.0' S= 0.0500 '/' Capacity = 149.14 cfs Outflow=15.47 cfs 1.185 af Pond 3P: Pond 1 Peak Elev=844.05' Storage= 24,295 cf Inflow=24.51 cfs 1.221 af Outflow=15.53 cfs 1.187 of Total Runoff Area = 8.300 ac Runoff Volume =1.221 af Average Runoff Depth =1.77" I 1 I I I I East Oaks Proposed 2004 Type 1124 -hr 10 Year Rainfall= 4.10" 1 Prepared by Stevens Engineers - JPD Page 9 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM Subcatchment 1S: Commercial Outlot I Runoff = 9.34 cfs @ 11.96 hrs, Volume= 0.396 af, Depth= 2.04" I Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Type II 24 -hr 10 Year Rainfall= 4.10" Area (ac) CN Description I 1.240 98 Paved parking & roofs 1.090 61 >75% Grass cover, Good, HSG B I 2.330 81 Weighted Average Tc Length Slope Velocity Capacity Description I (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 300 0.0670 2.6 Sheet Flow, Outlot Smooth surfaces n= 0.011 P2= 2.80" 3.3 450 0.0530 2.3 Shallow Concentrated Flow, Outlot Nearly Bare & Untilled Kv= 10.0 fps 5.2 750 Total I Subcatchment 1S: Commercial Outlot Hydrograph 10 9.34 cfs ! Runoff 9 Type if `24 -hr 10 Year 8- Rainfall =4.10' to Runoff - Area= 2.330 ac • Runoff Volume= 0.396 af II 3 5 Runoff Depth 2.04 I Flow Length =754' 4" Tc =5.2 min f � 3 CN =81 2 ? k,'' 1 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I East Oaks Proposed 2004 Type 11 24 -hr 10 Year Rainfall = 4.90" Prepared by Stevens Engineers - JPD Page 10 HydroCAD® 7.00 s/n 002721 © 1986-2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM I Subcatchment 2S: Twinhome Area I Runoff = 16.65 cfs @ 12.02 hrs, Volume= 0.825 af, Depth= 1.66" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs I Type II 24 -hr 10 Year Rainfall= 4.10" Area (ac) CN Description 2.390 98 Paved parking & roofs t 3.430 61 >75% Grass cover, Good, HSG B 0.150 85 Pond 5.970 76 Weighted Average I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 10.0 Direct Entry, Twinhome Area Subcatchment 2S: Twinhome Area I Hydrograph 18-, ® Runoff 16.65 cfs ' 17 16= li Type II 24 -h r 10 Year 15 - _ 14 i Rainfall =4.10" I ,3 R Runoff Area =5.970 ac 11 Runoff Volume= 0.825 af ,o Runoff Depth= 1.66 it 3 9 Tc =10.0 min ii 8- i 76 6- 5 4 . I 3 2 _ ? " °¢ , s z :�fm sS` ',f1;: '� .rt ' }1 'P°' 9 a ,- " C'' , :4-04''V'''',14,441:0;4 r r 3 r', I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I I I I East Oaks Proposed 2004 Type 1124 -hr 10 Year Rainfa11= 4.10" I Prepared by Stevens Engineers - JPD Page 11 HydroCAD® 7.00 s/n 002721 m 1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM Reach 4R: Existing 36 in Pipe I [52] Hint: Inlet conditions not evaluated I Inflow Area = 8.300 ac, Inflow Depth = 1.72" for 10 Year event Inflow = 15.53 cfs © 12.09 hrs, Volume= 1.187 af Outflow = 15.47 cfs @ 12.11 hrs, Volume= 1.185 af, Atten= 0 %, Lag= 1.1 min I Routing by Stor -Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Max. Velocity= 13.6 fps, Min. Travel Time= 0.6 min I Avg. Velocity = 5.1 fps, Avg. Travel Time= 1.6 min Peak Depth= 0.65' © 12.09 hrs _ I Capacity at bank full= 149.14 cfs Inlet Invert= 815.00', Outlet Invert= 790.00' 36.0" Diameter Pipe n= 0.013 Length= 500.0' Slope= 0.0500 '/' Reach 4R: Existing 36 in Pipe I Hyd rog ra ph / r Inflowr I 17- i 15.53 cfs i Outliow 15.47 cfs - 16 f Inflow Area =8.300 ac =_ 1 15= 14- i '" 0 4 Peak Depth=0.65' 13 Max VeI =13.6 fps I ,„ 12 ,1 11- G 1 D = 36.0" 4 10 � ` ;3 13 n _ 6= L- 500:0' 6 S=0.0500 '/' � g Capacity = 149.14 cfs 3 2- ;;':: :AIL ' ' / 4 .1f ::: 4 7 ' - ...C.: ,=„0, „,,,, .„ , A^ t^ ` '` T'.e v. .r , `^ m''t "N. siF x U' c'P h eSE'' r` ,J� . . 0- 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 I Time (hours) I I I I I East Oaks Proposed 2004 Type 11 -hr 10 Year Rainfall = 4.10" Prepared by Stevens Engineers - JPD Page 12 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM I Pond 3P: Pond 1 I Inflow Area = 8.300 ac, Inflow Depth = 1.77" for 10 Year event Inflow = 24.51 cfs @ 11.99 hrs, Volume= 1.221 af Outflow = 15.53 cfs @ 12.09 hrs, Volume= 1.187 af, Atten= 37 %, Lag= 5.6 min I Primary = 15.53 cfs @ 12.09 hrs, Volume= 1.187 af Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Starting Elev= 842.00' Surf.Area= 5,000 sf Storage= 11,895 cf I Peak Elev= 844.05' @ 12.09 hrs Surf.Area= 7,020 sf Storage= 24,295 cf (12,400 cf above start) Plug -Flow detention time= 110.0 min calculated for 0.914 af (75% of inflow) Center -of -Mass det. time= 17.0 min ( 809.6 - 792.6 ) I # Invert Avail.Storage Storage Description 1 838.00' 39,761 cf Custom Stage Data (Prismatic) Listed below I Elevation Surf.Area Inc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 838.00 2,000 0 0 I 840.00 3,000 5,000 5,000 841.00 2,895 2,948 7,948 842.00 5,000 3,948 11,895 I 844.00 6,966 11,966 15,900 23,861 846.00 8,934 39,761 I # Routing Invert Outlet Devices 1 Primary 842.00' 24.0" x 90.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 820.00' S= 0.2444 '/' n= 0.013 Cc= 0.900 2 Device 1 840.00' 15.0" Vert. Orifice /Grate C= 0.600 I 3 Device 1 840.00' 15.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =15.50 cfs @ 12.09 hrs HW= 844.05' (Free Discharge) I L1= Culvert (Inlet Controls 15.50 cfs @ 4.9 fps) L 2= Orifice /Grate (Passes < 8.46 cfs potential flow) 3= Orifice /Grate (Passes < 8.46 cfs potential flow) I I I I I East Oaks Proposed 2004 Type 1124 -hr 10 Year Rainfall= 4.10" Prepared by Stevens Engineers - JPD Page 13 HydroCAD® 7.00 s/n 002721 ® 1986-2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM Pond 3P: Pond 1 , Hydrograph _. _ _.._...._.__.. 0 I n fl ow ! 24.51 cfi1 13 Primary 26 24. _ Inflow Area =8.300 ac 22 Peak Elev= 844.05' 2 Storage =24,295 cf 18 A ' 1 15.53 cfs 16 14- 4 .1 _ 12 10 # P 2 fi 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) 1 1 ' East Oaks Proposed 2004 Type II 24 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 14 HydroCAD® 7.00 s/n 002721 ®1986 - 2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM ' Time span =5.00 -20.00 hrs, dt =0.03 hrs, 501 points Runoff by SCS TR -20 method, UH =SCS ' Reach routing by Stor -Ind +Trans method - Pond routing by Stor -Ind method Subcatchment 1S: Commercial Outlot Runoff Area =2.330 ac Runoff Depth= 3.53" ' Flow Length =750' Tc =5.2 min CN =81 Runoff =15.71 cfs 0.686 af Subcatchment 2S: Twinhome Area Runoff Area =5.970 ac Runoff Depth= 3.04" ' Tc =10.0 min CN =76 Runoff =30.10 cfs 1.514 af Reach 4R: Existing 36 in Pipe Peak Depth=0.78' Max Vel =15.1 fps Inflow =21.92 cfs 2.156 af D= 36.0" n =0.013 L= 500.0' S= 0.0500 'P Capacity= 149.14 cfs Outflow =21.88 cfs 2.154 af Pond 3P: Pond 1 Peak Elev= 845.44' Storage= 35,301 cf Inflow =43.44 cfs 2.199 af Outflow =21.92 cfs 2.156 af ' Total Runoff Area = 8.300 ac Runoff Volume = 2.199 of Average Runoff Depth = 3.18" 1 1 1 East Oaks Proposed 2004 Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 15 HydroCAD® 7.00 s/n 002721 © 1986-2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM Subcatchment •S: Commercial Outlot ' Runoff = 15.71 cfs @ 11.96 hrs, Volume= 0.686 af, Depth= 3.53" , Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Type II 24 -hr 100 Year Rainfall = 5.90" Area (ac) CN Description 1.240 98 Paved parking & roofs 1.090 61 >75% Grass cover, Good, HSG B 2.330 81 Weighted Average Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.9 . 300 0.0670 2.6 Sheet Flow, Outlot Smooth surfaces n= 0.011 P2= 2.80" 3.3 450 0.0530 2.3 Shallow Concentrated Flow, Outlot Nearly Bare & Untilled Kv= 10.0 fps 5.2 750 Total Subcatchment 1S: Commercial Outlot Hydrog ra ph 17 ® Runoff 15.71 cfs 16 15 Type II 24-hr 100 Year 14 Rain #a11 =5.90 " 13 12 Runoff Area= 2.330 ac , 11 - Runoff Volume=0.686 af R unoff Depth =3.53" 3 9 LL 6= Flow Length= 750' 7 Tc =5.2 min CN=81 4 3 : 6 7 8 9 10 11 12 13 14 15 1 17 18 19 20 ' Time (hours) 1 I I East Oaks Proposed 2004 Type 1124 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 16 HydroCAD® 7.00 s/n 002721 © 1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM I Subcatchment 2S: Twinhome Area I Runoff = 30.10 cfs @ 12.02 hrs, Volume= 1.514 af, Depth= 3.04" Runoff by SCS TR -20 method, UH =SCS, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs I Type II 24 -hr 100 Year Rainfall = 5.90" Area (ac) CN Description 2.390 98 Paved parking & roofs I 3.430 61 >75% Grass cover, Good, HSG B 0.150 85 Pond 5.970 76 Weighted Average I Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) I 10.0 Direct Entry, Twinhome Area Subcatchment 2S: Twinhome Area Hydrograph ® Runoff 32 30.10 cfs I 30- 26 Type II 24- hr-100 Year 26 i' Rainfall= 5.90" I 24 Runoff Area =5.970 ac 22' Runoff Volume =1.514 of �,8- I Runoff Depth =3.04" { , c 16= T =10.O min LL 14 I 12 CN =76 10 A 8 t 1 ,c t' ., '. ",.�" &.,,,,,, c^ - t*, `Fd°.';d . k,.�.: �_ ' .''nrN �hva .•.�. ."fdu''a�`.A :S� x¢i .,�?° dt , '' - t 0 I 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 Time (hours) I I 1 I East Oaks Proposed 2004 Type 1124 -hr 100 Year Rainfall = 5.90" I Prepared by Stevens Engineers - JPD Page 17 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Appl M Systems 3/5/2004 9:28:17 AM Reach 4R: Existing 36 in Pipe I [52] Hint: Inlet conditions not evaluated I Inflow Area = 8.300 ac, Inflow Depth = 3.12" for 100 Year event Inflow = 21.92 cfs c@ 12.11 hrs, Volume= 2.156 of Outflow = 21.88 cfs @ 12.13 hrs, Volume= 2.154 af, Atten= 0 %, Lag= 1.0 min I Routing by Stor -Ind +Trans method, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Max. Velocity= 15.1 fps, Min. Travel Time= 0.6 min I Avg. Velocity = 5.7 fps, Avg. Travel Time= 1.5 min Peak Depth= 0.78' c@ 12.12 hrs - I Capacity at bank full= 149.14 cfs Inlet Invert= 815.00', Outlet Invert= 790.00' 36.0" Diameter Pipe n= 0.013 Length= 500.0' Slope= 0.0500 '/' Reach 4R: Existing 36 in Pipe I Hydrograph Inflow 24 i 21.92 cfs ®Outflow 1 21.88 cfs Inflow Area =8.300 ac 22 I 20 Peak Depth =0.78' 18— s ', Max Vel =15.1 fps 16 D =36.0" 1 a 14- _ — �:� �-� n =0.013 12- __ LL 0 L= 500.0' S =00500 '/' 8 I 6 Capacity =149.14 cfs k r y '' , £" +P A's .. �` ,"f k � a ' a+ :CL4. 8:1-;:e7" I 2 _ l K a fi' ,,�" � le .! ` DY d S { { d S lkJt Z 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 I Time (hours) I I I I I I East Oaks Proposed 2004 Type 11 24 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD Page 18 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM I Pond 3P: Pond 1 I Inflow Area = 8.300 ac, Inflow Depth = 3.18" for 100 Year event Inflow = 43.44 cfs @ 11.99 hrs, Volume= 2.199 af Outflow = 21.92 cfs @ 12.11 hrs, Volume= 2.156 af, Atten= 50 %, Lag= 7.3 min I Primary = 21.92 cfs @ 12.11 hrs, Volume= 2.156 af Routing by Stor -Ind method, Time Span= 5.00 -20.00 hrs, dt= 0.03 hrs Starting Elev= 842.00' .Surf.Area= 5,000 sf Storage= 11,895 cf I Peak Elev= 845.44' @ 12.11 hrs Surf.Area= 8,382 sf Storage= 35,301 cf (23,406 cf above start) Plug -Flow detention time= 77.1 min calculated for 1.879 af (85% of inflow) Center -of -Mass det. time= 16.2 min ( 796.3 - 780.1 ) I # Invert Avail.Storage Storage Description 1 838.00' 39,761 cf Custom Stage Data (Prismatic) Listed below I Elevation Surf.Area tnc.Store Cum.Store (feet) (sq -ft) (cubic -feet) (cubic -feet) 838.00 2,000 0 0 I 840.00 3,000 5,000 5,000 841.00 2,895 2,948 7,948 842.00 5,000 3,948 11,895 I 844.00 6,966 11,966 15,900 23,861 846.00 8,934 39,761 # Routing Invert Outlet Devices I 1 Primary 842.00' 24.0" x 90.0' long Culvert RCP, square edge headwall, Ke= 0.500 Outlet Invert= 820.00' S= 0.2444'/' n= 0.013 Cc= 0.900 2 Device 1 840.00' 15.0" Vert. Orifice /Grate C= 0.600 I 3 Device 1 840.00' 15.0" Vert. Orifice /Grate C= 0.600 Primary OutFlow Max =21.91 cfs © 12.11 hrs HW= 845.44' (Free Discharge) I t-1= Culvert (Passes 21.91 cfs of 23.61 cfs potential flow) L 2= Orifice /Grate (Orifice Controls 10.95 cfs @ 8.9 fps) 3= Orifice /Grate (Orifice Controls 10.95 cfs @ 8.9 fps) I I I I 1 1 East Oaks Proposed 2004 Type 1124 -hr 100 Year Rainfall = 5.90" ' Prepared by Stevens Engineers - JPD Page 19 HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:28:17 AM Pond 3P: Pond 1 ' Hydrograph inflow ' F 4 44 cfs� Primary 45- Inflow Area =8.300 ac 40 4,4 Peak Elev= 845.44' 35 Storage= 35,301 cf , 30 25 21 ( 92 cFs ' O _ ri iL 20- 15- ,z 10- 4 `1 <: '€ `c''''" Ai t .� r a %tr _' ! ; .r , 5 6 7 8 9 10 11 12 13 14 15 16 17 1 19 20 Time (hours) 1 1 1 I East Oaks Exist 2004 Type 11 24 -hr 100 Year Rainfall= 5.90" Prepared by Stevens Engineers - JPD HydroCAD® 7.00 s/n 002721 0198 - 2003 Applied Microcomputer Systems 3/5/2004 9:22:46 AM I Reach 4R: Existing 36 in Pipe I I I I I Hydrograph /. __ . 11 Inflow 26 ( 24.44 cfs J I 24- r , & Inflow Area-=8.300 ac 22- Peak Depth 0.82' I Max Vet =15.6 fps 18 - : _ 16 i D= 36.0.. I " 14 n=0.013 LL 12- L =500.0' S=-0.0500 'I' 6 i s Capacity = 149.14 cfs 4- a s 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 I Time (hours) I I I 1 East Oaks Proposed 2004 Type 11 24 -hr 100 Year Rainfall = 5.90" Prepared by Stevens Engineers - JPD HydroCAD® 7.00 s/n 002721 ®1986 -2003 Applied Microcomputer Systems 3/5/2004 9:22:14 AM Reach 4R: Existing 36 in Pipe , Hyd 1 I 9 raph 24 - ffl 1 21 92 cfs Inflow 22- Inflow Area =8 - .300 ac Peak Depth =0.78' 18 rOt 16- � Max Vel =15 fps , „ 14 } D =36.0" 12 n - 0.013 10- E' c r^ L =500.0 ' 8- _ _ _ *If, - - _ - S =0.0500 'I' 1 s � Capacity= 149.14 cfs 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 , Time (hours) I � APPENDIX C 1 SUPPLEMENTAL DETAILS 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 6' THICK CONCRETE BAFFLE I 00117:::, .....I..I ;,,....IIuI... ■'_; 1. ■.ICCI — ■■I. ..iiirIMUM.a MI 1..■I!II■■■■.i ILIM.ICCI■■IM I \\...1111 ■ ■.L /' `IMIIICCI.■.r� . OW . * #5 SMOOTH BARS ♦��� ' 1 4" X 1 1 2" ®4" O.C. EACH WAY � / I � I �I� � I I � I� I� I FLAT BAR I,,ij,�� ��� 1 � \ 4 — 1/2" ANCHOR 11" I -1 BOLTS W/ CLIPS `t•- STEPS, 16' I1 1 7 • t l ON CENTER ` — _ — — — 845.44 I •.�5.0' r. _ i II �III „ I I -1 I - - --- 842.0 1 • I � -1� T � SO LF _ I I 24' RCP 5LF B 0.22% 24' INLET IE 842.00 CULVERT IE 842.00 IE 842.00 IE 840.00 s. TWO (2) 15' DIA. ORIFICES I OUTLET CONTROL STRUCTURE NOT TO SCALE I I