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HomeMy WebLinkAboutDrainage Reports - 12/10/1995DETENTION POND DESIGN and HYDRAULIC PIPE ANALYSIS for WOODLAND PARK P.U.D. ST"?i4q'vATEA EV1EW/r,,bv PROPERTY OF FORT COLUINS UTiLtTM Water Resources and Environmental Consultants DETENTION POND DESIGN and HYDRAULIC PIPE ANALYSIS for WOODLAND PARK P.U.D. ST � v REWIE" '� IT PREPARED FOR: TST, Inc. 748 Whalers Way, Building D Fort Collins, CO' 80525 PREPARED BY: Lidstone & Anderson, Inc. 736 Whalers Way, Suite F200 Fort Collins, CO 80525 (LA Project No. COTST28) SUBMITTED TO: City of Fort Collins Stormwater Utility 235 Mathews Fort Collins, CO 80524 October 24, 1995 LIDSTONE & ANDERSON, INC. Water Resources and Environmental Consultants 736 Whalers Way, Suite F-200 Fort Collins, Colorado 80525 (970) 226-0120 ' October 24, 1995 ' Mr. Basil Hamdan City of Fort Collins Stormwater Utility ' 235 Mathews Street Fort Collins, CO 80524 ' Re: Detention Pond Design and Hydraulic Pipe Analysis for the Woodland Park P.U.D. (LA Project No. COTST28) tDear Basil: Lidstone & Anderson, Inc. (LA) is pleased to submit our revised report documenting the ' analysis and design of the detention pond, as well as the hydraulic analysis of the storm sewer system, for the Woodland Park development. The analyses documented herein were performed ' in accordance with the specifications set forth in the City of Fort Collins Storm Drainage Design Criteria Manual. ' The revisions included in this report are: (a) the addition of the detention pond's stage -storage - discharge curve in the text; and (b) the revised UDSewer analysis of the "main" storm sewer system to replace the 21-inch RCP serving Yellowstone Circle with a dual pipe system. ' If you have any questions regarding the procedures and results given in this report, please do not hesitate to call us. ' Sincerely, LIDSTONE ANDERSON, INC. ' Gr o J. Koch, P.E. Senior Engineer ' GJK/tlt Attachment ,1 Branch Office: Box 27, Savery, Wyoming 82332 I C TABLE OF CONTENTS I. INTRODUCTION ....................................... 1 1.1 General ......................................... 1 1.2 Purpose and Scope of Study ............................. 1 1.3 Background ....................................... 1 H. DETENTION POND DESIGN ................................ 4 2.1 Design Constraints ................................... 4 2.2 Hydrologic Model Preparation ............................ 4 2.3 Results of Analysis ................................... 6 III. HYDRAULIC ANALYSIS OF THE PROPOSED STORM SEWER ......... 8 FIGURES/TABLES/TECHNICAL APPENDIX/SHEETS FIGURES Figure 1.1. Vicinity Map for the Woodland Park Detention Pond . ............. 2 Figure 2.1. SWMM Model Schematic for the Woodward Park Detention Pond. ..... 7 Figure 3.1. Diagram of the Main Storm Sewer System, with UDSewer Identification Information ...................... 9 Figure 3.2. Diagram of the Secondary Storm Sewer System, with UDSewer Identification Information ..................... 11 TABLES Table 2.1. Summary of MODSWMM Subbasin Parameters . ................ 5 Table 2.2. Summary of MODSWMM Conveyance Element Parameters. ......... 5 Table 2.3 Stage -Storage -Discharge Curve for the Proposed Woodland Park Detention Pond ..................... 6 Table 3.1. Curb Inlet Design Discharges ............................ 10 TECHNICAL APPENDIX Appendix A: Preliminary Site Plan for Christ Fellowship Church Appendix B: Detention Pond Documentation Appendix C: SWMM Input and Output 100-Year Event Appendix D: Pipe Hydraulic Analyses SHEETS Sheet 1: Woodland Park P.U.D. Detention Pond Analysis and Design i [1 ' I. INTRODUCTION 1.1 General The Woodland Park P.U.D. is a proposed residential development located in the NW quarter of Section 33, Township 7 North, Range 68 West of the 6th prime meridian, in the City of Fort Collins, County of Larimer, Colorado. The northern boundary of the development would be located approximately 0.3 miles south of Horsetooth Road. The site is bounded on the west by County Road 9, on the east by the Fossil Creek Reservoir Inlet Ditch (FCRID), and ' on the south by the Hewlett-Packard property. A vicinity map showing the area associated with this study of the Woodland Park detention pond is given in Figure 1.1. ' The development site is located within the Fox Meadows Drainage Basin and is subject to the conditions specified in the "Fox Meadows Basin Drainage Master Plan" [RCI, 1981]. Studies related to the FCRID, conducted subsequent to the master plan, provide additional ' constraints for the site. Of specific concern for the design of the development's detention pond, which would outlet into the ditch, is the 100-year water surface elevation in the ditch. The "Final Design Report for the Fossil Creek Reservoir Inlet Ditch Storm Water Overflow" [Donohue, 1988] was referenced to provide water surface information for the ditch. 1.2 Purpose and Scope of Study The purpose of this study was two -fold: (a) the hydrologic and hydraulic design of the detention pond serving the Woodland Park site; and (b) the hydraulic evaluation of the storm sewer system. In addition to the Woodland Park site itself, the detention pond would serve the future 8-acre tract directly north of the site; this condition will be discussed further in the following section. The detention pond design is based on a modified Urban Drainage Stormwater Management Model (MODSWMM) prepared using parameters which conform to the guidelines set forth in the City of Fort Collins Storm Drainage Design Criteria (SDDC) Manual. The scope of this portion of the study was limited to the hydrologic analysis of the local tributary area, and the hydrologic and hydraulic analyses necessary to evaluate the detention pond configuration proposed by TST, Inc. The Woodland Park development would be served by two storm sewer systems; one to convey on -site runoff to the detention pond, and the other to carry off -site runoff from the west to the existing Thomas Pond. The scope of this portion of the study was limited to the hydraulic analysis of the storm sewer design by TST; design discharges for the pipe were provided by TST. 1 I [1 I I n I p�SM -' - - - 1 Siphon j' 41 �V - � ��.�P Sewage`Di5(tol 4874 Ponds ` 1 � - -- -___ t II // 11—� • i� . 0 Ih 49 9tio u 1Ylo pp II — � ' I ..p YI 0 ^, ii II ii II li II _� Sy, I` II II II II II II Cr. I p p 11 II 11 n I II II II II II ,�f � \ Iit pp I:'�� �'l I '• 'It\Bm IZ29,54 I OR TOOza Z II D ROA_ 1 O �a � _�_• -\mil\ � I ,\ ..� e o �,I I 4949 i32 I ; { ... <925NZ I Trail Park ,. — I I II a • i yO .0 111I���\ N� <923 S ALE. 1 " — � ,000' =1\\ ' Figure 1.1. Vicinity Map for the Woodland Park Detention Pond 2 1.3 Background Information contained in the Fox Meadows Master Plan indicates that under existing conditions an area of approximately 68 acres located directly west of the Woodland Park site (west of County Road 9) drains to the site. The existing 100-year runoff from this off -site area to the west is 32 cfs [RCI, 1981]. The existing point of concentration of this runoff is the Thomas detention ponds located directly west of the FCRID, just south of the Woodland Park site (see Sheet 1). TST is proposing to carry this 32 cfs in the street along Grand Teton Place to a curb inlet east of Yellowstone Circle. From this curb inlet, a pipe would be constructed along Grand Teton Place, crossing under Mesa Verde Street, and daylighting in the southern swale which conveys runoff to the Thomas Pond (west). As described in the Master Plan, future (developed) condition runoff from the west would be directed around the Woodland Park site in a "major drainage channel on the Hewlett-Packard site." Since the off -site area to the west would not be tributary to the Woodland Park Pond in either the existing or future condition, this area was not included in the hydrologic model. Subbasin 7 shown on Sheet 1 encompasses the future site of Christ Fellowship Church. The property boundary for the church site (which is coincident with the subbasin boundary shown on the sheet) was provided by TST as part of the base map. The developed configuration assumed for the church site was based on the preliminary site plan [W.J. Frick, April 1995] which is included here as Appendix A. Developed condition runoff from the church site would be directed into the Woodland Park Pond, per an agreement between the landowners. Consequently, this area was included in the MODSWMM model for the design of the pond. 3 ' H. DETENTION POND DESIGN ' 2.1 Design Constraints Two detention pond design constraints were identified for the Woodland Park Pond: (a) the allowable release rate; and (b) the tailwater elevation in the FCRID. The Fox Meadows ' Master Plan was referenced in order to define the allowable release rate for the pond; the Master Plan information referred_ to below is provided in Appendix B. As indicated on MP Figure 7, ' two discharge points to the FCRID are identified south of Horsetooth Road and north of Hewlett-Packard. Ponds 1 and 2 on- that figure are each allowed to release 11 cfs to the ditch (per MP Table 9). As indicated on MP Figure 2, the total area tributary to these two ponds ' (east of County Road 9) is 102 acres. The total area which would direct runoff to the Woodland Park Pond is identified on Sheet 1 as 50.7 acres. By 'area ratio, it was determined that the ' allowable release rate for the pond would be 10.9 cfs. This analysis is fully described in Appendix B. ' The FCRID design report [Donohue, 1988] included an HEC-2 analysis of the ditch during the 100-year event. That report specified a JqQ.-jgaLQ w in the ditch of 360 cfs. As �- described in Appendix B, the 100-year water surface elevation in the ditch, at the location of the pond outlet pipe, would be 4874.26 ft, msl. 2.2 Hydrologic Model Preparation MODSWMM was used to model the developed site response to the 100-year rainfall event and analyze the detention pond operation. The rainfall hyetograph and infiltration ' parameters used in the model were taken from the Fox Meadows Master Plan. Overland and conveyance roughness coefficients, as well as surface storage values were specified based on ' SDDC Manual guidelines. Values for the other subbasin and conveyance parameters (basin area and width, overland slope, percentage of imperviousness, street width, side slope, pipe diameter, ' and length) were defined based on the proposed site and grading plan shown on Sheet 1. Tables 2.1 and 2.2 summarize the resulting subbasin and conveyance parameters, respectively. Conveyance Element 11 represents street flow along Grand Teton Place from the east end ' of Subbasin 2 to Mesa Verde Street and is meant to route runoff from Subbasin 2. Conveyance Elements 13, 14 and 15 are "imbedded" elements which represent street flow through roughly ' half of their respective subbasins. Conveyance Element 16 is the proposed 36-inch RCP from Mesa Verde Street to the detention pond; this pipe would convey all runoff from Subbasins 1 ' through 6 to the pond. A conveyance element was not associated with Subbasin 7 as an outfall ' 4 Table 2.1 Summary of MODSWMM Subbasin Parameters. Table 2.2. Summary of MODSWMM Conveyance Element Parameters. MODSWMM pipe diameter enlarged to avoid surcharging; use of a larger pipe has negligible impact on routing characteristics. 5 ' from this area has not yet been designed. The exclusion of a conveyance element in this case ' would have a minimal impact on the resulting pond design; if any affect is noted, it would be a slight oversizing of the pond. Figure 2.1 is the schematic which defines the connectivity used in the model. ' The stage -storage curve for the proposed Woodland Park Pond was defined using the proposed grading indicated on Sheet 1. The outlet was sized based on an orifice calculation, the ' maximum allowable water surface elevation in the pond, and the tailwater in the FCRID. It was determined that a 12-inch diameter orifice with an invert elevation of 4873.0 ft, msl would be required to meet the allowable release rate. A stage -discharge curve was developed accordingly, using the orifice equation. The resulting stage -storage -discharge curve is given in Table 2.3; all associated calculations, are presented in Appendix B. The complete MODSWMM input file is provided in Appendix C. Table 2.3 Stage -Storage -Discharge Curve for the Proposed Woodland Park Detention Pond. Elevation _.__ . __ .......... ..__ . Storage Discharge ' (ft, tnsl) (acft) (cfs 4874.26 0 0 ' 4875 0.13 3.4 4876 0.50 5.2 ' 4877 1.11 6.5 4878 2.02 7.6 ' 4879 3.26 8.5 4880 4.77 9.4 ' 4881 6.44 10.1 ' 4882 8.26 10.9 2.3 Results of Analysis ' The complete MODSWMM output file is also included in Appendix C. The analysis indicates that the Woodland Park Pond would function within City criteria during the 100-year event. The maximum release rate would be 10.6 cfs with an active storage volume of 7.7 acre- feet. Furthermore, the maximum water surface elevation in the pond would be 4881.7 ft, msl which allows for 1.3 feet of freeboard. Consequently, the pond meets the SDDC Manual detention pond freeboard requirement of 1.0 feet. 0 z W O w CY F Ld > w I U- N V) O w Y O Cfl LO a O a a oz z0 oz o LL' oLLI 3O LO .--00 N z� z0w traN U CL U to M M z 0 w W H UU O Q za a c� - N = W U Z O N m r W W W Z O W O m N >W O W O Z f Z O d z W 0 W O U ❑ O J ' III. HYDRAULIC ANALYSIS OF THE PROPOSED STORM SEWER ' The Woodland Park development would be served by two separate storm sewer systems. The "main" storm sewer would collect on -site runoff and convey it to the proposed detention tpond east of the development. This system would intercept runoff at eight curb inlets along Mesa Verde Street, as well as one inlet on Yellowstone Circle. The diagram depicting this ' system is shown in Figure 3.1. TST provided the storm sewer layout and geometry, as well as the curb inlet design discharge information given in Table 3.1. These flows were used to define the design flows for the pipe network; the total 100-year discharge at the downstream end of this ' system would be 90.3 cfs. The "secondary" storm sewer would collect off -site runoff from the west, which would ' be directed to Grand Teton Place, and carry it east to the existing Thomas Pond. TST has designed a curb inlet to be located on Grand Teton Place, directly east of the Yellowstone Circle ' intersection, to intercept the 100-year discharge of 32 cfs from the off -site area west of County Road 9. This inlet would be the only source of runoff for the secondary system. The diagram which represents this system is shown in Figure 3.2. ' The Urban Drainage and Flood Control District's pipe hydraulic analysis computer model, UDSewer, was used to analyze both storm sewer systems. For the main system, the ' tailwater elevation which was used to begin the analysis corresponds to the 100-year water surface elevation of 4881.7 ft, msl in the proposed detention pond. For the secondary system, ' the tailwater elevation was computed assuming normal flow conditions in the existing outfall swale. The calculations associated with this tailwater analysis are included in Appendix D. The 100-year tailwater elevation was estimated to be 4907.85 ft, msl. tAs indicated in the tables included in Figures 3.1 and 3.2, the losses associated with each inlet were modeled by incorporating an additional pipe segment and "manhole/inlet" in the ' UDSewer model. These pipe segments are 1 foot long on a flat slope and use a loss coefficient such that the energy grade line computed at the upstream end of a given segment (at the ' additional inlet) is representative of the water surface elevation at the entrance of the corresponding inlet. ' The UDSewer input and output files are documented and included in Appendix D. The results of the analysis indicate that in no case is the water surface elevation at the curb inlet entrance higher than the gutter flow line elevation. This should allow all inlets to operate as ' intended without encountering tailwater. The hydraulic grade line illustrating the results of the pipe hydraulic analysis are included in the engineering drawings prepared by TST. 1 ' 8 MN sr-s i 48'OWMANIOIE 7 F5 29.53 If_�S SF87 .. .17 L.F. t+r RCA ® 0 127 214 N 8 �T -e eINLET WHOSE ENERGY GRADE LINE REPRESENTS THE WATER SURFACE ELEVATION AT THE ACTUAL INLET ENTRANCE. 2&15 LF. 2i RCA d SF-4A ® if O WLET 1-7 INL£T I-B 4�7.88 LF. 1Ir RCP14' TYPE *If 3T M& 1{' 'FCI g ST-48 Flin MN ST-i O p � Dk MN ST-7 7 I&W LF. 54' RCP ry � 6• R' ® A/ JO H 18.00 LF. 21' RCP ST-5A ST-6A ST_6p q�\ _ 320.00 LF. 4� RCP 369.40 LF. 36' RCP ^y. 0 INET 1-9 . R MN sr-4 � 6 4 29.00 LF.24'RCA 4' ST_JA J MN ST-8 F2 ® NFD,ANw1101E 18 O ' MN ST-12 .00 LF. 21'RCA ST-38 N 4' p 1817 h3 —purr 6' TYPE 'R'NIET MN ST-3 49 O MN ST-2 O UDSEWER/MANHOLE ID I MN ST-1 , 8 UDSEWER PIPE ID • ® MN ST-8 8TDKMA*K)t TST MANHOLE ID ��r• *,'H \5 \p ELT ''3 R'I TST INLET ID LIDSTONE !t ANDERSON. INC. Vf 11aEY Rueuer aitl DMwYrtl CsiwRa�b 32o.00SiF.air RCP TST PIPE ID Figure 31. Diagram of the Main Storm Sewer System, with UDSewer Identification Information. UDSEWER INLET ID UDSEWER PIPE ID USED TO MODEL INLET LOSS ID OF "ADDITIONAL" INLET* 9 Table 3.1. Curb Inlet Design Discharges.° UDSEWER Inlet < 100-Year Discharge; TST Inlet ID . ID (cfs) I-9 4 10.5 I-4 8 10.0 I-8 9 10.5 I-7 10 10.0 I-6 11 10.0 I-5 12 10.0 I-1 17 9.31 I-2 18 12.5 I-3 19 7.5 I-10 36 32.0 'Information provided by TST, Inc. b Forty-three percent (4.0 cfs) of this discharge was used to analyze the 15" RCP. The remaining 57 percent (5.3 cfs) was used to analyze the parallel 23"W x 14"H HERCP. 10 &17 N. UDSEWER UDSEWER PIPE ID ID OF "ADDITIONAL" INLET ID USED TO MODEL INLET LOSS INLET* 4136 ''INLET' WHOSE ENERGY GRADE LINE REPRESENTS THE WATER SURFACE ELEVATION AT THE ACTUAL INLET ENTRANCE. A L.F. 70f" RCP `J ® UDSEWER/MANHOLE ID ® UDSEWER PIPE ID VH 8 evowu�la+oLc TST MANHOLE ID 3 x TST INLET ID 320.00 LF.aY 4 RCP TST PIPE ID u t 1 1 1 1 1 1 1 1 1 1 1 TECHNICAL APPENDIX 11 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX A PRELBUNARY SITE PLAN FOR CHRIST FELLOWSHIP CHURCH 1 1 1 1 1 1 1 1 1 1 1 1 I FJ 3� 3- n h •ate! u� [1 1 1 1 1 1 1 1 1 1 1 1 1 1 APPENDIX B DETENTION POND DOCUMENTATION • Lidstone & Anderson. Inc. d7z7iL FEATURE CHECKED BY DATE SHEET OF 131 g /-t ll.o� CE3lC ��.E ICih—� Fox ,�1 re_,,v�. Cesar, 19a1] Ti,E 1'�sticrr�Q %.A.� �i fl�Ir� �c�JI.1lEj �Y �,Z" 1�I .�.�.�IyC�P.'TC f'�'C OLVTz 1� Cb11J 11�-2>c7� a��1�i�LC Fi JC3 CV,-- 1./cr I � Ia- r�.�r. $A`:. 5c2.vGt> Z iM? T.--er �) ; Cio Tr4 FICv ¢cam A1ZG r,-, rktttea.__ere�n1 tk,= nLvao'Pc� ee�l-na,i YL-� FV-01"l t6fjb ? r5 it eM sm1LAV-l-'I Trk 1z�tc- FTzar-1 f�.s� Z l5 11 O 5 � 1�t=ra�nRy� TrFc ra 12CLE7t_C FTzal� 'T'riE' "fl.l� _�wSDs Is Z'Z cps B`I f��rlir-I�r�2r1� -n4ts -Ze<s1r-k�, -54alJtil 04 Ra-�zc Z I,,I TFFc M.i�. Qarta Tad �o ti�S f Z 41111- -:5192x/C A�Psc�Xi1�1ETLZ/ �c7 - h•CZ-e`— ae--rCs�t+ rrlc - 74 A-QLCAJ XN'i -- 7eC-LC--ftsx= It / Llr,1.fT 1Zt,r!oFF �fL -7-t+E CTtT1TtG CotiTIMT'p sr-/. -n 4L ^%' - :C-Y{ �TL e:t> -71- r 1�RC`1"' OATc1j \J cc� �fiTLIL -UE'TZ-+j�C'Tl vwt !-brlD 1� '�•� f�i vS ��6r .�►1c�T �. J �'GQC-'F�72C/ 'Ti�� hllO�.1K81E RCL"EAs� F�BL i�C �{�D 1'/�iC1L Fes- a� Is •. Scale ( in feet I 1000 500 0 1200 7= Legend: drainage divides _______ open channel with direction of flow _.._ stormsewers and drains with direction of flow general direction of flow of surface drainage ponding areas, detention ponds, etc. Odrainage concentration points ( see Table 31 1 PDX MEADOWS BASIN ( BASIN H Existing Drainage Patterns Figure 2 RESOURCE CONSULTANTS, INC. • Fort Collins, Colorado 4 Warren Lake ME a Scale ( in feet 1 1000 500 0 1200 7= ,.�: �-rrt,s-„.�'1zC�oNtraElAi2 At-*�2arrz,vc, /� �AssrgAal HARMONY ROAD Legend: pipe only major channel only drainage - pipe and channel Ways v* existing detention area proposed detention area I see Tablg 9 1 north drainage area south drainage area drainage concentration points [see Table 41 Outfall from Basin �-� to %J. = 1L CPS /6�'L'V'J. = ilaFs FOX MEADOWS BASIN I BASIN H I Drainage Improvements Alternative 2 Figure 7 RESOURCE CONSULTANTS, INC. • Fort Collins, Colorado 21 Til.2-'i Finn + �nx MenmcWs BKs a _P�x.1 [Res, 1` %I] Pond l/ Table 9 Onsite Detention Requirements for Fox Meadows Basin Location 1 Improvement to existing pond north of Hewlett-Packard site 2 Pond capturing drainage water east of County Road 9 3 Pond west of County Road 9 4 Pond west of County Road 9 5 Pond west of County Road 9 6 Pond west of County Road 9 l 7 Pond south of Fox Meadows Subdivision 8 Improvements to Pond north of Harmony Road Mobile Home Park 9 Pond east of Timberline Road 1/For-exact location of pond, see Fig. 7. Maximum Maximum storage outflow (ac-ft) (cfs) 4.05 11 6.84 11 9.32 24 5.70 24 5.33 24 12.43 17 28.74 24 6.67 24 8.53 24 -30- RESOURCE CON ULTNNTS INC 1 • Liclslone &Anderson. OWNER -PROJECT / T- BY 1 DATE PROJECT N0. ��Do�x.SD �A41L +�`�,� "a•! �,[b i J 3 FEATURE CHECKED BY DATE SHEET OF �o g FKOM i�a 'D cc,4�11'-s o/1 �-r : e--GVIrTroti Aviv 4* L54 s CPrl G�e1 (Re• r-r� (�•ul (x o. a3 o eL {B1d.2C O. 1$ 4$75 a.ZI, azl 0.13 4$7& o.r4s3 0. 58 a' 5c> 4g-r or 1L I.19 I .II p.91 4s78 I.d7 Z.ID 2.02- 49-iq 1•44 3,3{ 3•zG 1.51 499L> 1.60 485 T , I.S2- ¢ggL 1.89 S•3� $.71. o Terpcl. yawxe ,tBovs 4974, u- yr �kOrG : Tt'Irs fir✓ -�C�r1 C7-�10.1-Tcwl � :. 3o�' 4SS7� FTC 4B$Z R-r MSL. Riz� vnl e�•�-q,.ld�. • Lulstone 8 Anderson. Inc. OWNER -PROJECT BY DATE PROJECT NO. 7 [3 FEATURE CHECKED BY DATE SHEET OF -87 8 Year-1 -jz,• 5, -i1iG "TA-Iu.Jxr,=-v_ Eo2l Ia FCIz 13 49-k7L P!r-, I,s 0-rkj A. MrA)rvvr-j Fa) B�Rr1 CLG-4 bF 4SSZ.or -r+� rAAY. i� C Tl4'i�or�D 15 4Sal -C FT- MdL_ • CIV"� A.1 rZA-TG aF /0.1 (LF5 N}l. L�� Cofer TC 7'+1-- o'1zIFIaC- SIZ.0 Aas�r�c A Trz>L.)aD bQiCil'C- 01-1-74 Ir1; . ELEV. or 40773.0 P mSL_; -rHi PNC_7, Tr+G FelzLt> -r,J c-L�l. utit-1-- C!c>XrtoL. .r e &7,I`/ ciP_'IFeE 30 1JirctA. I>x Sr-tALL.t=_ - Z.SZ F`r- c� +Zat3 Za($i.a-7} u> u a. L�S6 A. IZ l)IAm. bR.i FGF 497 ¢.7` 0 0 75 D•7`i 3•4- 7L 1 •-74 5,7_ 7-1 7-.74 6.5 78 7.4, -7'3 3.5 go 54 q.�# l�0117'; 'rTiG �.i�5 Ml,�i r-1vi�l 'eUOrll CLCA` TTC*_lj oxgC`v3c�A�' rNc �r�lccz6a,tey 1 �� ii (I I-. r.io-1 42$S3 Fr,rn--L- ' . ZeV�ca: S�sil9s w•u. ..w..• .r u................n.n. I BY DATE CHECKED I DATE �ncm -1 rcosnsc--,L>vsc"-Mcc CvP-yc (rm. Fi� hp!s o p 45-75 0,13 3A ` 877(- o.50 5.Z . '�S'7"f f . I I G• 5 4$7s 2•oZ 7.1, 4879 az(. 8.5 49Bo -f.77 9.d 4se I L.4 I o• 1 4-ooz_ g. Z(. 7 o.9 C07--, Ye S SHEET OF 7E�S S 4Pnx I.00 �'� Ar' Pr- ne Feat'BahYa = o �r- nloTr---: ril41r�v.'1 3Ger-' -- 4-ES-3 cTrrL I APPENDIX C SWMM INPUT AND OUTPUT 100-YEAR EVENT ' 2 1 1 2 3 4 541r11'l WATERSHED 0 �OODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 T71L.t 1J3)�fb•1�.�Pt-T 00-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN Io0-` w- oqo�lrT 240 0000 1. 1 1. 1 25 5. ' .60 .96 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 0. 1 121370. 4.4 45. .020 .016 .25 .1 .3 .51 .50 .0018 2 11 800. 2.7 52. .008 .016 .25 .1 .3 .51 .50 .0018 3 131570. 4.3 40. .020 .016 .25 .1 .3 .51 .50 .0018 ' 4 122300. 4.8 40. .030 .016 .25 .1 .3 .51 .50 .0018 5 142500. 9.2 40. .020 .016 .25 .1 .3 .51 .50 .0018 6 152070. 6.6 40. .020 .016 .25 .1 .3 .51 .50 .0018 7 201500. 8.7 57. .008 .016 .25 .1 .3 .51 .50 .0018 ' 8 20 900. 10.0 10. .100 .016 .25 .1 .2 .51 .50 .0018 0 ' 8 1 2 3 4 5 6 7 8 * Subbasin #2 runoff along Grand Teton Place ' 11 12 0 4 0. 640. .007 50. 50. .016 .4 36. 640. .007 50. 50. .020 1. * Subbasin #3 runoff along Grand Teton Place 13 12 0 4 0. 300. .005 50. 50. .016 .4 ' 36. 300. .005 50. 50. .020 1. * Subbasin #5 runoff along Grand Canyon Street 14 12 0 4. 0, 450, 0044 50. 50" 016 .4 36. 450. .0044 50. 50. .020 1. Subbasin #6 runoff along Mesa Verde Street 15 12 0 4 0. 500. .0045 50. 50. .016 .4 36. 500. .0045 50. 50. .020 1. ' Combination of runoff from Subbasins #1 through #6 12 16 0 3 1. 36" RCP from Mesa Verde St. to detention pond 'Proposed average slope used, pipe diameter enlarged to avoid surcharging 16 20 0 2 3.5 765. .0466 0. 0. .013 3.5 Proposed Woodland Park Detention Pond 20 9 2 .1 10. .01 0. 0. .100 .1 0. 0. 0.13 3.4 0.50 5.2 1.11 6.5 2.02 7.6 3.26 8.5 4.77 9.4 6.44 10.1 ' 8.26 10.9 0 7 11 12 13 14 15 16 20 NDPROGRAM CI_11A �w sue. �� •r r 11 6C : Wb lhri� . Utsr im-yu- c`2uT ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 1 DEVELOPED BY UPDATED BY 1 TAPE OR DISK ASSIGNMENTS 1 METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTEMBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JINGO) ' 2 1 0 0 0 0 0 0 0 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT(10) ' 1 2 0 0 O 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 1 WATERSHED PROGRAM CALLED ** ENTRY MADE TO RUNOFF MODEL *** 1 WOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 ' 100-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN NUMBER OF TIME STEPS 240 ' INTEGRATION TIME INTERVAL (MINUTES) 1.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH FOR 25 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAINGAGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR 60 .96 1.44 1,68 3,10 5,04 9,00 3,72 2.16 1,16 ' 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 1 WOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 ' 100-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN 'SUBAREA GUTTER WIDTH AREA PERCENT SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE NUMBER OR MANHOLE (FT) (AC) IMPERV. (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO 1 12 1370.0141E 4.4 45.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 11 800.094� 2.7 52.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 '2 3 13 1570.0 110 4.3 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 4 12 2300.0 '1/ 4.8 40.0 .0300 .016 .250 .100 .300 .51 .50 .00180 1 14 2500.000 9.2 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 '5 6 15 2070.0 13 � 6.6 40.0 .0200 .016 .250 .100 .300 .51 .50 .00180 1 7 20 1500.0a 5 z8.7 57.0 .0080 .016 .250 .100 .300 .51 .50 .00180 1 _ 8 20 900.0 I&PO.0 10.0 .1000 .016 .250 .100 .200 .51 .50 .00180 1 TOTAL NUMBER OF SUBCATCHMENTS, 8 TOTAL TRIBUTARY AREA (ACRES), 50.70 WOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 ' 100-YR EVENT -- OFF -SITE AREA NORTH 18.7 AC) ASSUMED DEVELOPED PER 4/18191 PLAN HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 8 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS TIME(HR/MIN) 1 2 3 4 5 6 7 8 0 1. .0 .0 .0 .0 .0 .0 .0 .0 0 2. .0 .0 .0 .0 .0 .0 .0 .0 0 3. 0 0 0 .0 .0 .0 .0 .0 '0 4. .0 .0 .0 .0 .0 .0 .0 .0 0 5. .0 .0 .0 .0 .0 .0 .0 .0 0 6. .0 .0 .0 .0 .0 .0 .0 .0 7. .0 .0 .0 .0 .0 .0 .0 .0 '0 0 8. .0 .0 .0 .0 .0 .0 .0 .0 0 9. .1 .0 .1 .1 .1 .1 .1 .1 10. .4 .2 .5 .7 .8 .6 .4 .5 '0 0 11. 1.0 .4 1.1 1.5 1.9 1.5 .9 .9 0 12. 1.7 .8 1.7 2.3 3.2 2.5 1.8 1.3 0 13. 2.2 1.2 2.1 2.6 4.1 3.1 2.7 1.4 '0 14. 2.5 1.4 2.3 2.7 4.7 3.4 3.5 1.4 0 15. 2.7 1.6 2.4 2.8 5.0 3.6 4.3 1.4 0 16. 2.9 1.8 2.6 2.9 5.4 3.9 5.1 1.5 17. 3.1 2.0 2.8 3.2 5.8 4.2 5.8 1.7 '0 0 18. 3.2 2.1 2.8 3.2 6.0 4.3 6.5 1.7 0 19. 3.3 2.2 2.9 3.2 6.1 4.4 6.9 1.7 20, 3.3 2.3 2.9 3.2 6.2 4.4 7.3 1.7 '0 0 21. 4.0 2.7 3.6 4.2 7.5 5.4 8.5 2.4 0 22. 5.1 3.3 4.6 5.4 9.5 6.9 10.3 3.3 0 23. 5.7 3.7 5.0 5.8 10.5 7.6 11.7 3.8 '0 24. 6.0 4.0 5.4 6.2 11.2 8.1 12.8 4.3 0 25. 6.4 4.2 5.7 6.7 11.8 8.6 13.7 4.9 0 26. 8.1 5.1 7.4 9.1 15.0 11.0 16.2 6.8 27. 10.6 6.5 9.9 12.4 19.7 14.6 20.0 9.2 '0 0 28. 12.1 7.4 11.2 14.0 22.5 16.6 22.9 10.8 0 29. 13.1 8.1 12.2 15.4 24.5 18.1 25.1 12.4 0 30. 14.0 8.6 13.2 16.6 26.2 19.5 26.8 14.1 0 31. 18.2 10.7 17.4 22.3 34.1 25.5 32.5 18.8 0 32. 24.0 13.9 23.1 29.4 45.2 33.9 41.3 24.9 0 33. 26.9 15.8 25.7 32.1 5.0.9 38.0 47.5 28.9 34. 28.8 17.1 27.7 34.4 55.1 41.0 51.8 33.1 '0 0 35. 30.4 18.1 29.4 36.2 58.6 43.5 55.1 37.2 0 36. 26.7 16.2 25.8 30.8 52.2 38.5 50.7 36.4 37. 21.3 13.1 20.7 24.0 42.5 31.1 42.4 33.9 '0 0 38. 19.4 11.7 19.1 22.0 39.1 28.7 37.9 33.8 0 39. 18.4 11.0 18.2 20.8 37.5 27.5 35.2 33.7 0 40. 17.8 10.6 17.6 19.9 36.5 26.7 33.7 33.7 '0 41. 16.2 9.8 15.9 17.5 33.5 24.2 31.0 32.3 0 42. 14.0 8.6 13.8 14.8 29.5 21.2 27.7 30.4 0 43. 12.9 7.9 12.7 13.5 27.2 19.5 25.5 29.3 44. 12.1 7.4 11.9 12.6 25.7 18.4 24.0 28.3 '0 0 45. 11.5 7.1 11.3 11.9 24.6 17.5 22.9 27.5 0 46. 10.6 6.6 10.4 10.9 22.9 16.2 21.5 26.2 47, 9.6 6.1 9.4 9.7 20.9 14.8 19.9 24.8 '0 0 48. 9.0 5.7 8.8 9.0 19.6 13.8 18.7 23.8 0 49. 8.5 5.4 8.3 8.5 18.5 13.1 17.8 22.8 0 50. 8.1 5.2 7.9 8.1 17.7 12.5 17.1 22.0 ' 0 51. 7.6 4.9 7.4 7.5 16.7 11.7 16.2 21.0 0 52. 7.0 4.5 6.8 6.8 15.4 10.8 15.2 19.9 0 53, 6.6 4.3 6.4 6.4 14.5 10.1 14.4 19.0 0 54. 6.3 4.1 6.1 6.1 13.8 9.6 13.8 18.2 0 55. 6.0 3.9 5.8 5.9 13.2 9.2 13.3 17.5 0 56. 5.6 3.7 5.4 5.4 12.4 8.6 12.6 16.7 '0 57. 5.1 3.4 4.9 4.8 11.3 7.8 11.7 15.7 0 58. 4.7 3.2 4.6 4.4 10.6 7.3 11.0 14.9 0 59. 4.5 3.0 4.3 4.2 10.0 6.9 10.5 14.2 0. 4.3 2.9 4.1 4.0 9.5 6.6 10.0 13.6 '1 1 1. 4.0 2.7 3.8 3.7 8.9 6.1 9.5 12.9 1 2. 3.6 2.5 3.4 3.3 8.2 5.6 8.8 12.2 3. 3.4 2.3 3.2 3.0 7.6 5.2 8.3 11.5 '1 1 4. 3.2 2.2 3.0 2.8 7.1 4.9 7.9 11.0 1 5. 3.0 2.1 2.8 2.7 6.8 4.6 7.5 10.4 1 6. 2.8 1.9 2.7 2.5 6.4 4.3 7.1 9.9 7. 2.6 1.8 2.5 2.3 5.9 4.0 6.7 9.4 '1 1 8. 2.4 1.7 2.3 2.1 5.6 3.8 6.4 8.9 1 9. 2.3 1.6 2.2 2.0 5.3 3.6 6.1 8.5 1 10. 2.2 1.6 2.1 1.9 5.0 3.4 5.8 8.1 1 11. 2.1 1.5 1.9 1.8 4.7 3.2 5.5 7.7 1 12. 1.9 1.4 1.8 1.6 4.4 2.9 5.2 7.3 13. 1.8 1.3 1.7 1.5 4.1 2.8 4.9 7.0 '1 1 14. 1.7 1.2 1.6 1.4 3.9 2.6 4.7 6.6 1 15. 1.6 1.2 1.5 1.4 3.7 2.5 4.5 6.4 1 16. 1.6 1.1 1.5 1.3 3.6 2.4 4.3 6.1 17. 1.5 1.1 1.4 1.3 3.5 2.3 4.2 5.8 '1 1 18. 1.5 1.1 1.4 1.2 3.3 2.2 4.1 5.6 1 19. 1.4 1.0 1.3 1.2 3.2 2.2 3.9 5.4 20. 1.4 1.0 1.3 1.2 3.1 2.1 3.8 5.2 '1 1 21. 1.3 1.0 1.2 1.1 3.0 2.0 3.7 5.0 1 22. 1.2 .9 1.1 1.0 2.8 1.8 3.5 4.7 1 23. 1.1 .8 1.0 .9 2.6 1.7 3.3 4.5 1 24. 1.1 .8 1.0 .9 2.5 1.6 3.2 4.4 1 25. 1.0 .8 .9 .8 2.4 1.6 3.1 4.2 1 26. 1.0 .7 .9 .8 2.3 1.5 2.9 4.1 27. 1.0 .7 .9 .8 2.2 1.5 2.8 3.9 '1 1 28. .9 .7 .9 .8 2.1 1.4 2.8 3.8 1 29. .9 .7 .8 .8 2.1 1.4 2.7 3.7 30, 9 7 .8 .7 2.0 1.3 2.6 3.5 '1 1 31. .9 .6 .8 .7 2.0 1.3 2.5 3.4 1 32. .8 .6 .8 .7 1.9 1.3 2.5 3.3 1 33. .8 .6 .8 .7 .1.9 1.3 2.4 3.2 '1 34. .8 .6 .7 .7 1.8 1.2 2.4 3.1 1 35. .8 .6 .7 .7 1.8 1.2 2.3 3.0 1 36. .8 .6 .7 .7 1.8 1.2 2.3 2.9 37. .8 .6 .7 .7 1.7 1.2 2.2 2.8 '1 1 38. .8 .6 .7 .7 1.7 1.1 2.2 2.8 1 39. .7 .6 .7 .6 1.7 1.1 2.1 2.7 40. .7 .5 .7 .6 1.6 1.1 2.1 2.6 '1 1 41. .7 .5 .7 .6 1.6 1.1 2.1 2.5 1 42. .7 .5 .7 .6 1.6 1.1 2.0 2.5 1 43. .7 .5 .6 .6 1.6 1.1 2.0 2.4 1 44. .7 .5 .6 .6 1.5 1.0 2.0 2.3 1 45. .7 .5 .6 .6 1.5 1.0 2.0 2.3 1 46. .7 .5 .6 .6 1.5 1.0 1.9 2.2 47. .7 .5 .6 .6 1.5 1.0 1.9 2.2 '1 1 48. .7 .5 .6 .6 1.5 1.0 1.9 2.1 1 49. .7 .5 .6 .6 1.4 1.0 1.9 2.1 1 50. .7 .5 .6 .6 1.4 1.0 1.9 2.0 1 51. .6 .5 .6 .5 1.3 .9 1.8 1.9 1 52. .6 .4 .5 .5 1.2 .8 1.7 1.8 1 53. 5 .4 .5 .4 1.1 .8 1.6 1.8 1 54. .5 .4 .4 .4 1.1 .7 1.6 1.7 1 55. .5 .4 .4 .4 1.0 .7 1.5 1.7 1 56. .4 .4 .4 .4 1.0 .7 1.4 1.6 57. .4 .3 .4 .3 1.0 .6 1.4 1.6 '1 1 58. .4 .3 .4 .3 .9 .6 1.3 1.5 1 59. .4 .3 .4 .3 .9 .6 1.3 1.5 2 0. .4 .3 .4 .3 .9 .6 1.3 1.5 2 1. .4 .3 .3 .3 .8 .5 1.2 1.4 2 2. .3 .3 .3 .2 .7 .5 1.1 1.3 2 3. 3 2 2 .2 .6 .4 1.0 1.3 '2 4. .2 .2 .2 .2 .6 .4 1.0 1.2 2 5. .2 .2 .2 .1 .5 .3 .9 1.2 2 6. .2 .2 .2 .1 .5 .3 .8 1.2 7. .2 .2 .2 .1 .4 .3 .8 1.1 '2 2 8. .2 .2 .1 .1 .4 .3 .7 1.1 2 9. .2 .1 .1 .1 .4 .2 .7 1.1 10. 1 1 1 1 .4 .2 .7 1.0 '2 2 11. 1 1 1 1 .3 .2 .6 1.0 2 12. 1 1 1 1 .3 .2 .6 1.0 2 13. 1 1 1 1 .3 .2 .6 1.0 2 14. 1 1 1 1 .3 .2 .6 .9 2 15. .1 .1 .1 .0 .3 .2 .5 .9 2 16. .1 .1 .1 .0 .3 .2 .5 .9 17. .1 .1 .1 .0 .3 .2 .5 .9 '2 2 18. .1 .1 .1 .0 .2 .1 .5 .8 2 19. .1 .1 .1 .0 .2 .1 .4 .8 20. .1 .1 .1 .0 .2 .1 .4 .8 '2 2 21. .1 .1 .1 .0 .2 .1 .4 .8 2 22. .1 .1 .1 .0 .2 .1 .4 .7 2 23. .1 .1 .1 .0 .2 .1 .4 .7 2 24. .1 .1 .1 .0 .2 .1 .4 .7 2 25. .1 .1 .1 .0 .2 .1 .4 .7 2 26. .1 .1 .0 .0 .2 .1 .3 .7 27. .1 .1 .0 .0 .2 .1 .3 .7 '2 2 28. .1 .1 .0 .0 .2 .1 .3 .6 2 29. .0 .1 .0 .0 .2 .1 .3 .6 2 30. .0 .1 .0 .0 .1 .1 .3 .6 2 31. .0 .1 .0 .0 .1 .1 .3 .6 2 32. .0 .0 .0 .0 .1 .1 .3 .6 2 33. .0 .0 .0 .0 1 .1 .3 .6 2 34. .0 .0 .0 .0 .1 .1 .3 .6 2 35. .0 .0 .0 .0 .1 .1 .3 .5 2 36. .0 .0 .0 .0 .1 .1 .2 .5 2 37. .0 .0 .0 .0 .1 .1 .2 .5 2 38. .0 .0 .0 .0 .1 .1 .2 .5 2 39. .0 .0 .0 .0 .1 .1 .2 .5 2 40. .0 .0 .0 .0 .1 .1 .2 .5 2 41. .0 .0 .0 .0 .1 .0 .2 .5 2 42. .0 .0 .0 .0 .1 .0 .2 .5 2 43. .0 .0 .0 .0 .1 .0 .2 .4 44. .0 .0 .0 .0 .1 .0 .2 .4 '2 2 45. .0 .0 .0 .0 .1 .0 .2 .4 2 46. .0 .0 .0 .0 .1 .0 .2 .4 47. .0 .0 .0 .0 .1 .0 .2 .4 '2 2 48. .0 .0 .0 .0 .1 .0 .2 .4 2 49. .0 .0 .0 .0 .1 .0 .2 .4 2 1 50. .0 .0 .0 .0 .1 .0 .2 .4 2 51. .0 .0 .0 .0 .1 .0 .2 .4 2 52. .0 .0 .0 .0 .1 .0 .2 .4 2 53. .0 .0 .0 .0 .1 .0 .2 .4 2 54. .0 .0 .0 .0 .1 .0 .1 .3 2 55. .0 .0 .0 .0 .1 .0 .1 .3 2 56. .0 .0 .0 .0 .0 .0 .1 .3 '2 57. .0 .0 .0 .0 .0 .0 .1 .3 2 58. .0 .0 .0 .0 .0 .0 .1 .3 2 59. .0 .0 .0 .0 .0 .0 .1 .3 3 0. .0 .0 .0 .0 .0 .0 .1 .3 3 1. .0 .0 .0 .0 .0 .0 .1 .3 3 2. .0 .0 .0 .0 .0 .0 .1 .3 3. .0 .0 .0 .0 .0 .0 .1 .3 '3 3 4. .0 .0 .0 .0 .0 .0 .1 .3 3 5. .0 .0 .0 .0 .0 .0 .1 .3 3 6. .0 .0 .0 .0 .0 .0 .1 .3 7. .0 .0 .0 .0 .0 .0 .1 .3 '3 3 8. .0 .0 .0 .0 .0 .0 .1 .2 3 9. .0 .0 .0 .0 .0 .0 .1 .2 10. .0 .0 .0 .0 .0 .0 .1 .2 '3 3 11. .0 .0 .0 .0 .0 .0 .1 .2 3 12. .0 .0 .0 .0 .0 .0 .1 .2 3 13. .0 .0 .0 .0 .0 .0 .1 .2 '3 14. .0 .0 .0 .0 .0 .0 .1 .2 3 15. .0 .0 .0 .0 .0 .0 .1 .2 3 16. .0 .0 .0 .0 .0 .0 .1 .2 17. .0 .0 .0 .0 .0 .0 .1 .2 '3 3 18. .0 .0 .0 .0 .0 .0 .1 .2 3 19. .0 .0 .0 .0 .0 .0 .1 .2 3 20. .0 .0 .0 .0 .0 .0 .1 .2 ' 3 21. .0 .0 .0 .0 .0 .0 .1 .2 3 22. .0 .0 .0 .0 .0 .0 .1 .2 3 23. .0 .0 .0 .0 .0 .0 .1 .2 '3 24. .0 .0 .0 .0 .0 .0 .1 .2 3 25. .0 .0 .0 .0 .0 .0 .1 .2 3 26. .0 .0 .0 .0 .0 .0 .1 .2 27. .0 .0 .0 .0 .0 .0 .1 .2 '3 3 28. .0 .0 .0 .0 .0 .0 .1 .1 3 29. .0 .0 .0 .0 .0 .0 .1 .1 3 30. .0 .0 .0 .0 .0 .0 .1 .1 '3 31. .0 .0 .0 .0 .0 .0 .1 .1 3 32. .0 .0 .0 .0 .0 .0 .1 .1 3 33. .0 .0 .0 .0 ..0 .0 .0 .1 3 34. .0 .0 .0 .0 .0 .0 .0 .1 3 35. .0 .0 .0 .0 .0 .0 .0 .1 3 36. .0 .0 .0 .0 .0 .0 .0 .1 37. .0 .0 .0 .0 .0 .0 .0 .1 '3 3 38. .0 .0 .0 .0 .0 .0 .0 .1 3 39. .0 .0 .0 .0 .0 .0 .0 .i 3 40. .0 .0 .0 .0 .0 .0 .0 .1 '3 41. .0 .0 .0 .0 .0 .0 .0 .1 3 42. .0 .0 .0 .0 .0 .0 .0 .1 3 43. .0 .0 .0 .0 .0 .0 .0 .1 3 44. .0 .0 .0 .0 .0 .0 .0 .1 3 45. .0 .0 .0 .0 .0 .0 .0 .1 3 46. .0 .0 .0 .0 .0 .0 .0 .1 3 47. .0 .0 .0 .0 .0 .0 .0 .1 ' 3 48. .0 .0 .0 .0 .0 .0 .0 .1 3 49. .0 .0 .0 .0 .0 .0 .0 .1 3 50. .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 .1 IOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 00-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 50.700 tOTAL RAINFALL (INCHES) 2.890 TOTAL INFILTRATION (INCHES) .516 TOTAL WATERSHED OUTFLOW (INCHES) 2.168 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .206 TOTAL IN CONTINUITY, PERCENTAGE OF RAINFALL .000 WOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA,INC. 07/03/95 100-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN WIDTH INVERT GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE NUMBER CONNECTION (FT) (FT) (FT/FT) 11 12 0 4 CHANNEL .0 640. .0070 OVERFLOW 36.0 640. .0070 13 12 0 4 CHANNEL .0 300. .0050 OVERFLOW 36.0 300. .0050 14 12 0 4 CHANNEL .0 450. .0044 36.0 450. .0044 'OVERFLOW 15 12 0 4 CHANNEL .0 500. .0045 OVERFLOW 36.0 500. .0045 16 0 3 .0 1. .0010 '12 16 20 0 2 PIPE 3.5 765. .0466 20 0 9 2 PIPE .1 10. .0100 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW ' .0 .0 .1 3.4 .5 5.2 1.1 4.8 9.4 6.4 10.1 8.3 10.9 TOTAL NUMBER OF GUTTERS/PIPES, 1 7 SIDE SLOPES OVERBANK/SURCHARGE HORIZ TO VERT MANNING DEPTH JK L R N (FT) 50.0 50.0 .016 .40 0 50.0 50.0 .020 1.00 50.0 50.0 .016 .40 0 50.0 50.0 .020 1.00 50.0 50.0 .016 .40 0 50.0 50.0 .020 1.00 50.0 50.0 .016 .40 0 50.0 50.0 .020 1.00 .0 .0 .001 10.00 0 .0 .0 .013 3.50 0 .0 .0 .100 .10 0 5.5 2.0 7.6 3.3 8.5 19 WOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 100-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) ' 11 0 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 2.7 12 11 13 14 15 0 0 0 0 0 0 1 4 0 0 0 0 0 0 0 0 32.0 13 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 4.3 ' 14 0 0 0 0 0 0 0 0 0 0 5 0 0 0 0 0 0 0 0 0 9.2 15 0 0 0 0 0 0 0 0 0 0 6 0 0 0 0 0 0 0 0 0 6.6 16 12 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.0 ' 20 16 0 0 0 0 0 0 0 0 0 7 8 0 0 0 0 0 0 0 0 50.7 ' WOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 100-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 7 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ' ( ) DENOTES DEPTH ABOVE INVERT IN FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (I) DENOTES GUTTER INFLOW IN CFS FROM SPECIFIED INFLOW HYDROGRAPH ' (D) DENOTES DISCHARGE IN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE IN AC -FT FOR SURCHARGED GUTTER ' TIME(HR/MIN) 11 12 13 14 15 16 20 0 1. .00 .00 .00 .00 .00 .00 .00 ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '.00( 0 2. 00 .01 .00 .00 .00 .00 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00(S) 0 3. .00 .01 .00 .00 .00 .00 .00 '.00( ) .00( ) .01( ) .01( ) .00( ) .01( ) .00(S) 0 4. 00 .02 .00 .00 .00 .00 .00 .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) .00(S) 0 5. .00 .02 .00 .00 .00 .00 .00 .00( ) .00( ) .01( ) .01( ) .01( ) .01( ) .00(S) 0 6. .00 .03 .00 .00 .00 .01 .00 .01( ) .00( ) .01( ) .01( ) .01( ) .02( ) .00(S) ' 0 7. 00 .04 .00 .00 .00 .01 .00 .01( ) .00( ) .01( ) .01( ) .01( ) 1 .02( ) .00(S) 0 8. .00 .05 .00 .00 .00 .02 .01 ) .00( ) .02( ) .02( ) .01( ) .03( ) .00(S) '.01( 0 9. 00 .37 .01 .01 .01 .06 .01 .01( ) .00( ) .02( ) .02( ) .02( ) .04( ) .00(S) 0 10. .01 2.17 .06 .07 .05 .47 .05 ' .02( ) .00( ) .05( ) .05( ) .04( ) .12( ) .00(S) 0 11. .03 3.85 .22 .27 .18 1.71 .15 .04( ) .00( ) .08( ) .08( ) .07( ) .22( ) .01(S) 0 12. .09 6.61 .52 .68 .44 3.84 .35 (� .05( ) .00( ) .11( ) .12( ) .10( ) .32( ) .01(S) 0 13. 19 7.91 .90 1.25 .81 6.19 .66 ' .07( ) .00( ) .13( ) .15( ) .13( ) .41( ) .03(S) 0 14. .31 10.38 1.26 1.88 1.22 8.37 1.08 .08( ) .00( ) .15( ) .18( ) .15( ) .47( ) .04(S) ' 0 15. .46 11.36 1.58 2.51 1.62 10.30 1.57 AN ) .00( ) .16( ) .20( ) .17( ) .52( ) .06(S) 0 16. .63 14.09 1.86 3.12 2.03 12.23 2.15 ) .00( ) .17( ) .21( ) .18( ) .56( ) .08(S) '.11( 0 17. 81 15.16 2.13 3.71 2.43 14.19 2.80 .12( ) .00( ) .18( ) .23( ) .19( ) .61( ) .11(S) 0 18. 1.00 17.21 2.34 4.24 2.80 15.86 3.42 ' .13( ) .00( ) .19( ) .24( ) .20( ) .64( ) .13(S) 0 19. 1.18 17.73 2.51 4.68 3.12 17.23 3.57 .14( ) .00( ) .19( ) .25( ) .21( ) .67( ) .16(S) 0 20. 1.35 19.32 2.63 5.04 3.39 18.34 3.72 .14( ) .00( ) .19( ) .25( ) .22( ) .69( ) .20(S) 0 21. 1.55 23.39 2.93 5.64 3.81 20.98 3.90 .15( ) .00( ) .20( ) .27( ) .23( ) .73( ) .23(S) 0 22. 1.84 27.97 3.47 6.61 4.47 25.20 4.12 .16( ) .00( ) .22( ) .28( ) .24( ) .80( ) .28(S) 0 23, 2.15 30.31 4.00 7.63 5.17 28.82 4.38 ' .17( ) .00( ) .23( ) .30( ) .26( ) .86( ) .33(S) 0 24. 2.47 34.49 4.47 8.59 5.84 32.17 4.67 .18( ) .00( ) .24( ) .31( ) .27( ) .91( ) .39(S) 0 25. 2.79 36.61 4.90 9.48 6.49 35.38 4.99 ' .19( ) .00( ) .25( ) .32( ) .28( ) .96( ) .46(S) 0 26. 3.22 49.09 5.80 11.04 7.58 42.61 5.27 ) .00( ) .26( ) .34( ) .30( ) 1.05( ) .53(S) '.20( 0 27. 3.85 58.75 7.34 13.60 9.34 53.86 5.49 .21( ) .00( ) .29( ) .37( ) .32( ) 1.19( ) .63(S) 0 28. 4.57 68.57 8.87 16.32 11.24 63.85 5.74 22( ) .00( ) .31( ) .40( ) .34( ) 1.30( ) .75(S) 0 29. 5.29 76.38 10.25 18.35 13.11 72.79 6.03 .24( ) .00( ) .32( ) .41( ) .36( ) 1.40( ) .89(S) 0 30. 5.99 84.46 11.47 20.33 14.89 80.80 6.36 ' .25( ) .00( ) .34( ) .42( ) .38( ) 1.48( ) 1.04(S) 0 31. 7.03 111.94 14.03 24.05 17.70 99.35 6.65 .26( ) .00( ) .36( ) .44( ) .40( ) 1.66( ) 1.23(S) ' 0 32. 8.61 136.02 18.07 30.28 21.41 126.07 6.93 .29( ) .00( ) .40( ) .47( ) AR ) 1.91( ) 1.47(S) 0 33. 10.34 153.94 20.80 36.84 25.62 146.79 7.28 '31( ) .00( ) .42( ) .50( ) .45( ) 2.11( ) 1.75(S) 0 34. 12.01 174.34 23.48 42.95 29.81 165.82 7.64 .32( ) .00( ) .43( ) .52( ) AR ) 2.29( ) 2.07(S) 0 35. 13.55 188.83 25.89 48.41 33.75 183.01 7.90 .34( ) .00( ) .44( ) .54( ) .48( ) 2.46( ) 2.43(S) 0 36. 14.23 172.66 25.85 49.75 35.15 180.55 8.16 .34( ) .00( ) .44( ) .55( ) .49( ) 2.44( ) 2.79(S) ' 0 37. 13.93 161.61 23.74 47.16 33.96 165.91 8.40 .34( ) .00( ) AR ) .54( ) .49( ) 2.29( ) 3.12(S) 0 38. 13.36 151.99 21.90 44.36 32.43 155.92 8.60 ) .00( ) .42( ) .53( ) .48( ) 2.19( ) 3.43(S) '34( 0 39. 12.76 144.72 20.50 42.01 31.00 147.61 8.78 .33( ) .00( ) .42( ) .52( ) .47( ) 2.12( ) 3.72(S) 0 40, 12.22 138.54 19.44 40.15 29.77 141.04 8.94 ' .33( ) .00( ) .41( ) .51( ) .47( ) 2.05( ) 4.00(S) 0 41. 11.60 126.27 18.20 37.91 28.24 131.57 9.10 .32( ) .00( ) .40( ) .50( ) .46( ) 1.97( ) 4.26(S) 0 42. 10.86 115.95 16.27 35.17 26.34 120.14 9.24 .31( ) .00( ) .39( ) .49( ) .45( ) 1.86( ) 4.50(S) 0 43, 10.14 107.29 14.65 32.64 24.54 110.88 9.37 t.30( ) .00( ) .37( ) .48( ) .44( ) 1.77( ) 4.73(S) 0 44. 9.49 100.38 13.44 30.48 22.97 103.26 9.47 .30( ) .00( ) .36( ) .47( ) .43( ) 1.70( ) 4.93(S) 0 45. 8.92 94.60 12.52 28.68 21.62 97.05 9.55 ' .29( ) .00( ) .35( ) .46( ) .43( ) 1.64( ) 5.13(S) 0 46. 8.38 87.40 11.63 26.95 20.33 90.58 9.63 ) .00( ) .34( ) .46( ) .42( ) 1.58( ) 5.31(S) '.28( 0 47. 7.85 81.30 10.71 25.19 19.04 83.96 9.70 .28( ) .00( ) .33( ) .45( ) .41( ) 1.51( ) 5.48(S) 0 48. 7.35 76.18 9.91 23.60 17.88 78.45 9.76 '27( ) .00( ) .32( ) .44( ) .41( ) 1.45( ) 5.63(S) 0 49. 6.91 71.78 9.26 22.21 16.80 73.76 9.83 .26( ) .00( ) .31( ) .43( ) .40( ) 1.41( ) 5.78(S) 0 50. 6.53 67.77 8.73 21.02 15.56 69.61 9.88 ' .26( ) .00( ) .31( ) .43( ) .39( ) 1.36( ) 5.92(S) 0 51. 6.16 63.02 8.21 19.89 14.46 65.25 9.94 ) .00( ) .30( ) .42( ) .38( ) 1.32( ) 6.05(S) '.25( 0 52. 5.81 59.02 7.66 18.77 13.43 60.91 9.99 .25( ) .00( ) .29( ) .41( ) .37( ) 1.27( ) 6.17(S) 0 53. 5.48 55.53 7.17 17.75 12.53 57.21 10.04 '24( ) .00( ) .28( ) .41( ) .36( ) 1.23( ) 6.29(S) 0 54. 5.19 52.63 6.75 16.85 11.74 54.04 10.08 .24( ) .00( ) .28( ) .40( ) .35( ) 1.19( ) 6.39(S) 0 55. 4.92 49.73 6.40 15.72 11.07 51.17 10.12 .23( ) .00( ) .27( ) .39( ) .34( ) 1.16( ) 6.49(S) 0 56. 4.67 46.11 6.03 14.69 10.42 47.93 10.17 .23( ) .00( ) .27( ) .38( ) .33( ) 1.12( ) 6.59(S) ' 0 57. 4.41 42.91 5.61 13.67 9.75 44.54 10.20 .22( ) .00( ) .26( ) .37( ) .32( ) 1.08( ) 6.68(S) 0 58. 4.16 40.15 5.23 12.75 9.12 41.59 10.24 22( ) .00( ) .25( ) .36( ) .32( ) 1.04( ) 6.76(S) 0 59. 3.93 37.74 4.90 11.93 8.56 39.02 10.27 .21( ) .00( ) .25( ) .35( ) .31( ) 1.00( ) 6.83(S) 1 0. 3.72 35.69 4.61 11.23 8.06 36.80 10.30 ' .21( > .00( ) .24( ) .34( ) .30( ) .97( ) 6.90(S) 1 1. 3.52 33.14 4.33 10.55 7.58 34.52 10.33 .20( ) .00( ) .23( ) .34( ) .30( ) .94( ) 6.97(S) ' 1 2. 3.32 30.91 4.02 9.87 7.09 32.16 10.36 .20( ) .00( ) 23( ) .33( ) .29( ) .91( ) 7.03(S) 1 3. 3.13 28.89 3.74 9.24 6.64 30.04 10.38 ) .00( ) .22( ) .32( ) .28( ) .88( ) 7.09(S) '19( 1 4. 2.95 27.16 3.50 8.66 6.22 28.17 10.41 .19( ) .00( ) .22( ) .31( ) .27( ) .85( ) 7.14(S) 1 5. 2.79 25.59 3.28 8.15 5.85 26.52 10.43 ' .19( ) .00( ) .21( ) .30( ) .27( ) .83( ) 7.18(S) 1 6. 2.64 23.94 3.08 7.67 5.50 24.92 10.45 .18( ) .00( ) .21( ) .30( ) .26( ) .80( ) 7.23(S) ' 1 7. 2.49 22.42 2.88 7.20 5.16 23.35 10.47 .18( ) .00( ) .20( ) .29( ) .26( ) .77( ) 7.27(S) 1 8. 2.36 21.11 2.70 6.77 4.85 21.93 10.48 ) .00( ) .20( ) .28( ) .25( ) .75( ) 7.31(S) '.18( 1 9. 2.23 19.90 2.53 6.38 4.56 20.67 10.50 .17( ) .00( ) .19( ) .28( ) .24( ) .73( ) 7.34(S) 1 10, 2,11 18.86 2,39 6.03 4,31 19.54 10.51 ' .17( ) .00( ) .19( ) .27( ) .24( ) .71( ) 7.38(S) 1 11. 2.00 17.66 2.25 5.70 4.06 18.43 10.53 .17( ) .00( ) .18( ) .27( ) .23( ) .69( ) 7.41(S) -P.crz/ �c 1.90 16.63 2.11 5.38 3.83 17.33 10.54 .16( ) .00( ) .18( ) .26( ) .23( ) .67( ) 7.43(S) 1.80 15.67 1.98 5.07 3.61 16.32 10.55 .16( ) .00( ) .18( ) .25( ) .22( ) .65( ) 7.46(S) 1.71 14.85 1.87 4.80 3.41 15.43 10.56 .16( ) .00( ) .17( ) .25( ) .22( ) .63( ) 7.48(S) 1.62 14.08 1.77 4.54 3.22 14.62 10.57 .15( ) .00( ) .17( ) .24( ) .21( ) .62( ) 7.50(S) 1.55 13.44 1.68 4.32 3.06 13.91 10.58 .15( ) .00( ) .16( ) .24( ) .21( ) .60( ) 7.52(S) 1.47 12.82 1.60 4.12 2.91 13.27 10.58 .15( > .00( ) .16( ) .24( ) .21( ) .59( ) 7.54(S) 1.41 12.31 1.53 3.93 2.78 12.70 10.59 .14( ) .00( ) .16( ) .23( ) .20( ) .57( ) 7.56(S) 1.35 11.81 1.47 3.77 2.66 12.18 10.60 .14( ) .00( ) .16( ) .23( ) .20( ) .56( ) 7.57(S) 1.30 11.40 1.42 3.62 2.55 11.72 10.60 .14( ) .00( ) .15( ) .22( ) .20( ) .55( ) 7.59(S) 1.24 10.77 1.36 3.47 2.44 11.21 10.61 .14( ) .00( ) .15( ) .22( ) .19( ) .54( ) 7.60(S) 1.19 10.25 1.29 3.31 2.33 10.65 10.62 .14( ) .00( ) .15( ) .22( ) .19( ) .53( ) 7.61(S) 1.14 9.72 1.22 3.16 2.22 10.13 10.62 .13( ) .00( ) .15( ) .21( ) .19( ) .51( ) 7.62(S) 1.09 9.29 1.16 3.01 2.11 9.64 10.62 .13( ) .00( ) .14( ) .21( ) .18( ) .50( ) 7.63(S) 1.04 8.86 1.11 2.87 2.01 9.20 10.63 .13( ) .00( ) .14( ) .21( ) .18( ) .49( ) 7.64(S) 1.00 8.51 1.06 2.75 1.92 8.81 10.63 .13( ) .00( ) .14( ) .20( ) .18( ) .48( ) 7.65(S) .96 8.16 1.01 2.63 1.84 8.45 10.63 .13( ) .00( ) .14( ) .20( ) .17( ) .47( ) 7.65(S) .92 7.88 .97 2.53 1.77 8.12 10.64 .12( ) .00( ) .13( ) .20( ) .17( ) .46( ) 7.66(S) .89 7.58 .94 2.44 1.70 7.83 10.64 .12( ) .00( ) .13( ) .19( ) .17( ) .45( ) 7.66(S) .86 7.37 .91 2.35 1.64 7.57 10.64 .12( ) .00( ) AR ) .19( ) .17( ) .45( ) 7.67(S) .83 7.11 .88 2.27 1.58 7.33 10.64 .12( ) .00( ) .13( ) .19( ) .16( ) .44( ) 7.67(S) .80 6.94 .85 2.20 1.53 7.11 10.64 .12( ) .00( ) .13( ) .19( ) .16( ) .43( ) 7.67(S) .78 6.72 .83 2.13 - 1.48 6.90 10.64 .12( ) .00( ) .13( ) .18( ) .16( ) .43( ) 7.68(S) .75 6.58 .81 2.07 1.44 6.72 10.65 .11( ) .00( ) .13( ) .18( ) .16( ) .42( ) 7.68(S) .73 6.39 .79 2.02 1.40 6.55 10.65 .11( ) .00( ) .12( ) .18( ) .16( ) .42( ) 7.68(S) .71 6.27 .77 1.97 1.36 6.39 10.65 .11( ) .00( ) .12( ) .18( ) .16( ) .41( ) 7.68(S) .69 6.11 .76 1.92 1.33 6.25 10.65 .11( ) .00( ) .12( ) .18( ) .15( ) .41( ) 7.68(S) .68 6.01 .74 1.88 1.30 6.11 10.65 .11( ) .00( ) .12( ) .18( ) .15( ) AN ) 7.68(S) .66 5.86 .73 1.84 1.27 5.99 10.65 .11( ) .00( ) .12( ) .17( ) .15( ) AN ) 7.68(S) .65 5.78 .72 1.80 1.24 5.87 10.65 .11( ) .00( ) .12( ) .17( ) .15( ) AN ) 7.68(S) .63 5.65 .70 1.76 1.22 5.76 10.65 .11( ) .00( ) .12( ) .17( ) .15( ) .39( ) 7.68(S) 29 .62 5.58 .69 1.73 1.19 5.66 10.65 .11( ) .00( ) .12( ) .17( ) .15( ) .39( ) 7.68(S) .61 5.46 .68 1.70 1.17 5.56 10.65 .11( ) .00( ) .12( ) .17( ) .15( ) .39( ) 7.68(S) .60 5.40 .67 1.67 1.15 5.47 10.65 AN ) .00( ) .12( ) .17( ) .15( ) .38( ) 7.68(S) .58 5.29 .66 1.64 1.13 5.39 10.65 .10( ) .00( ) .12( ) .17( ) .14( ) .38( ) 7.68(S) .57 5.25 .65 1.61 1.11 5.31 10.65 AN ) .00( ) .12( ) .17( ) .14( ) .38( ) 7.68(S) .57 5.14 .64 1.59 1.09 5.23 10.64 AN ) .00( ) .11( ) .16( ) .14( ) .37( ) 7.68(S) .56 5.10 .64 1.56 1.08 5.16 10.64 .10( ) .00( ) .11( ) .16( ) .14( ) .37( ) 7.68(S) .55 5.01 .63 1.54 1.06 5.09 10.64 .10( ) .00( ) .11( ) .16( ) .14( ) .37( ) 7.67(S) .54 4.98 .62 1.52 1.05 5.02 10.64 .10( ) .00( ) .11( ) .16( ) .14( ) .37( ) 7.67(S) .53 4.71 .61 1.49 1.02 4.90 10.64 .10( ) .00( ) .11( ) .16( ) .14( ) .36( ) 7.67(S) .52 4.52 .58 1.44 .99 4.71 10.64 .10( ) .00( ) .11( ) .16( ) .14( ) .36( ) 7.66(S) .51 4.29 .56 1.39 .96 4.50 10.64 .10( ) .00( ) .11( ) .16( ) .14( ) .35( ) 7.66(S) .49 4.14 .53 1.33 .92 4.31 10.64 .10( ) .00( ) .11( ) .15( ) .13( ) .34( ) 7.66(S) .48 3.93 .50 1.28 .89 4.13 10.63 .10( ) .00( ) AN ) .15( ) .13( ) .33( ) 7.65(S) .46 3.81 .48 1.23 .85 3.96 10.63 AN ) .00( ) AN ) .15( ) .13( ) .33( ) 7.65(S) .45 3.64 .46 1.18 .82 3.81 10.63 .09( ) .00( ) .10( ) .15( ) .13( ) .32( ) 7.64(S) .43 3.54 .44 1.13 .79 3.67 10.63 .09( ) .00( ) AN ) .15( ) .13( ) .32( ) 7.64(S) .42 3.40 .42 1.09 .76 3.54 10.62 .09( ) .00( ) .10( ) .14( ) .12( ) .31( ) 7.63(S) .41 3.33 .41 1.06 .73 3.43 10.62 .09( ) .00( ) AN ) .14( ) .12( ) .31( ) 7.63(S) .39 3.06 .39 1.01 .71 3.28 10.62 .09( ) .00( ) .09( ) .14( ) .12( ) .30( ) 7.62(S) .38 2.87 .36 .96 .67 3.08 10.62 .09( ) .00( ) .09( ) .14( ) .12( ) .29( ) 7.61(S) .36 2.64 .34 .91 .63 2.88 10.61 .09( ) .00( ) .09( ) .13( ) .12( ) .28( ) 7.60(S) .34 2.49 .31 .85 .60 2.69 10.61 .09( ) .00( ) .09( ) .13( ) .11( ) .27( ) 7.60(S) .33 2.28 .29 .80 .56 2.50 10.61 .08( ) .00( ) .08( ) .13( ) .11( ) .26( ) 7.59(S) .31 2.16 .26 .75 .52 2.33 10.60 .08( ) .00( ) .08( ) .12( ) .11( ) .26( ) 7.58(S) .30 1.98 .24 .70 .49 2.18 10.60 .08( ) .00( ) .08( ) .12( ) .11( ) .25( ) 7.57(S) .28 1.88 .22 .66 .46 2.03 10.59 .08( ) .00( ) .08( ) .12( ) .10( ) .24( ) 7.56(S) .27 1.73 .21 .62 .43 1.90 10.59 .08( ) .00( ) .08( ) .12( ) AN ) .23( ) 7.55(S) .25 1.65 .19 .58 .41 1.78 10.59 .08( ) .00( ) .07( ) .11( ) .10( ) .23( ) 7.54(S) .24 1.52 .18 .55 .38 1.67 10.58 .07( ) .00( ) .07( ) .11( ) .10( ) .22( ) 7.53(S) ' 2 12. .23 1.46 .17 .51 .36 1.57 10.58 .07( ) .00( ) .07( ) .11( ) .09( ) .21( ) 7.52(S) 2 13, 22 1.34 .16 .48 .34 1.48 10.57 t .07( ) .00( ) .07( ) .11( ) .09( ) .21( ) 7.51(S) 2 14. .21 1.30 .15 .46 .32 1.39 10.57 .07( ) .00( ) .07( ) .10( ) .09( ) .20( ) 7.50(S) 2 15. .20 1.19 .14 .43 .30 1.32 10.56 .07( ) .00( ) .06( ) AN ) .09( ) .20( ) 7.49(S) 2 16. .19 1.16 .13 .41 .28 1.24 10.56 ) .00( ) .06( ) AN ) .09( ) .19( ) 7.48(S) '.07( 2 17. 18 1.06 .12 .39 .27 1.18 10.55 .07( ) .00( ) .06( ) .10( ) .08( ) .19( ) 7.47(S) 2 18. .17 1.04 .11 .37 .25 1.11 10.55 .07( ) .00( ) .06( ) AN ) .08( ) .18( ) 7.46(S) 2 19. .16 .95 .11 .35 .24 1.06 10.54 .06( ) .00( ) .06( ) .09( ) .08( ) .18( ) 7.45(S) 2 20. .15 .94 .10 .33 .23 1.00 10.54 ' .06( ) .00( ) .06( ) .09( ) .08( ) .17( ) 7.44(S) 2 21. .15 .86 .09 .32 .22 .95 10.53 .06( ) .00( ) .06( ) .09( ) .08( ) .17( ) 7.42(S) ' 2 22. 14 .85 .09 .30 .21 .91 10.53 .06( ) .00( ) .05( ) .09( ) .08( ) .16( ) 7.41(S) 2 23. .13 .78 .09 .29 .20 .86 10.52 .06( ) .00( ) .05( ) .09( ) .08( ) .16( ) 7.40(S) 2 24. .13 .77 .08 .28 .19 .82 10.52 .06( ) .00( ) .05( ) .09( ) .07( ) .16( ) 7.39(S) 2 25. .12 .70 .08 .27 .18 .78 10.51 ' .06( ) .00( ) .05( ) .08( ) .07( ) .15( ) 7.38(S) 2 26. .12 .71 .07 .25 .17 .75 10.51 .06( ) .00( ) .05( ) .08( ) .07( ) .15( ) 7.36(S) 2 27. 11 .64 .07 .24 .16 .71 10.50 .06( ) .00( ) .05( ) .08( ) .07( ) .15( ) 7.35(S) 2 28. .11 .64 .07 .23 .16 .68 10.50 .05( ) .00( ) .05( ) .08( ) .07( ) .14( ) 7.34(S) 2 29. 10 .58 .06 .22 .15 .65 10.49 .05( ) .00( ) .05( ) .08( ) .07( ) .14( ) 7.33(S) 2 30. .10 .59 .06 .22 .14 .62 10.49 ' .05( ) .00( ) .05( ) .08( ) .07( ) .14( ) 7.32(S) 2 31. .09 .53 .06 .21 .14 .60 10.48 .05( ) .00( ) .05( ) .08( ) .07( ) .13( ) 7.30(S) ' 2 32. 09 .54 .05 .20 .13 .57 10.48 .05( ) .00( ) .05( ) .08( ) .06( ) .13( ) 7.29(S) 2 33. .09 .48 .05 .19 - .12 .55 10.47 .05( ) .00( ) .04( ) .07( ) .06( ) .13( ) 7.28(S) 2 34. 08 .50 .05 .18 .12 .52 10.46 .05( ) .00( ) .04( ) .07( ) .06( ) .13( ) 7.27(S) 2 35. .08 .44 .05 .18 .11 .50 10.46 t .05( ) .00( ) .04( ) .07( ) .06( ) .12( ) 7.25(S) 2 36. .08 .46 .04 .17 .11 .48 10.45 .05( ) .00( ) .04( ) .07( ) .06( ) .12( ) 7.24(S) 2 37. .07 .40 .04 .16 .11 .46 10.45 .05( ) .00( ) .04( ) .07( ) .06( ) .12( ) 7.23(S) 2 38. .07 .42 .04 .16 .10 .44 10.44 .05( ) .00( ) .04( ) .07( ) .06( ) .12( ) 7.22(S) ' 2 39. 07 .37 .04 .15 .10 .42 10.44 .05( ) .00( ) .04( ) .07( ) .06( ) .11( ) 7.20(S) 2 40. .07 .39 .04 .15 .09 .41 10.43 ' .05( ) .00( ) .04( ) .07( ) .06( ) .11( ) 7.19(S) 2 41. .06 .34 .03 .14 .09 .39 10.42 .05( ) .00( ) .04( ) .07( ) .06( ) .11( ) 7.18(S) ' 2 42. .06 .36 .03 .13 .09 .37 10.42 .04( ) .00( ) .04( ) .07( ) .05( ) .11( ) 7.16(S) 2 43. .06 .31 .03 .13 *08 .36 10.41 ' .04( ) .00( ) .04( ) .06( ) .05( ) .11( ) 7.15(S) 2 44. .06 .33 .03 .12 .08 .34 10.41 .04( ) .00( ) .04( ) .06( ) .05( ) AN ) 7.14(S) 2 45. .06 .28 .03 .12 .08 .33 10.40 ' .04( ) .00( ) .04( ) .06( ) .05( ) AN ) 7.12(S) 2 46. .05 .31 .03 .12 .07 .32 10.40 .04( ) .00( ) .04( ) .06( ) .05( ) .10( ) 7.11(S) 2 47. 05 .26 .03 .11 .07 .31 10.39 .04( ) .00( ) .03( ) .06( ) .05( ) AN ) 7.10(S) 2 48. .05 .29 .02 .11 .07 .29 10.38 .04( ) .00( ) .03( ) .06( ) .05( ) AN ) 7.09(S) 2 49. 05 .24 .02 .10 .06 .28 10.38 .04( ) .00( ) .03( ) .06( ) .05( ) .10( ) 7.07(S) 2 50. .05 .26 .02 .10 .06 .27 10.37 ' .04( ) .00( ) .03( ) .06( ) .05( ) .09( ) 7.06(S) 2 51. .05 .22 .02 .10 .06 .26 10.37 ) .00( ) .03( ) .06( ) .05( ) .09( ) 7.05(S) '.04( 2 52. 04 .24 .02 .09 .06 .25 10.36 .04( ) .00( ) .03( ) .06( ) .05( ) .09( ) 7.03(S) 2 53. .04 .20 .02 .09 .05 .24 10.36 .04( ) .00( ) .03( ) .06( ) .05( ) .09( ) 7.02(S) 2 54. 04 .23 .02 .09 .05 .23 10.35 .04( ) .00( ) .03( ) .06( ) .05( ) .09( ) 7.01(S) 2 55. .04 .18 .02 .08 .05 .22 10.34 ' .04( ) .00( ) .03( ) .05( ) .04( ) .09( ) 6.99(S) 2 56. .04 .21 .02 .08 .05 .21 10.34 .04( ) .00( ) .03( ) .05( ) .04( ) .08( ) 6.98(S) ' 2 57. 04 .17 .02 .08 .05 .21 10.33 .04( ) .00( ) .03( ) .05( ) .04( ) .08( ) 6.97(S) 2 58. .04 .19 .01 .07 .04 .20 10.33 '.04( ) .00( ) .03( ) .05( ) .04( ) .08( ) 6.95(S) 2 59. 03 .15 .01 .07 .04 .19 10.32 .04( ) .00( ) .03( ) .05( ) .04( ) .08( ) 6.94(S) 3 0. .03 .18 .01 .07 .04 .18 10.31 ' .04( ) .00( ) .03( ) .05( ) .04( ) .08( ) 6.93(S) 3 1. .03 .14 .01 .07 .04 .17 10.31 .04( ) .00( ) .03( ) .05( ) .04( ) .08( ) 6.91(S) 3 2. 03 .17 .01 .06 .04 .17 10.30 .03( ) .00( ) .03( ) .05( ) .04( ) .07( ) 6.90(S) 3 3. .03 .12 .01 .06 .04 .16 10.30 .03( ) .00( ) .02( ) .05( ) .04( ) .07( ) 6.89(S) 3 4. 03 .15 .01 .06 .03 .15 10.29 .03( ) .00( ) .02( ) .05( ) .04( ) .07( ) 6.87(S) 3 5. .03 .11 .01 .06 .03 .15 10.29 .03( ) .00( ) .02( ) .05( ) .04( ) .07( ) 6.86(S) 3 6. .03 .14 .01 .05 .03 .14 10.28 .03( ) .00( ) .02( ) .05( ) .04( ) .07( ) 6.85(S) ' 3 7. .03 .10 .01 .05 .03 .14 10.27 .03( ) .00( ) .02( ) .05( ) .04( ) .07( ) 6.83(S) 3 8. .03 .13 .01 .05 .03 .13 10.27 ) .00( ) .02( ) .04( ) .04( ) .07( ) 6.82(S) '.03( 3 9. 02 .09 .01 .05 .03 .13 10.26 .03( ) .00( ) .02( ) .04( ) .04( ) .07( ) 6.81(S) 3 10. 02 .12 .01 .04 .03 . ,12 10.26 ' .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.79(S) 3 11. .02 .08 .01 .04 .02 .11 10.25 .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.78(S) ' 3 12. 3 13. ' 3 14. ' 3 15. 3 16. ' 3 17. 3 18. ' 3 19. ' 3 20. 3 21. ' 3 22. 3 23. 3 24. 3 25. 3 26. ' 3 27. 3 28. ' 3 29. 3 30. ' 3 31. 3 32. 3 33. t 3 34. 3 35. ' 3 36. ' 3 37. 3 38. ' 3 39. 3 40. ' 3 41. .02 .11 .01 .04 .02 .11 10.24 .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.76(S) .02 .07 .01 .04 .02 .11 10.24 .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.75(S) 02 .10 .01 .04 .02 .10 10.23 .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.74(S) .02 .07 .00 .04 .02 .10 10.23 .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.72(S) .02 .10 .00 .03 .02 .09 10.22 .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.71(S) 02 .06 .00 .03 .02 .09 10.21 .03( ) .00( ) .02( ) .04( ) .03( ) .06( ) 6.70(S) .02 .09 .00 .03 .02 .08 10.21 .03( ) .00( ) .02( ) .04( ) .03( ) .05( ) 6.68(S) 02 .05 .00 .03 .02 .08 10.20 .03( ) .00( ) .02( ) .04( ) .03( ) .05( ) 6.67(S) .02 .08 .00 .03 .02 .08 10.20 .03( ) .00( ) .02( ) .04( ) .03( ) .05( ) 6.66(S) .02 .05 .00 .03 .01 .07 10.19 .03( ) .00( ) .02( ) .04( ) .03( ) .05( ) 6.64(S) 02 .08 .00 .03 .01 .07 10.18 .03( ) .00( ) .02( ) .04( ) .03( ) .05( ) 6.63(S) .02 .04 .00 .02 .01 .07 10.18 .03( ) .00( ) .02( ) .03( ) .03( ) .05( ) 6.62(S) 02 .07 .00 .02 .01 .07 10.17 .03( ) .00( ) .02( ) .03( ) .03( ) .05( ) 6.60(S) .01 .03 .00 .02 .01 .06 10.17 .03( ) .00( ) .01( ) .03( ) .03( ) .05( ) 6.59(S) .01 .07 .00 .02 .01 .06 10.16 .03( ) .00( ) .01( ) .03( ) .03( ) .05( ) 6.57(S) .01 .03 .00 .02 .01 .06 10.15 .03( ) .00( ) .01( ) .03( ) .03( ) .05( ) 6.56(S) .01 .06 .00 .02 .01 .06 10.15 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.55(S) 01 .03 .00 .02 .01 .05 10.14 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.53(S) .01 .06 .00 .02 .01 .05 10.14 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.52(S) .01 .02 .00 .02 .01 .05 10.13 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.51(S) .01 .06 .00 .02 .01 .05 10.12 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.49(S) .01 .02 .00 .01 .01 .04 10.12 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.48(S) 01 .05 .00 .01 .01 .04 10.11 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.47(S) .01 .02 .00 .01 .01 .04 10.11 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.45(S) .01 .05 .00 .01 .01 .04 10.10 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.44(S) .01 .01 .00 .01 .01 .04 10.09 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.42(S) .01 .05 .00 .01 .01 .04 10.09 .02( ) .00( ) .01(.) .03( ) .02( ) .04( ) 6.41(S) 01 .01 .00 .01 .01 .03 10.08 .02( ) .00( ) .01( ) .03( ) .02( ) .04( ) 6.40(S) .01 .05 .00 .01 .01 .03 10.08 .02( ) .00( ) .01( ) .02( ) .02( ) .04( ) 6.38(S) 01 .01 .00 .01 .01 .03 10.07 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.37(S) ' 3 42. .01 .04 .00 .01 .01 .03 10.07 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.36(S) 3 43. .01 .01 .00 *01 .01 .03 10.06 ' .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.34(S) 3 44. .01 .04 .00 .01 .01 .03 10.05 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.33(S) 3 45. .01 .00 .00 .01 .01 .03 10.05 ' .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.32(S) 3 46. .01 .04 .00 .01 .00 .03 10.04 ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.30(S) '.02( 3 47. 01 .00 .00 .01 .00 .03 10.04 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.29(S) 3 48. .01 .04 .00 .01 .00 .03 10.03 '.02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.27(S) 3 49. 01 .00 .00 .01 .00 .02 10.03 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.26(S) 3 50. .01 .04 .00 .01 .00 .02 10.02 ' .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.25(S) 3 51. .01 .00 .00 .01 .00 .02 10.01 ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.23(S) '.02( 3 52. 01 .04 .00 .01 .00 .02 10.01 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.22(S) 3 53. .01 .00 .00 .01 .00 .02 10.00 '.02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.21(S) 3 54. 01 .03 .00 .01 .00 .02 10.00 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.19(S) 3 55. .00 .00 .00 .01 .00 .02 9.99 ' .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.18(S) 3 56. .00 .03 .00 .00 .00 .02 9.99 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.17(S) ' 3 57. 00 .00 .00 .00 .00 .02 9.98 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.15(S) 3 58. .00 .03 .00 .00 .00 .02 9.97 ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.14(S) '.02( 3 59. 00 .00 .00 .00 .00 .02 9.97 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.13(S) 4 0. .00 .03 .00 .00 .00 .02 9.96 .02( ) .00( ) .01( ) .02( ) .02( ) .03( ) 6.11(S) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC 'OSCILLLATIONS DURING THE SIMULATION. 20 19 WOODLAND PARK DETENTION POND ANALYSIS/DESIGN LA, INC. 07/03/95 ' 100-YR EVENT -- OFF -SITE AREA NORTH (8.7 AC) ASSUMED DEVELOPED PER 4/28/95 PLAN •.. PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS ... ' CONVEYANCE ELEMENT PEAK (CFS) STAGE (FT) STORAGE (AC -FT) TIME (HR/MIN) 11 14.2 .3 0 36. ' 12 188.8 (DIRECT FLOW) 0 35. 13 25.9 .4 0 35. 14 49.7 .5 0 36. 15 35.1 .5 0 36. 16 20 183.0 10.6 2.5 .1 7.7 0 35. 1 39. — ' W mb(� Sa�ic¢aL�a"ID ' ENDPROGRAM PROGRAM CALLED 1 ` ' ' ►� 1 ._ 1 PIPE HYDRAULIC ANALYSES r MAIN STORM SEWER SYSTEM ANALYSIS NO. 1 Woodland Park Main Storm Sewer System LA Inc. 'pipe geometry and design discharges by TST Inc. 1 15 , 20 3 2 , 1 .8 , 500 , 300 .2 ,Y 15 1.4 , 28.5 10 .786 ' 28 1 4881.9 0 1 21 0 0 0 610,1.600000 t2 4886.7 21 1 32 0 0 0 610,1.600000 3 4914.5 32 143 0 00 '610,1.600000 4 4916.47 43 2 54 , 214 0 0 61 0, 1 .6 0 0, 0, 0 0 5 4916,83 54 3 65 95 135 0 1 50.5 , 0, 1 .6 0 0 0 0, 0 6 4917.56 65 3 76 106 116 0 40 0 , 1 .6 0 0 , 0 , 0 0 '7 4918.78 76 2 87 , 127 0 0 20 0 , 1 .6 0 0 , 0 0 0 8 4918.53 87 1 228 0 0 0 10 0, 1 .6 0 0 0 0 0 22 4918.53, 228, 0 0 0 0 0 10 0, 1, .6 , 0 0 0 0 0 21 4916.47 214 0 0 0 0 0 10.5 , 0, 1 .6 0 0 0 0 0 9, 4916.46 95 1, 239 0 0 0 10.5 , 0, 1 .6 0 0 0 0 0 23, 4916.46 239, 0 0 0 0 0 10.5 , 0, 1 .6 0 0 0 0 0 10 4 917.3 2 106 1 2 410 0 0, 0 10 0, 1, .6 , 0 0 1 0 0 244917.32, 2410 0 0 0 0, 0 10 0 , 1 , .6 , 0 0 0 0 0 11 4917.31 , 116 1 2511 , 0 , 0 , 0 '10 0, 1, .6 , 0 0 0 0 0 25 4917.31 , 2511 0 0 0 0, 0 10 0, 1, .6 , 0 0 0 0 0 '12 4918.53 , 127 1 2612 , 0 , 0 , 0 10 0, 1, .6 , 0 0 0 0 0 26 4918.53 , 2612 0 0 0 0, 0 10 0, 1, .6 , 0 0 0 0 0 '13 4917.17 135 3 1413 1813 , 1913 0 29.3 , 0, 1 .6 0 0, 0 0, 0 14 4917.68 1413 1 1514 0,0 0 9.3 0, 1 .6 , 0 0 0, 0, 0 15 4918.05 1514 1 1615 , 0 , 0 0 9.3 0 , 1 .6 , 0 0 0 , 0 , 0 16 4918,61 1615 1 1716 , 0 , 0 0 9.30,1.6,000,0,0 17 4919.02 1716 1 2717 , 0 , 0 0 5.3 0 , 1 .6 , 0 0 0 0 0 '27 4919.02 2717 0 0 0 0, 0 5.3 0 , 1 .6 , 0 0 0 0 0 18 4916.93 1813 1 2818 0 0 0 12.5 , 0 , 1 .6 , 0 , 0 , 0 , 0 , 0 28 , 4916.93 2818 , 0 , 0 , 0 , 0 , 0 12.5 , 0, 1 .6 , 0, 0, 0 0 0 ' 19 , 4916.94 1913 , 1 , 2919 0 0 0 10/23/95 1=1L-` ; TST ZS-lA .-m>Mr V175�1.1C"iZ Iw�Jt- F'ILF �o� n 1-7) "'t. ST- 2 i�lL� 7.5 0, 1 .6 , 0 0 0 0 0 29 4916.94 2919 0 0 0 0 0 7.5 0, 1 .6 0 0 0 0 0 ' 27 21 75.97 6.14 4882 .013 1 0 , 1 36 0 32 369.4 6.84 4907,48 , .013 .46 0 1 36 , 0 '43 320 1.5 4913.3 .013 .05 0 1 48 0 54 18 1.56 4914.08 .013 .08 .25 1 54 0 65 112.31 , .64 , 4913.9 , .013 , 1 .25 1 36 0 76 245 , .82,4915.4 .013 .08 .25 1 30 0 87 29.83 1.68 4917 .013 1 0 1 18 , 0 228 1 0 4917 .013 .25 0 1 18 0 '214 1 0 4913.3 , .013 , .25 , 0 , 1 , 48 , 0 95 18 .5 4913.62 , .013 , .05 , 0 1 21 0 239 1 0 4913.62 , .013 , .25 0 1 21 0 106 7.88 , 3,17 , 4913.7 , .013 , .35 0 1 18 0 '2410 1 , 0 4913.7 , .013 , .25 0 1 18 0 116 28.15 .9 , 4914.2 , .013 , 1 , 0 , 1 , 24 , 0 2511 1 , 0 4914.2 , .013 , .25 0 1 24 0 127 6.17 , .91 , 4915.06 , .013 , .05 0 1 18 0 2612 1 , 0 4915.06 , .013 .25 0 1 18 0 135 158.06 .51 4914.59 .013 1 0 1 36 0 '1413 82.74 .4 4913.77 .013 .05 .25 1 , 21 , 0 1514 85.5 .47 4914.17 .013 .08 0 , 1 21 , 0 1615 73.34 .48 4914.52 .013 .08 0 , 1 21 , 0 1716 199.16 .351 , 4917.61 , .013 , .83 0 , 3 , 14 , 23 2717 1 , 0 4917.61 , .013 .25 0 3 14 23 1813 28.96 .38 , 4915.18 , .013 1 0 1 24 0 2818 1 , 0 4915.18 , .013 .25 0 1 24 0 '1913 7.04 .57 , 4914.86 , .013 1 0 1 , 21 0 2919 1 , 0 4914.86 , .013 , .25 0 1 21 , 0 1 ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 REPORT OF STORM SEWER SYSTEM DESIGN ' USING UDSEWER-MODEL 03-26-1994 DEVELOPED 1 BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER 1 IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO EXECUTED BY LIDSTONE & ANDERSON, INC. FORT COLLINS, COLORADO ON DATA 10-24-1995 AT TIME 11:29:15 PROJECT TITLE : Woodland Park Main Storm Sewer System LA Inc. 10/23/9511 0 '*** RETURN PERIOD OF FLOOD IS 5 YEARS 1 RAINFALL INTENSITY FORMULA IS GIVEN I-%• N x 7n .f 1 l�rzC 1� T��"J�r- ' 1 4-�tD t4tgA -!M.K--- c-z • 74e aVSCN4� WN -rNc �5�•'1ZC'� \.J�TZC I'n'c2P21�� ri1Pa.1v��-mil vr.ST� -rzFG �.12ed� C-�.�/R7rlo,.lS /tr 'I"Etc 1'Ml� /o1M11`IS�s cn a-rcr1� • >a ��. D b f Dzz. I *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ---------------------------------------------------------------------- TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/MR CFS ---------------------------------------------------------------------- 1 1.00 0.60 0.00 0.00 0.00 4.75 2.85 2.00 0.60 0.00 0.00 0.00 4.75 2.85 3.00 0.60 0.00 0.00 0.00 4.75 2.85 4.00 0.60 0.00 0.00 0.00 4.75 2.85 5.00 1 0.60 0.00 0.00 0.00 4.75 2.85 6.00 0.60 0.00 0.00 0.00 4.75 2.85 7.00 0.60 0.00 0.00 0.00 4,75 2,85 8.00 1 0.60 0.00 0.00 0.00 4.75 2.85 22.00 0.60 0.00 0.00 5.00 16.67 10.00 21.00 0.60 0.00 0.00 5.00 17.50 10.50 1 9.00 0.60 0.00 0.00 0.00 4.75 2.85 23.00 0.60 0.00 0.00 5.00 17.50 10.50 10.00 0.60 0.00 0.00 0.00 4.75 2.85 24.00 0.60 0.00 0.00 5.00 16.67 10.00 11.00 1 0.60 0.00 0.00 0.00 4.75 2.85 25.00 0.60 0.00 0.00 5.00 16.67 10.00 12.00 0.60 0.00 0.00 0.00 4.75 2.85 26.00 1 0.60 0.00 0.00 5.00 16.67 10.00 13.00 0.60 0.00 0.00 0.00 4.75 2.85 14.00 0.60 0.00 0.00 0.00 4.75 2.85 15.00 0.60 0.00 0.00 0.00 4.75 2.85 1 16.00 0.60 0.00 0.00 0.00 4.75 2.85 17.00 0.60 0.00 0.00 0.00 4.75 2.85 27,00 0,60 0.00 0.00 5,00 8.83 5.30 18.00 1 0.60 0.00 0.00 0.00 4.75 2.85 28.00 0.60 0.00 0.00 5.00 20.83 12.50 19.00 0.60 0.00 0.00 0.00 4.75 2.85 1 29.00 0.60 0.00 0.00 5.00 12.50 7.50 THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES 1 FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES OR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES' AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED WHEN TO+TF<>TC, 1 IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS *** SUMMARY OF HYDRAULICS AT MANHOLES MN'P.Irl eizwpr,.l oTG � ' F1�JU--r 4�TrF-¢ Fio.lU�Ic ct�/rtI-ic�.i ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ' ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- ' 1.00 0.00 0.00 0.00 61.00 4881.90 4881.70 OK FC s 2.00 0.00 7.73 0.00 61.00 4886.70 4881.51 OK rn H-q 3.00 0.00 7.46 0.00 61.00 4914.50 4906.99 OK 111H 4.00 0.00 7.04 0.00 61.00 4916.47, 4912.81 OK =1,,�T _q ' 5.00 0.00 7.02 0.00 50.50 4916.83 4913.37 OK 1,,H 5rr=1 6.00 0.00 5.59 0.00 40.00 4917.56 4915.53 OK M L! 5r L 7.00 0.00 5.06 0,00 20.00 4918,71 1916,71 OK M H ' 8.00 0.00 r 5.00 0.00 10.00 4918.53 • 4917.30 OK L.s-r-- 22.00 0.60 5.00 16.67 10.00 4918.53 4917.91 OK 21.00 0.60 5.00 17.50 10.50 4916.47 4915.32 OK 9.00 0.00 5.00 0.00 10.50 4916.46• 4915.33 OK T1�1Le'r ' 23.00 0.60 5.00 17.50 10.50 4916.46 4915.47 OK ACC.. \JhrE(Z 3JRFACf 10.00 0.00 5.00 0.00 10.00 4917.32• 4915.04 OK --TO- eli.-VoVnb4Z AlzE 24.00 0.60 5.00 16.67 10.00 4917.32 4916.35 ON LOWc� -ru*,L rnFl ' 11.00 0.00 5.01 0.00 10.00 4917.31 • 4916.12 OK rTll_c r- 25.00 0.60 5.00 16.67 10.00 4917.31 4916.66 OK 12.00 0.00 5.00 0.00 10.00 4918.53• 4917.07 OK r-6 Sec -lp-•-1�)Io ' 26.00 0.60 5.00 16.67 10.00 4918.53 4917.22 OK Ac I,Att1-, 13.00 0.00 6.65 0.00 29.30 4917.17 4915.46 OK m4 5-r-Jr 14.00 0.00 6.36 0.00 9.30 4917.68 4916.40 OK mH 5r- 3 15.00 0.00 6.08 0.00 9.30 4918.05 4916.66 OK M H sr -7- ' 16.00 0.00 5.84 0.00 9.30 4918.65 4916.92 OK r1H -trr 1 17.00 0.00 5.01 0.00 5.30 4919.02• 4917.99 OK 27,00 0.60 5,00 8.83 5.30 4919,02 4918.11 OK ' 18.00 0.00 5.00 0.00 12.50 4916.93• 4916.18 OK rrlLer r-7- 28.00 0.60 5.00 20.83 12.50 4916.93 4916.33 OK 19.00 0.00 5.01 0.00 7.50 4916.94• 4915.98 OK 29.00 0.60 5.00 12.50 7.50 4916.94 4916.26 OK K MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION _ ' IJ 7-I-Z9 Mzc- oAAJ- • MIq.IF1aL.E'3 Cv�ED rot. rno�Llp1�' *** SUMMARY OF SEWER HYDRAULICS ' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------- 'SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) D1A(HIGH) D1A(H1GH) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 21.00 2.00 1.00 ROUND 24.78 27.00 36.00 0.00 32.00 3.00 2.00 ROUND 24.28 27.00 36.00 0.00 43.00 4.00 3.00 ROUND 32.27 33.00 48.00 0.00 ' 54.00 5.00 4.00 ROUND 29.84 33.00 54.00 0.00 65.00 6.00 5.00 ROUND 32.32 33.00 36.00 0.00 76.00 7.00 6.00 ROUND 23.79 24.00 30.00 0.00 ' 87.00 8.00 7.00 ROUND 16.04 18.00 18.00 0.00 228.00 22.00 8.00 ROUND 18.00 18.00 18.00 0.00 214.00 21.00 4.00 ROUND 48.00 48.00 48.00 0.00 95.00 9.00 5.00 ROUND 20.50 21.00 21.00 0.00 239.00 23.00 9.00 ROUND 21.00 21.00 21.00 0.00 106.00 10.00 6.00 ROUND 14.24 15.00 18.00 0.00 2410.00 24.00 10.00 ROUND 18.00 18.00 18.00 0.00 116.00 11.00 6.00 ROUND 18.03 21.00 24.00 0.00 2511.00 25.00 11.00 ROUND 24.00 24.00 24.00 0.00 127.00 12.00 7.00 ROUND 17.99 21.00 18.00 0.00 2612.00 26.00 12.00 ROUND 18.00 18.00 18.00 0.00 135.00 13.00 5.00 ROUND 30.01 33.00 36.00 0.00 1413.00 14.00 13.00 ROUND 20.42 21.00 21.00 0.00 15.00 14.00 ROUND 19.81 21.00 21.00 0.00 '1514.00 1615.00 16.00 15.00 ROUND 19.74 21.00 21.00 0.00 1716.00 17.00 16.00 ARCH 16.95 18.00 14.00 23.00 27.00 17.00 ARCH 18.50 18.50 14.00 23.00 '2717,00 1813.00 18.00 13.00 ROUND 23.04 24.00 24.00 0.00 2818.00 28.00 18.00 ROUND 24.00 24.00 24.00 0.00 1913.00 19.00 13.00 ROUND 17.63 18.00 21.00 0.00 ' 2919.00 29.00 19.00 ROUND 21.00 21.00 21.00 0.00 'DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. 'FOR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, EXISTTNG SIZE WAS USED '------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAAL CRITIC CRITIC FULL FROUDE COMMENT 'ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY N0. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- 21.0 61.0 165.7 1.26 21.64 2.51 9.67 8.63 3.91 V-HI ' 32.0 61.0 174.9 1.22 22.51 2.51 9.67 8.63 4.14 V-HI 43.0 61.0 176.4 1.62 12.75 2.35 7.95 4.85 2.04 V-OK 54.0 50.5 246.3 1.38 12.17 2.07 8.56 3.18 2.15 V-OK ' 65.0 40.0 53.5 1.93 8.30 2.06 9.77 5.66 1.13 V-OK 76.0 20.0 37.2 1.30 7.73 1.51 12.87 4.07 1.34 V-OK 87.0 10.0 13.7 0.95 8.44 1.22 13.03 5.66 1.64 V-OK '228.0 10.0 10.0 1.50 5.66 1.22 6.52 5.66 0.00 V-OK 214.0 10.5 10.0 4.00 0.84 1.01 3.99 0.84 0.00 V-LOW 95.0 10.5 11.2 1.34 5.31 1.24 5.77 4.37 0.81 V-OK 239.0 10.5 10.5 1.75 4.37 1.24 5.77 4.37 0.00 V-OK '106.0 10.0 18.8 0.78 10.79 1.22 6.84 5.66 2.42 V-OK 2410.0 10.0 10.0 1.50 5.66 1.22 6.52 5.66 0.00 V-OK 116.0 10.0 21.5 0.96 6.72 1.13 5.45 3.18 1.37 V-OK 2511.0 10.0 10.0 2.00 3.18 1.13 5.45 3.18 0.00 V-OK 127.0 10.0 10.0 1.22 6.48 1.22 6.52 5.66 0.99 V-OK 2612.0 10.0 10.0 1.50 5.66 1.22 6.52 5.66 0.00 V-OK 135.0 29.3 47.8 1.70 7.10 1.75 2.34 4.15 1.06 V-OK '1413.0 9.3 10.0 1.33 4.74 1.13 17.81 3.87 0.73 V-OK 1514.0 9.3 10.9 1.24 5.09 1.13 5.65 3.87 0.84 V-OK 1615.0 9.3 11.0 1.23 5.13 1.13 5.65 3.87 0.85 V-OK 1716.0 5.3 6.7 1.03 3.99 0.88 8.46 2.84 0.73 V-OK 2717.0 5.3 5.3 1.54 2.84 0.88 4.82 2.84 0.00 V-LOW 1813.0 12.5 14.0 1.47 5.03 1.27 2.53 3.98 0.75 V-OK '2818.0 12.5 12.5 2.00 3.98 1.27 5.96 3.98 0.00 V-OK 1913.0 7.5 12.0 1.00 5.27 1.01 8.67 3.12 1.02 V-OK 2919.0 7.5 7.5 1.75 3.12 1.01 5.20 3.12 0.00 V-OK IFROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --------------------------------------------------------------------- SENER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ' (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 21.00 6.14 4879.00 4874.34 4.70 4.56 OK ' 32.00 6.84 4904.48 4879.21 7.02 4.49 OK 43.00 1.50 4909.30 4904.50 3.17 6.00 OK 54.00 1.56 4909.58 4909.30 2.75 2.67 OK 65.00 0.64 4910.90 4910.18 3.66 3.65 OK ' 76.00 0.82 4912.90 4910.89 3.38 4.17 OK 87.00 1.68 4915.50 4915.00 1.53 2.28 OK 228.00 0.00 4915.50 4915,50 1.53 1.53 OK ' 214.00 0.00 4909.30 4909.30 3.17 3.17 OK 95.00 0.50 4911.87 4911.78 2.84 3.30 OK 239.00 0.00 4911.87 4911.87 2.84 2.84 OK '106.00 3.17 4912.20 4911.95 3.62 4.11 OK 2410.00 0.00 4912.20 4912.20 3.62 3.62 OK 116.00 0.90 4912.20 4911.95 3.11 3.61 OK 0.00 4912.20 4912.20 3.11 3.11 OK '2511.00 127.00 0.91 4913.56 4913.50 3.47 3.78 OK 2612.00 0.00 4913.56 4913.56 3.47 3.47 OK 135.00 0.51 4911,59 4910,78 2.58 3.05 OK '1413.00 0.40 4912.02 4911.69 3.91 3.73 OK 1514.00 0.47 4912.42 4912.02 3.88 3.91 OK 1615.00 0.48 4912.77 4912.42 4.13 3.88 OK 0.35 4916.44 4915.74 1.41 1.74 OK '1716.00 2717.00 0.00 4916.44 4916.44 1.41 1.41 OK 1813.00 0.38 4913.18 4913.07 1.75 2.10 OK 0.00 4913.18 4913.18 1.75 1.75 OK '2818.00 1913.00 0.57 4913.11 4913.07 2.08 2.35 OK 2919.00 0.00 4913.11 4913.11 2.08 2.08 OK IMEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF i FEET --- SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ' ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 21.00 75.97 0.00 4882.00 4877.34 4881.51 4881.70 JUMP 32.00 369.40 0.00 4907.48 4882.21 4906.99 4881.51 JUMP 43.00 320.00 256.64 4913.30 4908.50 4912.81 4906.99 JUMP 54.00 18.00 0.00 4914.08 4913.80 4913.37 4912.81 JUMP 65.00 112.31 112.31 4913.90 4913.18 4915.53 4913.37 PRSS'ED 76.00 245.00 245.00 4915.40 4913.39 4916.71 4915.53 PRSS'ED 87.00 29.83 29.83 4917.00 4916,50 4917,31 4916,71 PRSS'ED 228.00 1.00 0.00 4917.00 4917.00 4917.91 4917.30 PRSS'ED 214.00 1.00 0.00 4913.30 4913.30 4915.32 4912.81 PRSS'ED 95.00 18.00 18.00 4913.62 4913.53 4915.33 4913.37 PRSS'ED '239.00 1.00 0.00 4913.62 4913.62 4915.47 4915.33 PRSS'ED 106.00 7.88 7.88 4913.70 4913.45 4915.04 4915.53 PRSS'ED 2410.00 1.00 0.00 4913.70 4913.70 4916.35 4915.04 PRSS'ED '116.00 28.15 28.15 4914.20 4913.95 4916.12 4915.53 PRSS'ED 2511.00 1.00 0.00 4914.20 4914.20 4916.66 4916.12 PRSS'ED 127.00 6.17 6.17 4915.06 4915.00 4917.07 4916.71 PRSS'ED 2612.00 1.00 0.00 4915.06 4915.06 4917.22 4917.07 PRSS'ED '135.00 158.06 158.06 4914.59 4913.78 4915.46 4913.37 PRSS'ED 1413.00 82.74 82.74 4913.77 4913.44 4916.40 4915.46 PRSS'ED 1514.00 85.50 85.50 4914.17 4913.77 4916.66 4916.40 PRSS'ED '1615.00 73.34 73.34 4914.52 4914.17 4916.92 4916.66 PRSS'ED 1716.00 199.16 78.60 4917.61 4916.91 4917.99 4916.92 SUBCR 2717.00 1.00 0.00 4917.61 4917.61 4918.11 4917.99 PRSS'ED '1813.00 28.96 28.96 4915,18 4915,07 4916.18 4915.46 PRSS'ED 2818.00 1.00 0.00 4915.18 4915.18 4916.33 4916.18 PRSS'ED 1913.00 7.04 7.04 4914.86 4914.82 4915.98 4915.46 PRSS'ED 2919.00 1.00 0.00 4914.86 4914.86 4916.26 4915.98 PRSS'ED RSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS 'UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 21.0 2.00 4888.78 5.92 1.00 1.16 0.00 0.00 1.00 4881.70 32.0 3.00 4914.86 25.54 0.46 0.53 0.00 0.00 2.00 4888.78 43.0 4.00 4915.33 0.46 0.05 0.02 0.00 0.00 3.00 4914.86 '54.0 5.00 4915.67 0.00 0.08 0.01 0.25 0.33 4.00 4915.33 65.0 6.00 4916.61 0.40 1.00 0.50 0.25 0.03 5.00 4915.67 76.0 7.00 4917.64 0.58 0.08 0.02 0.25 0.43 6.00 4916.61 '117.0 8.00 4918,40 0.27 1.00 0.50 0.00 0.00 7.00 4917.64 228.0 22.00 4918.40• 0.00 0.25 0.12 0.00 0.00 8.00 4918.40 214.0 21.00 4915.33• 0.00 0.25 0.00 0.00 0.00 4.00 4915.33 95.0 9.00 4915.77 0.08 0.05 0.01 0.00 0.00 5.00 4915.67 '239.0 23.00 4915.77• 0.00 0.25 0.07 0.00 0.00 9.00 4915.77 106.0 10.00 4916.85 0.07 0.35 0.17 0.00 0.00 6.00 4916.61 2410.0 24.00 4916.85• 0.00 0.25 0.12 0.00 0.00 10.00 4916.85 '116.0 11.00 4916.82 0.05 1.00 0.16 0.00 0.00 6.00 4916.61 2511.0 25.00 4916.82• 0.00 0.25 0.04 0.00 0.00 11.00 4916.82 127.0 12.00 4917.72 0.06 0.05 0.02 0.00 0.00 7.00 4917.64 2612.0 26.00 4917,72• 0.00 0.25 0.12 0.00 0.00 12.00 4917,72 135.0 13.00 4916.24 0.30 1.00 0.27 0.00 0.00 5.00 4915.67 1413.0 14.00 4916.75 0.28 0.05 0.01 0.25 0.21 13.00 4916.24 1514.0 15.00 4917.06 0.29 0.08 0.02 0.00 0.00 14.00 4916.75 1615.0 16.00 4917.33 0.25 0.08 0.02 0.00 0.00 15.00 4917.06 1716.0 17.00 4918.23 0.80 0.83 0.10 0.00 0.00 16.00 4917.33 2717.0 27.00 4918.23• 0.00 0.25 0.03 0.00 0.00 17.00 4918.23 1813.0 18.00 4916.58 0.09 1.00 0.25 0.00 0.00 13.00 4916.24 ' 2818.0 28.00 4916.58• 0.00 0.25 0.06 0.00 0.00 18.00 4916.58 1913.0 19.00 4916.41 0.02 1.00 0.15 0.00 0.00 13.00 4916.24 2919.0 29.00 4916.41• 0.00 0.25 0.04 0.00 0.00 19.00 4916.41 BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD 'FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. ' A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=0 FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. � ltsr T-4 21,I lL�T Z- S TtJIC�T' T'`-7 -riJLCT- 7-5 �.LLrcT" 't-3 GL C-qA-nc nls iWLK�25�4G� rna.Ierr AMe G.'Trcz F,j Li,)EM . 1z-vi�lr_ 7-4!> -P"b5. *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE. . THE TRENCH SIDE SLOPE = 1 --------'---------------------------------------------------------------------- GROUND INVERT MANHOLE 'MANHOLE ID NUMBER ELEVATION ELEVATION HEIGHT FT FT FT ------------------------------------------------------------------------------- ' 1.00 4881.90 4874.34 7.56 2.00 4886.70 4879.00 7.70 3.00 4914.50 4904.48 10.02 4.00 4916.47 4909.30 7.17 ' 5.00 4916.83 4909.58 7.25 6.00 4917.56 4910.89 6.67 7.00 4918,78 4912.90 5.88 8.00 4918.53 4915.50 3.03 22.00 4918.53 4915.50 3.03 21.00 4916.47 4909.30 7.17 ' 9.00 4916.46 4911.87 4.59 23.00 4916.46 4911.87 4.59 10.00 4917.32 4912.20 5.12 24.00 4917.32 4912.20 5.12 ' 11.00 4917.31 4912.20 5.11 25.00 4917.31 4912.20 5.11 12.00 4918.53 4913.56 4.97 26.00 4918.53 4913.56 4.97 13.00 4917.17 4911.59 5.58 14.00 4917.68 4912.02 5.66 15.00 4918.05 4912.42 5.63 16.00 4918.65 4912.77 5.88 17.00 4919.02 4916.44 2.58 27.00 4919.02 4916.44 2.58 ' 18.00 4916.93 4913.18 3.75 28.00 4916.93 4913.18 3.75 19.00 4916.94 4913.11 3.83 ' 29.00 4916.94 4913.11 3.83 ------------------------------------------------------------------------------ SEWER UPST TRENCH WIDTH DNST TRENCH WIDTH TRENCH WALL EARTH ID NUMBER ON GROUND AT INVERT ON GROUND AT INVERT LENGTH THICKNESS VOLUME FT FT FT FT . FT INCHES CUBIC YD 21.00 -'------- '-'-'----- 13.73 ---------- 5.67 ---------- 13.46 ---------- 5.67 75.97 ---------- 4.00 --------- 181.9 32.00 18.37 5.67 13.31 5.67 369.40 4.00 1132.2 ' 43.00 11.51 6.83 17.17 6.83 320.00 5.00 966.8 54.00 13.08 9.42 12.93 9.42 18.00 5.50 53.7 65.00 11.65 5.67 11.63 5.67 112.31 4.00 217.6 76.00 10.68 5.08 12.25 5.08 245.00 3.50 429.4 ' 87.00 6.14 3.92 7.64 3.92 29.83 2.50 21.7 228.00 6.14 3.92 6.14 3.92 1.00 2.50 0.6 214.00 11.51 6.83 11.51 6.83 1.00 5.00 2.3 ' 95.00 8.97 4.21 9.89 4.21 18.00 2.75 20.9 239.00 8.97 4.21 8.97 4.21 1.00 2.75 1.1 106.00 10.32 3.92 11.30 3.92 7.88 2.50 10.8 2410.00 10.32 3.92 10.32 3.92 1.00 2.50 1.3 116.00 9.72 4.50 10.73 4.50 28.15 3.00 38.4 2511.00 9.72 4.50 9.72 4.50 1.00 3.00 1.3 ' 127.00 10.02 3.92 10.64 3.92 6.17 2.50 7.8 10.02 3.92 10.02 3.92 1.00 2.50 1.2 9.49 5.67 10.43 5.67 158.06 4.00 253.3 11.11 4.21 10.75 4.21 82.74 2.75 119.4 11.05 4.21 11.12 4.21 85.50 2.75 126.0 11.55 4.21 11.06 4.21 73.34 2.75 111.5 6.31 4.34 6.97 4.34 199.16 2.54 129.7 6.31 4.34 6.31 4.34 1.00 2.54 0.6 7.00 4.50 7.70 4.50 28.96 3.00 26.0 7.00 4.50 7.00 4.50 1.00 3.00 0.8 7.45 4.21 7.99 4.21 7.04 2.75 6.3 7.45 4.21 7.45 4.21 1.00 2.75 0.9 'TOTAL EARTH VOLUME FOR SEWER TRENCHES = 3863.319 CUBIC YARDS SEWER FLOW LINE IS DETERMINED BY THE USER �ARTH VOLUME WAS ESTIMATED TO HAVE BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 * B B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES 'B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED. BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT SEWER WALL THICKNESS=EQIVLNT DIAMATER IN INCH/12 +1 IN INCHES D. BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT SEWER WALL THICKNESS=EQIVLNT 1 11 i 1 1 [J 1 1 1 1 1 MAIN STORM SEWER SYSTEM ANALYSIS NO. 2 Woodland Park Main Storm Sewer System LA Inc. 'pipe geometry and design discharges by TST Inc. 1 15, 203 2, 1 , .8, 500,300 .2,Y 1 5 1.4 , 28.5 10 .786 ' 28 1 4881.9 0 1 21 0 0 0 61 0, 1 .6 1 0 0 0 0 '2 4886.7 21 1 32 0 0 0 610,1.600000 3 4914.5 32 1 43 0 0 0 '61 0, 1 .6 0 0 0 0 0 4 4 916.4 7 43 2 5 4, 214 0 0 61 0, 1 .6 0 0, 0, 0 0 5 4 916.8 3 54 3 65 95 135 0 50.5 , 0, 1 .6 0 0 0 0, 0 6 4917.56 65 3 76 106 116 0 40 0 , 1 .6 0 0 , 0 , 0 0 '7 4918.78 76 2 87 , 127 0 0 20 0 , 1 .6 0 0 , 0 0 0 8 4918.53 87 1 228 0 0 0 100,1.600000 22 4918.53 , 228 0 0 0 0 0 10 0 , 1 , .6 , 0 0 0 0 0 21 4916,47 214 0 0 0 0 0 '10.5 , 0, 1 .6 0 0 0 0 0 9, 4916.46 95 1 239 0 0 0 10.5 , 0, 1 .6 0 0 0 0 0 '23 , 4916.46 239 0 0 0 0 0 10.5 , 0, 1 .6 0 0 0 0 0 10 4917.32 106 1 2410 0 0 , 0 10 0, 1, .6 , 0 0 0 0 0 24 4917.32, 2410 0 0 0 0, 0 10 0 , 1 , .6 , 0 0 0 0 0 11 4917,31 , 116 1 2511 , 0 , 0 , 0 '10 0, I, .6 , 0 0 0 0 0 25 4917.31 , 2511 0 0 0 0, 0 10 0, 1, .6 , 0 0 0 0 0 '12 4918.53 , 127 1 2612 , 0 , 0 , 0 10 , 0 , 1 , .6 , 0 , 0 0 , 0 , 0 26 4918.53 , 2612 0 0 0 0, 0 10 0, 1, .6 , 0 0 0 0 0 ' 13 4917.17 135 3 1413 1813 , 1913 0 29.3 , 0, 1 .6 0 0, 0 0, 0 14 4 917.6 8 1413 1 1514 0, 0 0 9.3 0 , 1 .6 , 0 0 0 , 0 , 0 15 4918.05 1514 1 1615 , 0 , 0 0 9.3 0 , 1 .6 , 0 0 0 , 0 , 0 16 4918.65 1615 1 1716 , 0 , 0 0 9.3 0, 1 .6 , 0 0 0, 0, 0 17 4919.02 1716 1 2717 , 0 , 0 0 4.00,1.6,000,0,0 27 4919.02 2717 0 0 0, 0, 0 4.0 0 , 1 .6 , 0 0 0 0 , 0 18 4916.93 1813 1 2818 0 0 0 '12.5 , 0, 1 .6 , 0, 0, 0 0 0 28 , 4916.93 2818 , 0 , 0 , 0 , 0 , 0 12.5 , 0, 1 .6 , 0, 0, 0 0 0 ' 19 , 4916.94 1913 , 1 , 2919 0 0 0 10/23/95 s Ti-IE inAlni S�o� �JC1Z wm 1 A 15"Din 2C1� evil 'ruler =- i �'�`I"1� kw1D t'1M1}b�E 7.5 0, 1 .6 , 0 0 0 0 0 29 4916.94 2 919 0 0 0 0 0 7.5 0, 1 .6 0 0 0 0 0 27 21 75.97 6.14 4882 .013 1 0 , 1 36 0 32 369.4 6,84 4907,48 , .013 .46 0 1 36 , 0 ' 43 320 1.5 4913.3 .013 .05 0 1 48 0 54 18 , 1.56 4914.08 .013 .08 .25 1 54 0 65 112.31 , .64 , 4913.9 , .013 , 1 .25 1 36 0 76 245 , .82 , 4915.4 .013 .08 .25 1 30 0 87 29.83 1.68 , 4917 .013 1 0 1 18 , 0 228 1 0 4917 , .013 .25 0 1 18 0 1 0 4913.3 , .013 , .25 , 0 , 1 , 48 , 0 '214 95 18 .5 4913.62 , .013 , .05 , 0 1 21 0 239 1 0 4913.62 , .013 , .25 0 1 21 0 106 7,88 , 3,17 , 4913.7 , .013 , .35 0 1 18 0 2410 1 , 0 4913.7 , .013 , .25 0 1 18 0 116 28.15 .9 , 4914.2 , .013 , 1 , 0 , 1 , 24 , 0 2511 1 , 0 4914.2 , .013 , .25 0 1 24 0 '127 6.17 , .91 , 4915.06 , .013 , .05 0 1 18 0 2612 1 , 0 4915.06 , .013 .25 0 1 18 0 135 158.06 .51 4914.59 .013 1 0 1 36 0 82.74 .4 4913.77 .013 .05 .25 1 , 21 , 0 '1413 1514 85.5 .47 4914.17 .013 .08 0 , 1 21 , 0 1615 73.34 .48 4914.52 .013 .08 0 , 1 21 , 0 1716 199.16 .351 , 4917.69 , .013 , .83 0 , 1 15 , 0 2717 1 , 0 4917.69 , .013 .25 0 1 15 0 1813 28.96 .38 , 4915.18 .013 1 0 1 24 0 2818 1 , 0 4915.18 , .013 .25 0 1 24 0 7.04 .57 , 4914.86 , .013 1 0 1 , 21 0 '1913 2919 1 , 0 4914.86 , .013 , .25 0 1 21 , 0 1...b15 �I 1 REPORT OF STORM SEWER SYSTEM DESIGN ' USING UDSEWER-MODEL 03-26-1994 DEVELOPED ' BY JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER ' IN COOPERATION WITH URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO ** EXECUTED BY LIDSTONE & ANDERSON, INC. FORT COLLINS, COLORADO ON DATA 10-24-1995 AT TIME 11:01:00 PROJECT TITLE : Woodland Park Main Storm Sewer System LA Inc. 10/23/95 II E RETURN PERIOD OF FLOOD IS 5 YEARS ' RAINFALL INTENSITY FORMULA IS GIVEN �LL T5T2-8 - 1$, OLrT' 15 ZIP- Qd-l� 1 1M1.1HoLE' ST•_ 1 • ALL ��..1�ot��nf�nc-...1 /b.S� IZCG:L>lT-- OTanlen Nc2c,wl PcaE u ?t��' � �I T`sr29-IA,z=s W'TMI STO�zan s-—eS'�171Co v�,JD "z-Tn. r+c a FF.�Z�1aE� H I6`I-I uc+I,-c-:-b . Tt+E I'�j Y Z3" ,J I I��t� Icrec I'�¢a-rc�7 r�rrwlvkL.�y v.SnL_ lal_ET S- 1 i I-7/ox-7> F-rz Tub: •TWO ilq.lr4`�Y=S MA^{�y{�. �• �\b �-ZjZZ . 4>.b1L /CFI *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ---------------------------------------------------------------------- TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID NUMBER AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/MR CFS ---------------------------------------------------------------------- ' 1.00 0.60 0.00 0.00 0.00 4.75 2.85 2.00 0.60 0.00 0.00 0.00 4.75 2.85 3.00 0.60 0.00 0.00 0.00 4.75 2.85 4.00 0.60 0.00 0.00 0.00 4.75 2.85 ' 5.00 0.60 0.00 0.00 0.00 4.75 2.85 6.00 0.60 0.00 0.00 0.00 4.75 2.85 7.00 0,60 0.00 0.00 0.00 4,75 2.85 8.00 0.60 0.00 0.00 0.00 4.75 2.85 22.00 0.60 0.00 0.00 5.00 16.67 10.00 21.00 0.60 0.00 0.00 5.00 17.50 10.50 ' 9.00 0.60 0.00 0.00 0.00 4.75 2.85 23.00 0.60 0.00 0.00 5.00 17.50 10.50 10.00 0.60 0.00 0.00 0.00 4.75 2.85 24.00 0.60 0.00 0.00 5.00 16.67 10.00 ' 11.00 0.60 0.00 0.00 0.00 4.75 2.85 25.00 0.60 0.00 0.00 5.00 16.67 10.00 12.00 0.60 0.00 0.00 0,00 4,75 2,85 26.00 0.60 0.00 0.00 5.00 16.67 10.00 13.00 0.60 0.00 0.00 0.00 4.75 2.85 14.00 0.60 0.00 0.00 0.00 4.75 2.85 15.00 0.60 0.00 0.00 0.00 4.75 2.85 ' 16.00 0.60 0.00 0.00 0.00 4.75 2.85 17.00 0.60 0.00 0.00 0.00 4.75 2.85 27.00 0.60 0.00 0.00 5.00 6.67 4.00 ' 18.00 0.60 0.00 0.00 0.00 4.75 2.85 28.00 0.60 0.00 0.00 5.00 20.83 12.50 19.00 0.60 0.00 0.00 0.00 4.75 2.85 29.00 0.60 0.00 0.00 5.00 12.50 7.50 THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES OR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS *** SUMMARY OF HYDRAULICS 1 AT MANHOLES ------------------------------------------------------------------------------- CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS 'MANHOLE ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET ------------------------------------------------------------------------------- ' 1.00 0.00 0.00 0.00 61.00 4881.90 4881.70 OK 2.00 0.00 7.92 0.00 61.00 4886.70 4881.51 OK 3.00 0.00 7.65 0.00 61.00 4914.50 4906.99 OK 4.00 0.00 7.23 0.00 61.00 4916.47 4912.81 OK ' 5.00 0.00 7.20 0.00 50.50 4916.83 4913.37 OK 6.00 0.00 5.59 0.00 40.00 4917.56 4915.53 OK 7.00 0.00 5.06 0.00 20.00 4918.78 4916.71 OK ' 8.00 0.00 5.00 0.00 10.00 4918.53 4917.30 OK 22.00 0.60 5.00 16.67 10.00 4918.53 4917.91 OK 21.00 0.60 5.00 17.50 10.50 4916.47 4915.32 OK ' 9.00 0.00 5.00 0.00 10.50 4916.46 4915.33 OK 23.00 0.60 5.00 17.50 10.50 4916.46 4915.47 OK 10.00 0.00 5.00 0.00 10.00 4917.32 4915.04 OK 24.00 0.60 5.00 16.67 10.00 4917.32 4916.35 OK ' 11.00 0.00 5.01 0.00 10.00 4917.31 4916.12 OK 25.00 0.60 5.00 16.67 10.00 4917.31 4916.66 OK 12.00 0.00 5.00 0.00 10.00 4918.53 4917.07 OK ' 26.00 0.60 5.00 16.67 10.00 4918.53 4917.22 OK 13.00 0.00 6.83 0.00 29.30 4917.17 4915.46 OK 14.00 0.00 6.54 0.00 9.30 4917.68 4916.40 OK ' 15.00 0.00 6.26 0.00 9.30 4918.05 4916.66 OK 16.00 0.00 6.02 0.00 9.30 4918.65 4916.92 OK 17.00 0.00 5.01 0.00 4.00 4919.02 4918.06 OK 27.00 0.60 5.00 6.67 4.00 4919.02• 4918.06 OK ' 18.00 0.00 5.00 0.00 12.50 4916.93 4916.18 OK 28.00 0.60 5.00 20.83 12.50 4916.93 4916.33 OK 19.00 0.00 5.01 0.00 7.50 4916,94 4915.98 OK 29.00 �K 0.60 5.00 12.50 7.50 4916.94 4916.26 OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS ' NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------ SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ID N0. ID N0. (IN) (IT) (IN) (FT) (IN) (FT) (FT) 21.00 ---------------------------- 2.00 1.00 ROUND --------------------------------- 24.78 27.00 36.00 0.00 32.00 3.00 2.00 ROUND 24.28 27.00 36.00 0.00 43.00 4.00 3.00 ROUND 32.27 33.00 48.00 0.00 ' 54.00 5.00 4.00 ROUND 29.84 33.00 54.00 0.00 65.00 6.00 5.00 ROUND 32.32 33.00 36.00 0.00 76.00 7.00 6.00 ROUND 23.79 24.00 30.00 0.00 ' 87.00 8.00 7.00 ROUND 16.04 18.00 18.00 0.00 228.00 22.00 8.00 ROUND 18.00 18.00 18.00 0.00 214.00 21.00 4.00 ROUND 48.00 48.00 48.00 0.00 '95.00 9.00 5.00 ROUND 20.50 21.00 21.00 0.00 239.00 23.00 9.00 ROUND 21.00 21.00 21.00 0.00 106.00 10.00 6.00 ROUND 14.24 15.00 18.00 0.00 2410.00 24.00 10.00 ROUND 18.00 18.00 18.00 0.00 116.00 11.00 6.00 ROUND 18.03 21.00 24.00 0.00 2511.00 25.00 11.00 ROUND 24.00 24.00 24.00 0.00 127.00 12.00 7.00 ROUND 17.99 21.00 18.00 0.00 ' 2612.00 26.00 12.00 ROUND 18.00 18.00 18.00 0.00 135.00 13.00 5.00 ROUND 30.01 33.00 36.00 0.00 1413.00 14.00 13.00 ROUND 20.42 21.00 21.00 0.00 15.00 14.00 ROUND 19.81 21.00 21.00 0.00 '1514.00 1615.00 16.00 15.00 ROUND 19.74 21.00 21.00 0.00 1716.00 17.00 16.00 ROUND 15.25 18.00 15.00 0.00 27.00 17.00 ROUND 15.00 15.00 15.00 0.00 '2717.00 1813.00 18.00 13.00 ROUND 23.04 24.00 24.00 0.00 2818.00 28.00 18.00 ROUND 24.00 24.00 24.00 0.00 1913.00 19.00 13.00 ROUND 17.63 18.00 21.00 0.00 2919.00 29.00 19.00 ROUND 21.00 21.00 21.00 0.00 �IMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES IMENSION UNITS FOR BOX SEWER ARE IN FEET REQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. UGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. OR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, XISITNG SIZE WAS USED i d 1------------------------------------------------------------------------------- SEWER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT 'ID FLOW 0 FULL 0 DEPTH VLCITY DEPTH VLCITY VLCITY NO. NUMBER CFS CFS FEET FPS FEET FPS FPS ------------------------------------------------------------------------------- ' 21.0 61.0 165.7 1.26 21.64 2.51 9.67 8.63 3.91 V-HI 32.0 61.0 174.9 1.22 22.51 2.51 9.67 8.63 4.14 V-HI 43.0 61.0 176.4 1.62 12.75 2.35 7.95 4.85 2.04 V-OK 54.0 50.5 246.3 1.38 12.17 2.07 8.56 3.18 2.15 V-OK '65.0 40.0 53.5 1.93 8.30 2.06 9.77 5.66 1.13 V-OK 76.0 20.0 37.2 1.30 7.73 1.51 12.87 4.07 1.34 V-OK 87.0 10.0 13.7 0.95 8.44 1.22 13.03 5.66 1.64 V-OK '228.0 10.0 10.0 1.50 5.66 1.22 6.52 5.66 0.00 V-OK 214.0 10.5 10.0 4.00 0.84 1.01 3.99 0.84 0.00 V-LOW 95.0 10.5 11.2 1.34 5.31 1.24 5.77 4.37 0.81 V-OK 239.0 10.5 10.5 1.75 4.37 1.24 5.77 4.37 0.00 V-OK '106.0 10.0 18.8 0.78 10.79 1.22 6.84 5.66 2.42 V-OK 2410.0 10.0 10.0 1.50 5.66 1.22 6.52 5.66 0.00 V-OK 116.0 10.0 21.5 0.96 6.72 1.13 5.45 3.18 1.37 V-OK 2511.0 10.0 10.0 2.00 3.18 1.13 5.45 3.18 0.00 V-OK 127.0 10.0 10.0 1.22 6.48 1.22 6.52 5.66 0.99 V-OK 2612.0 10.0 10.0 1.50 5.66 1.22 6.52 5.66 0.00 V-OK '135.0 29.3 47.8 1.70 7.10 1.75 2.34 4.15 1.06 V-OK 1413.0 9.3 10.0 1.33 4.74 1.13 17.81 3.87 0.73 V-OK 1514.0 9.3 10.9 1.24 5.09 1.13 5.65 3.87 0.84 V-OK 1615.0 9.3 11.0 1.23 5.13 1.13 5.65 3.87 0.85 V-OK '1716.0 4.0 3.8 1.25 3.26 0.81 11.10 3.26 0.00 V-OK 2717.0 4.0 4.0 1.25 3.26 0.81 4.77 3.26 0.00 V-OK 1813.0 12.5 14.0 1.47 5.03 1.27 1.91 3.98 0.75 V-OK '2818.0 12.5 12.5 2.00 3.98 1.27 5.96 3.98 0.00 V-OK 1913.0 7.5 12.0 1.00 5.27 1.01 8.67 3.12 1.02 V-OK 2919.0 7.5 7.5 1.75 3.12 1.01 5.20 3.12 0.00 V-OK IROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS 2-7, ---------------------------------------------------------------------- SEWER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ' ---------------------------------------------------------------------- % (FT) (FT) (FT) (FT) 21.00 6.14 4879,01 41174.34 4.70 4.56 OK ' 32.00 6.84 4904.48 4879.21 7.02 4.49 OK 43.00 1.50 4909.30 4904.50 3.17 6.00 OK 54.00 1.56 4909.58 4909.30 2.75 2.67 OK 65.00 0.64 4910.90 4910.18 3.66 3.65 OK 76.00 0.82 4912.90 4910.89 3.38 4.17 OK 87.00 1.68 4915.50 4915.00 1.53 2.28 OK 0.00 4915.50 4915.50 1.53 1.53 OK '228.00 214.00 0.00 4909.30 4909.30 3.17 3.17 OK 95.00 0.50 4911.87 4911.78 2.84 3.30 OK 0.00 4911,87 4911.87 2.84 2.84 OK '239.00 106.00 3.17 4912.20 4911.95 3.62 4.11 OK 2410.00 0.00 4912.20 4912.20 3.62 3.62 OK 116.00 0.90 4912.20 4911.95 3.11 3.61 OK 0.00 4912.20 4912.20 3.11 3.11 OK '2511.00 127.00 0.91 4913.56 4913.50 3.47 3.78 OK 2612.00 0.00 4913.56 4913.56 3.47 3.47 OK 0.51 4911,59 4910.78 2.58 3.05 OK '135.00 1413.00 0.40 4912.02 4911.69 3.91 3.73 OK 1514.00 0.47 4912.42 4912.02 3.88 3.91 OK 1615.00 0.48 4912.77 4912.42 4.13 3.88 OK 1716.00 0.35 4916.44 4915.74 1.33 1.66 OK 2717.00 0.00 4916.44 4916.44 1.33 1.33 OK 1813.00 0.38 4913.18 4913.07 1.75 2.10 OK 0.00 4913.18 4913.18 1.75 1.75 OK '2818.00 1913.00 0.57 4913.11 4913.07 2.08 2.35 OK 2919.00 0.00 4913.11 4913.11 2.08 2.08 OK UMEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET I *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS 1 ------------------------------------------------------------------------------- 1 SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW 10 NUMBER LENGTH LENGTH UPSTREAM ONSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- 1 21.00 75.97 0.00 4882.00 4877.34 4881.51 4881.70 JUMP 32.00 369.40 0.00 4907.48 4882.21 4906.99 4881.51 JUMP 43.00 320.00 256.64 4913.30 4908.50 4912.81 4906.99 JUMP 1 54.00 18.00 0.00 4914.08 4913.80 4913.37 4912.81 JUMP 65.00 112.31 112.31 4913.90 4913.18 4915.53 4913.37 PRSS'ED 76.00 245.00 245.00 4915.40 4913.39 4916.71 4915.53 PRSS'ED 1 87.00 29.83 29.83 4917.00 4916.51 4917.30 4916,71 PRSS'ED 228.00 1.00 0.00 4917.00 4917.00 4917.91 4917.30 PRSS'ED 214.00 1.00 0.00 4913.30 4913.30 4915.32 4912.81 PRSS'ED 95.00 18.00 18.00 4913.62 4913.53 4915.33 4913.37 PRSS'ED 1 239.00 1.00 0.00 4913.62 4913.62 4915.47 4915.33 PRSS'ED 106.00 7.88 7.88 4913.70 4913.45 4915.04 4915.53 PRSS'ED 2410.00 1.00 0.00 4913.70 4913.70 4916.35 4915.04 PRSS'ED 1 116.00 28.15 28.15 4914.20 4913.95 4916.12 4915.53 PRSS'ED 2511.00 1.00 0.00 4914.20 4914.20 4916.66 4916.12 PRSS'ED 127.00 6.17 6.17 4915.06 4915.00 4917.07 4916.71 PRSS'ED 1 2612,00 1.00 0.00 4915.06 4915.06 4917,22 4917.07 PRSS'ED 135.00 158.06 158.06 4914.59 4913.78 4915.46 4913.37 PRSS'ED 1413.00 82.74 82.74 4913.77 4913.44 4916.40 4915.46 PRSS'ED 1514.00 85.50 85.50 4914.17 4913.77 4916.66 4916.40 PRSS'ED 1 1615.00 73.34 73.34 4914.52 4914.17 4916.92 4916.66 PRSS'ED 1716.00 199.16 199.16 4917.69 4916.99 4918.06 4916.92 PRSS'ED 2717.00 1.00 0.00 4917.69 4917.69 4918.06 4918.06 PRSS'ED 1 1813.00 28.96 28.96 4915.18 4915.07 4916.18 4915.46 PRSS'ED 2818.00 1.00 0.00 4915.18 4915.18 4916.33 4916.18 PRSS'ED 1913.00 7.04 7.04 4914.86 4914.82 4915.98 4915.46 PRSS'ED 2919.00 1.00 0.00 4914.86 4914.86 4916.26 4915.98 PRSS'ED RSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS 1 UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND SEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT '21.0 2.00 4888.78 5.92 1.00 1.16 0.00 0.00 1.00 4881.70 32.0 3.00 4914.86 25.54 0.46 0.53 0.00 0.00 2.00 4888.78 43.0 4.00 4915.33 0.46 0.05 0.02 0.00 0.00 3.00 4914.86 '54.0 5.00 4915.67 0.00 0.08 0.01 0.25 0.33 4.00 4915.33 65.0 6.00 4916.61 0.40 1.00 0.50 0.25 0.03 5.00 4915.67 76.0 7.00 4917.64 0.58 0.08 0.02 0.25 0.43 6.00 4916.61 '87.0 8.00 4918.40 0.27 1.00 0.50 0.00 0.00 7.00 4917.64 228.0 22.00 4918.40 0.00 0.25 0.12 0.00 0.00 8.00 4918.40 214.0 21.00 4915.33 0.00 0.25 0.00 0.00 0.00 4.00 4915.33 95.0 9.00 4915.77 0.08 0.05 0.01 0.00 0.00 5.00 4915.67 '239.0 23.00 4915.77 0.00 0.25 0.07 0.00 0.00 9.00 4915.77 106.0 10.00 4916.85 0.07 0.35 0.17 0.00 0.00 6.00 4916.61 2410.0 24.00 4916.85 0.00 0.25 0.12 0.00 0.00 10.00 4916.85 116.0 11.00 4916.82 0.05 1.00 0.16 0.00 0.00 6.00 4916.61 2511.0 25.00 4916.82 0.00 0.25 0.04 0.00 0.00 11.00 4916.82 127.0 12.00 4917.72 0.06 0.05 0.02 0.00 0.00 7.00 4917.64 2612.0 26.00 4917,72 0.00 0.25 0.12 0.00 0.00 12.00 4917.72 135.0 13.00 4916.24 0.30 1.00 0.27 0.00 0.00 5.00 4915.67 1413.0 14.00 4916.75 0.28 0.05 0.01 0.25 0.21 13.00 4916.24 1514.0 15.00 4917.06 0.29 0.08 0.02 0.00 0.00 14.00 4916.75 '1615.0 16.00 4917.33 0.25 0.08 0.02 0.00 0.00 15.00 4917.06 1716.0 17.00 4918.23 0.76 0.83 0.14 0.00 0.00 16.00 4917.33 2717.0 27.00 4918.23 • 0.00 0.25 0.04 0.00 0.00 17.00 4918.23 CLcV. <rrE� '1813.0 18.00 4916.58 0.09 1.00 0.25 0.00 0.00 13.00 4916.24 2818.0 28.00 4916.58 0.00 0.25 0.06 0.00 0.00 18.00 4916.58 1913.0 19.00 4916.41 0.02 1.00 0.15 0.00 0.00 13.00 4916.24 '2919.0 29.00 4916,41 0.00 0.25 0.04 0.00 0.00 19.00 4916.41 BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD 'FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. ' A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. Aut. r tjarE- -'r11r T}tC t=,aeea l k- =i3L -T r-1 coR- -r - i . CZ?t7A_L3 n-303-4,I'Is. --p -tip>. *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE. THE TRENCH SIDE SLOPE = 1 GROUND INVERT MANHOLE 'MANHOLE ID NUMBER ELEVATION ELEVATION HEIGHT FT FT FT ------------------------------------------------------------------------------- ' 1.00 4881.90 4874.34 7.56 2.00 4886.70 4879.00 7.70 3.00 4914.50 4904.48 10.02 4.00 4916.47 4909.30 7.17 ' 5.00 4916.83 4909.58 7.25 6.00 4917.56 4910.89 6.67 7.00 4918.78 4912.90 5.88 ' 8.00 4918.53 4915.50 3.03 22.00 4918.53 4915.50 3.03 21.00 4916.47 4909.30 7.17 ' 9.00 4916.46 4911.87 4.59 23.00 4916.46 4911.87 4.59 10.00 4917.32 4912.20 5.12 24.00 4917.32 4912.20 5.12 11.00 4917.31 4912.20 5.11 25.00 4917.31 4912.20 5.11 12.00 4918,53 4913.56 4.97 ' 26.00 4918.53 4913.56 4.97 13.00 4917.17 4911.59 5.58 14.00 4917.68 4912.02 5.66 ' 15.00 4918.05 4912.42 5.63 16.00 4918.65 4912.77 5.88 17.00 4919.02 4916.44 2.58 27.00 4919.02 4916.44 2.58 18.00 4916.93 4913.18 3.75 28.00 4916.93 4913.18 3.75 19.00 4916.94 4913,11 3.83 ' 29.00 4916.94 4913.11 3.83 ----------------------------------------------------------------------------- SEWER UPST TRENCH WIDTH DNST TRENCH WIDTH TRENCH WALL EARTH ID NUMBER ON GROUND AT INVERT ON GROUND AT INVERT LENGTH THICKNESS VOLUME FT FT FT FT . FT INCHES CUBIC YD ---------------------------------- 21.00 13.73 5.67 13.46 5.67 - ---------------------- 75.97 4.00 181.9 32.00 18.37 5.67 13.31 5.67 369.40 4.00 1132.2 43.00 11.51 6.83 17.17 6.83 320.00 5.00 966.8 54.00 13.08 9.42 12.93 9.42 18.00 5.50 53.7 65.00 11.65 5.67 11.63 5.67 112.31 4.00 217.6 76.00 10.68 5.08 12.25 5.08 245.00 3.50 429.4 ' 87.00 6.14 3.92 7.64 3.92 29.83 2.50 21.7 228.00 6.14 3.92 6.14 3.92 1.00 2.50 0.6 214.00 11.51 6.83 11.51 6.83 1.00 5.00 2.3 ' 95.00 8.97 4.21 9.89 4.21 18.00 2.75 20.9 239.00 8.97 4.21 8.97 4.21 1.00 2.75 1.1 106.00 10.32 3.92 11.30 3.92 7.88 2.50 10.8 10.32 3.92 10.32 3.92 1.00 2.50 1.3 '2410.00 116.00 9.72 4.50 10.73 4.50 28.15 3.00 38.4 2511.00 9.72 4.50 9.72 4.50 1.00 3.00 1.3 ' 127.00 10.02 3.92 10.64 3.92 6.17 2.50 7.8 2612.00 10.02 3.92 10.02 3.92 1.00 2.50 1.2 135.00 9.49 5.67 10.43 5.67 158.06 4.00 253.3 11.11 4.21 10.75 4.21 82.74 2.75 119.4 '1413.00 1514.00 11.05 4.21 11.12 4.21 85.50 2.75 126.0 1615.00 11.55 4.21 11.06 4.21 73.34 2.75 111.5 1716.00 5.54 3.63 6.19 3.63 199.16 2.25 109.6 '2717.00 5.54 3.63 5.54 3.63 1.00 2.25 0.5 1813.00 7.00 4.50 7.70 4.50 28.96 3.00 26.0 2818.00 7.00 4.50 7.00 4.50 1.00 3.00 0.8 7.45 4.21 7.99 4.21 7.04 2.75 6.3 '1913.00 2919.00 7.45 4.21 7.45 4.21 1.00 2.75 0.9 OTAL EARTH VOLUME FOR SEWER TRENCHES = 3843.051 CUBIC YARDS EWER FLOW LINE IS DETERMINED BY THE USER �ARTH VOLUME WAS ESTIMATED TO HAVE BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 * B B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES 'B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED. BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT SEWER WALL THICKNESS=EOIVLNT DIAMATER IN INCH112 +1 IN INCHES D. BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT SEWER WALL THICKNESS=EOIVLNT D 1 SECONDARY STORM SEWER SYSTEM 1 OWNER -PROJECT BY DATE PROJECT NO. \=ar ate �ti G— ��29 (`35 eo, -rz FEATURE CHECKED BY DATE SHEET OF 4,� = 37- •�r�s n�car-rtt twt/ Spa = Z3 CPZa�S SF'CTl bIJ ClE1/ Cf-f� S-'+A � F=*-) d-9rtj z• 5 4908 �- �,a1 g,S �908 zG5 4909 3� 49io 3�.5 Feor� -rYe Hz--z * HEC-2 WATER SURFACE PROFILES 'x r * Version 4.6.0; February 1991 x x * RUN DATE 29AUG95 TIME 16:22:02 xrtrrrrxr++++x++x+xxtxxrrr+rrrxrxrr:+rrrrrxr Fc> 1�- ':5WAcic �S aF SZn�SA�( 3�RY1 1=i�-L : oJT x x xxxxxxx xxxxx xxxxx x x x x x x x x x x x x xxxxxxx xxxx x xxxxx xxxxx x x x x x x x x x x x x x xxxxxxx xxxxx xxxxxxx * U.S. ARMY CORPS OF ENGINEERS * HYDROLOGIC ENGINEERING CENTER * 609 SECOND STREET, SUITE D * DAVIS, CALIFORNIA 95616-4687 * (916) 756-1104 1 29AUG95 16:22:02 +rrrrrrrxrrrxxxxx+++xxx+r+r++r+++++:r HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 xxxxxxxxxxxxx+xxxrxxrrx+rr+xrrrrrxrxx THIS IS AN ARCHIVAL RUN ALL DATA AND RESULTS ARE SAVED ON UNIT 96 ' AC T1 SWALE INLET TO THOMAS POND (WEST) AUGUST 1995 LA, INC. SINGLE CROSS SECTION FOR DETERMINATION OF TAILWATER FOR SECONDARY STORM SEWER 'T2 T3 X-SEC 1 EXISTING COND 100-YEAR ' J1 ICHECK INO NINV IDIR STRT METRIC HVINS 0 0 2 0 0 0.0435 ' J2 NPROF IPLOT PRFVS XSECV XSECH FN ALLDC IBW 1 0 -1 -1 OT 1 32 ' NC 0.060 0.060 0.060 0.1 0.3 X-SEC 1 AT DOWNSTREAM END OF SECONDARY STORM SEWER PIPE 1 8 0 33.5 0 0 0 'X1 GR 4910 0 4909 2.5 4908 6 4907 GR 4908 26.5 4909 31 4910 33.5 PAGE 1 THIS RUN EXECUTED 29AUG95 16:22:02 WSEL FO 4909.0 CHNIM ITRACE 8.5 4907 13 29AUG95 16:22:02 SECNO DEPTH CWSEL CRIWS WSELK 0 OLOB QC" OROB ALOB ' TIME VLOB VCH VROB XNL SLOPE XLOBL XLCH XLOBR ITRIAL ' *PROF 1 ' CRITICAL DEPTH TO BE CALCULATED AT ALL CROSS SECTIONS CCHV= .100 CEHV= .300 *SECNO 1.000 EG HV HL OLOSS L-BANK ELEV ACH ARDS VOL TWA R-BANK ELEV XNCH XNR WTN ELMIN SSTA IDC ICONT CORAR TOPWID ENDST ' 1.000 .85 14907.85 4907.77 4909.00 4908.02 32.0 .0 32.0 .0 .0 9.5 .00 .00 3.35 .00 .000 .060 .043452 0. 0. 0. 0 19 n .17 .00 .00 4910.00 .0 .0 .0 4910.00 000 .000 4907.00 6.38 5 .00 18.05 24.43 PAGE 2 1)15 TA%Lv4trGR isvv L- -iL11/rlta 1 Foiz Tic Sceo..I�.tQy S'ae+'I 29AUG95 16:22:02 PAGE 3 THIS RUN EXECUTED 29AUG95 16:22:02 +++++r++rrr+r:rrrrrrrrrrxr+xxrxrxxxrx HEC-2 WATER SURFACE PROFILES ' Version 4.6.0; February 1991 xxxxr+xx++xxx+rrrr+xrrrrrxrrrrrrxxxx+ ' NOTE- ASTERISK (*) AT LEFT OF CROSS-SECTION NUMBER INDICATES MESSAGE IN SUMMARY OF ERRORS LIST ' X-SEC 1 EXISTING COND ' SUMMARY PRINTOUT TABLE 150 tSECNO XLCH ELTRD ELLC ELMIN O CWSEL CRIWS EG 10*KS VCH AREA .01K 1.000 .00 .00 .00 4907.00 32.00 4907.85 4907.77 4908.02 434.52 3.35 9.54 1.54 1 1 29AUG95 16:22:02 X-SEC 1 EXISTING COND ' SUMMARY PRINTOUT TABLE 150 SECNO 0 CWSEL OIFWWP DIFWSX DIFKWS TOPWID 1.000 32.00 4907.85 .00 .00 -1.15 18.05 1 1 XLCH 00 PAGE 4 [1 29AUG95 16:22:02 PAGE 5 1 ' SUMMARY OF ERRORS AND SPECIAL NOTES 1 'Woodland Park Secondary Storm Sewer System LA Inc. 08/29/95 pipe geometry and design discharges by TST Inc. '1 15 , 20 3 2 , 1 , .8 , 500 , 300 .2 ,Y 15 1.4 , 28.5 , 10 .786 7 ' 31, 4918.0 , 0 1 3231 , 0 , 0 , 0 32 0, 1.0 0.6 0 0, 0 0 0 32, 4917.46 3231 1 3332 , 0 , 0 , 0 32 0, 1.0 0.6 0 0, 0 0 0 33, 4917.98 3332 1 3433 , 0 , 0 , 0 32 0, 1.0 0.6 0 0, 0 0 0 '34, 4919.29 3433 1 3534 , 0 , 0 , 0 32 0, 1.0 0.6 0 0, 0 0 0 35, 4919.94 3534 1 3635 , 0 , 0 , 0 32 0, 1.0 0.6 0 0, 0 0 0 '36, 4919.73 3635 1 4136 , 0 , 0 , 0 32 0, 1.0 0.6 0 0 0 0 0 41 4919.73 4136 0 0 0 0, 0 32 0, 1.0 0.6 0 00 0 0 6 3231 185.79 .30 4910.55 .013 1 , 0 1 36 0 '3332 71.92 1.00 4911.27 .013 .28 0 1 30 0 3433 367.44 1.07 4915.4 .013 .18 0 1 30 0 3534 164.42 1.06 4917.35 .013 .06 0 1 30 0 3635 6,17 , .81 , 4917.5 , .013 , 1 0 , 1 , 30 0 4136 1 , 0 4917.5 .013 , .25 , 0 1 , 30 , 0 1 ----------------- --- ---------------------------------------------------- 1 REPORT OF STORM SEWER SYSTEM DESIGN 1 USING UDSEWER-MODEL 03-26-1994 DEVELOPED BY 1 JAMES C.Y. GUO ,PHD, PE DEPARTMENT OF CIVIL ENGINEERING, UNIVERSITY OF COLORADO AT DENVER IN COOPERATION WITH 1 URBAN DRAINAGE AND FLOOD CONTROL DISTRICT DENVER, COLORADO ------------------------------------------------------------------------------ ------------------------------------------------------------------------------ 1 *** EXECUTED BY LIDSTONE & ANDERSON, INC. FORT COLLINS, COLORADO ON DATA 09-VI- 995 AT TIME 14: 9:54 ** PROJECT TITLE Woodland Park Secondary Storm Sewer System LA Inc. 08/29/95 �* RETURN PERIOD OF FLOOD IS 5 YEARS 1 RAINFALL INTENSITY FORMULA IS GIVEN FIIE �� *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ---------------------------------------------------------------------- TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW ID NUMBER AREA * C ---------------------------------------------------------------------- To (MIN) Tf (MIN) Tc (MIN) INCH/HR CFS ' 31.00 0.60 0.00 0.00 0.00 4.75 2.85 32.00 0.60 0.00 0.00 0.00 4.75 2.85 33.00 0.60 0.00 0.00 0.00 4.75 2.85 34.00 0.60 0.00 0.00 0.00 4.75 2.85 ' 35.00 0.60 0.00 0.00 0.00 4.75 2.85 36.00 0.60 0.00 0.00 0.00 4.75 2.85 41.00 0.60 0.00 0.00 5.00 53.33 32.00 �HE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES IOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES FOR URBAN AREA, BASIN TIME OF CONCENTRATION =>5 MINUTES 'AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES WHEN WEIGHTED RUNOFF COEFF=> .2 , THE BASIN IS CONSIDERED TO BE URBANIZED WHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS �I MH Tz if1 cR-GVATT D�,i� OTL '*** SUMMARY OF HYDRAULICS AT MANHOLES aorrrm- Ftc>%,-1 LJnIC ------------------------------------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESIGN GROUND WATER COMMENTS ' ID NUMBER AREA * C DURATION INTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CFS FEET FEET --------------------------------------------------------------------- ' 31.00 0.00 0.00 0.00 32.00 4918.00 - 4907.85 -------- OK F-L7S 32.00 0.00 6.08 0.00 32.00 4917.46 4910.01 OK m H !Ti-13 33.00 0.00 5.95 0.00 32.00 4917.98 4910.70 OK M H 5r-iZ ALL WkTCv- SOQFAdE 34.00 0.00 5.30 0.00 32.00 4919.29 4914.83 OK M H -Zli' - II �CVA no1J% Afcc Lo4j- ' 35.00 0.00 5.01 0.00 32.00 4919.94 4916.78 OK r-414 5'r-10 f'IN Tzrk 36.00 0.00 5.00 0.00 32.00 4919.73• 4917.75 OK Z7IL� _ _10 6'^I� i ���S• 41.00 0.60 5.00 53.33 32.00 4919.73 4918,21 OK �K MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION 1.107'� P1 H IP IS 0...1 M At�HgD.L�E�tvS� rAc>t�C- Wr- \FDIt. �� l'o HiGc�ec 3.2. *** SUMMARY OF SEWER HYDRAULICS 1 NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .8 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(HIGH) DIA(HIGH) DIA(HIGH) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) 3231.00 -------.-------- 32.00 --.------ 31.00 -----------------------.----------.-- ROUND 34.26 36.00 ------- 36.00 --- 0.00 3332.00 33.00 32.00 ROUND 27.34 30.00 30.00 0.00 3433.00 34.00 33.00 ROUND 26.99 30.00 30.00 0.00 3534.00 1 35.00 34.00 ROUND 27.04 30.00 30.00 0.00 3635.00 36.00 35.00 ROUND 28.44 30.00 30.00 0.00 1 4136.00 41.00 36.00 ROUND 30.00 30.00 30.00 0.00 DIMENSION UNITS FOR ROUND AND ARCH SEWER ARE IN INCHES IMENSION UNITS FOR BOX SEWER ARE IN FEET EQUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. OR A NEW SEWER, FLOW WAS ANALYZED BY THE SUGGESTED SEWER SIZE; OTHERWISE, XISITNG SIZE WAS USED -p. ,1-131144 1------------------------------------------------------------------------------- SENER DESIGN FLOW NORMAL NORAML CRITIC CRITIC FULL FROUDE COMMENT 1 ID FLOW 0 FULL O DEPTN VLCITY DEPTN VLCITY VLCITY 10. NUMBER CFS CFS FEET FPS FEET FPS FPS ---------------------------------------------------------------------------- 3231.0 32.0 36.6 2.17 5.84 1.83 7.09 4.53 0.72 V-OK 1 3332.0 32.0 41.1 1.66 9.26 1.93 7.88 6.52 1.35 V-OK 3433.0 32.0 42.5 1.62 9.52 1.93 7.88 6.52 1.41 V-OK 3534.0 32.0 42.3 1.62 9.48 1.93 7.88 6.52 1.41 V-OK 3635.0 32.0 37.0 1.79 8.49 1.93 7.88 6.52 1.16 V-OK 4136.0 32.0 32.0 2.50 6.52 1.93 7.88 6.52 0.00 V-OK IFROUDE NUMBER=O INDICATES THAT A PRESSURED FLOW OCCURS --------------------------------------------------------------------- SENER SLOPE INVERT ELEVATION BURIED DEPTH COMMENTS ID NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM ' (FT) (FT) (FT) (FT) ---------------------------------------------------------------------- 3231.00 0.30 4907.55 4906.99 6.91 8.01 OK '3332.00 1.00 4908.77 4908.05 6.71 6.91 OK 3433.00 1.07 4912.90 4908.97 3.89 6.51 OK 3534.00 1.06 4914.85 4913.11 2.59 3.68 OK 0.81 4915.00 4914.95 2.23 2.49 OK '3635.00 4136.00 0.00 4915.00 4915.00 2.23 2.23 OK IK MEANS BURIED DEPTH IS GREATER THAN REQUIRED SOIL COVER OF 1 FEET *** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS 1 SEWER SEWER SURCHARGED CROWN ELEVATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ------------------------------------------------------------------------------- '3231.00 185.79 0.00 4910.55 4909.99 4910.01 4907.85 SUBCR 3332.00 71.92 0.00 4911.27 4910.55 4910.70 4910.01 JUMP 3433.00 367.44 0.00 4915.40 4911.47 4914.83 4910.70 JUMP 164.42 0.00 4917.35 4915.61 4916.78 4914.83 JUMP '3534.00 3635.00 6.17 6.17 4917.50 4917.45 4917.75 4916.78 PRSS'ED 4136.00 1.00 0.00 4917.50 4917.50 4918.21 4917.75 PRSS'ED IRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW I [I n I *** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------------------------------------------------------- 'UPST MANHOLE SEWER JUNCTURE LOSSES DOWNST MANHOLE SEWER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID NO. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- '3231.0 32.00 4910.54 2.37 1.00 0.32 0.00 0.00 31.00 4907.85 3332.0 33.00 4912.03 1.31 0.28 0.18 0.00 0.00 32.00 4910.54 3433.0 34.00 4916.23 4.09 0.18 0.12 0.00 0.00 33.00 4912.03 35.00 4918.17 1.90 0.06 0.04 0.00 0.00 34.00 4916.23 '3534.0 3635.0 36.00 4918.87 0.04 1.00 0.66 0.00 0.00 35.00 4918.17 4136.0 41.00 4918.87• 0.00 0.25 0.16 0.00 0.00 36.00 4918.87 �ti1L�- T-lo 'BEND LOSS =BEND K* VHEAD IN SEWER. LATERAL LOSS= OUTFLOW VHEAD-JCT LOSS K*INFLOW VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. 'FRICTION LOSS INCLUDES SEWER INVERT DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUCTION LOSS OF 0.05 FT WOULD BE INTRODUCED UNLESS LATERAL K=0 ' FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. -r,4c e lG;7-&`I ct�v�vti1 C'IJAT� Sol? F;o,,-E LL:VA-rZ>,J ) RT 'TFfC InILE�- C�1.1� QjZ-7 tS Loge¢ *t I,a.J -rr+E G rrrc� FLou-I L4 wle:. jac-r,IZ 'tom -frz, az3. *** SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE. THE TRENCH SIDE SLOPE = 1 MANHOLE GROUND INVERT MANHOLE ID NUMBER ELEVATION ELEVATION HEIGHT FT FT FT ------------------------------------------------------------------------------- ' 31.00 4918.00 4906.99 11.01 32.00 4917.46 4907.55 9.91 33.00 4917.98 4908.77 9.21 34.00 4919.29 4912.90 6.39 35.00 4919.94 4914.85 5.09 36.00 4919.73 4915.00 4.73 ' 41.00 4919.73 4915.00 4.73 ------------------------------------------------------------------------------- SEWER UPST TRENCH WIDTH DNST TRENCH WIDTH TRENCH WALL EARTH ID NUMBER ON GROUND AT INVERT ON GROUND AT INVERT LENGTH THICKNESS VOLUME FT FT FT FT FT INCHES CUBIC YD '-------- 3231.00 ----------- 18.15 ----------------------------------------------------- 5.67 20.35 5.67 185.79 4.00 766.3 3332.00 17.34 5.08 17.74 5.08 71.92 3.50 242.9 3433.00 11.70 5.08 16.94 5.08 367.44 3.50 915.5 '3534.00 9.10 5.08 11.28 5.08 164.42 3.50 246.9 3635.00 8.38 5.08 8.90 5.08 6.17 3.50 7.5 4136.00 8.38 5.08 8.38 5.08 1.00 3.50 1.2 1 TOTAL EARTH VOLUME FOR SEWER TRENCHES = 2180.323 CUBIC YARDS EWER FLOW LINE IS DETERMINED BY THE USER ARTH VOLUME WAS ESTIMATED TO HAVE BOTTOM WIDTH=DIAMETER OR WIDTH OF SEWER + 2 * B ' B=ONE FEET WHEN DIAMETER OR WIDTH <=48 INCHES B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES IF BOTTOM WIDTH <MINIMUM WIDTH, 2 FT, THE MINIMUM WIDTH WAS USED. 'BACKFILL DEPTH UNDER SEWER WAS ASSUMED TO BE ONE FOOT SEWER WALL THICKNESS=EQIVLNT DIAMATER IN INCH/12 +1 IN INCHES ED. BACKFILL DEPTH UNDER SEWER WAS AS 1 i I. CHR15T FELL 0I1SHIo CHURCH 51I£ PER AGREEll I MP"?MILE AXMimc I " aRI t, At y aaRr,lrc WE IK .[MN.tl IM RrtxNl' NO M I J r r F Ith, I g�Ll{9GINYYpNNB7AEF. �__ - a 4 I L j SWUM MODEL SCHEMATIC DIAGRAM 2 \3 Y j 6 1 11 one TERM 13, / 14 NUNN 4 r� , --` „"I, (i MOVIE 121 J C7� 16 a/ 8� .OfNs Iw q 11 \ �VAvv� `•ram "gOppNO PMN OE/EMiON PoNO y / sElTf KINK KKL1C (ICtl ,AI »K A v � v '.Iwo :w .0710 Cryam°•" 1-00In If • Ns I���r-- } � ...na T 40EA" v'Aewa wx- M,. t. rnsw cr WE miss W3VWVP ueo. nn AH" uno I 16 —��. � 4. T- LEGEND -- --% 7 GNBBASIN 10 81 SUBBASIN ARER nC11E5 SUBBASIN DMDE FLOW DIRECTION _ PROPOSED fONTOURS EXISTING CONTOURS .0 I IL Z C7 w Z Q 0 v,^ / a Y j Z Z a C Z 3 Z O Z W NOTE84SE MAIP PROWLEI BY 7ST, INC (✓bNE, 1995J N SCALE. I"=TUG 0 50 100 300 CONTOUR INTERVAL 1 R SHEET 1