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HomeMy WebLinkAboutDrainage Reports - 12/06/1996 (5)1 1 1 1 1 �I 1 i 1 1 i 1 1 1 1 1 1 1 1 N: FINAL DRAINAGE REPORT FOO a 11 THE VILLAGE AT WILLOW SPRINGS SUBMITTED TO THE CITY OF FORT COLLINS SEPTEMBER 17, 1996 TST, INC. CONSULTONG 'OM September 17, 1996 Mr. Basil Hamden ' City of Fort Collins Stormwater Utility Department P.O. Box 580 ' Fort Collins, CO 80522-0580 ' Re: The Village at Willow Springs Project No. 10-738-020 ' Dear Mr. Schlueter: ' We are pleased to resubmit this Final Drainage Report for the Village at Willow Springs. The report was prepared based on current City of Fort Collins criteria and includes revisions based on your review of our previous submittal. This report amends a portion of the "Final Drainage ' Report for the Willow Springs P.U.D. Phase One" prepared by Lidstone & Anderson, Inc., dated May 3, 1995. ' Since this final design is a portion of the already approved P.U.D., the City of Fort Collins Planning Department has decided to pursue this project as an administrative change to the P.U.D. so that it will not have to be presented to the Planning and Zoning Board again. We look forward to your review and comments and will gladly answer any questions you may have. Respectfully, TST, INC. CONSULTING ENGINEERS ' ar ene A ' DBLJas ' Enclosures TST, INC. Consulting Engineers I 748 Whalers Way - Building D Fort Collins. CO 80525 (970) 226-0557 Metro Denver (303) 595-9103 Fm (970)226-0204 David B. Lindsay 102 Inverness Tertace East Suite 105 Englewood, CO 80112 (303)792-0557 Fax (303)792-9489 TABLE OF CONTENTS 1.0 Introduction Page 1.1 Scope and Purpose...............................................................................................1 1.2 Project Location and Description.........................................................................1 1.3 Previous Studies................................................................................................... I ' 2.0 Historic Conditions......................................................................................................... 3 ' 3.0 Developed Conditions Plan ' 3.1 Design Criteria.....................................................................................................4 3.2 Drainage Plan Development................................................................................. 5 3.2.1 Street Capacity ' 3.2.2 Inlet Design 3.2.3 Storm Sewer Design 3.2.4 Detention Pond Analysis ' 3.3 Erosion/Sediment Control Plan........................................................................... 14 Figures FigureI - Vicinity Map............................................................................................................... 2 ' Tables Table 1 - Hydrologic Calculations Worksheet...........................................................................6-7 ' Table 2 - Summary of Attenuated Runoff.................................................................................... 8 Table 3 - Summary of Street Capacity Analysis......................................................................... 10 Table 4 - Summary of Inlet Analysis and Design....................................................................... 12 ' Table 5 - Summary of Storm Sewer Analysis and Design........................................................... 13 ' Technical Aanendices Appendix A - Rational Method Analysis ' Appendix B - Street Capacity Analysis Appendix C - Inlet Design Appendix D - Storm Sewer Design Appendix E - Detention Pond Analysis and Design Appendix F - Erosion Control Effectiveness ' Sheets Final Grading, Drainage, and Erosion Control Plan 1 1.0 ' Introduction 1.1 Scope and Purpose 1 This report presents the results of a final drainage evaluation for the Village at Willow Springs. A hydrologic analysis of the proposed development plan was completed to determine the location ' and magnitude of the storm runoff. The hydrologic data was then used to evaluate street capacities and design runoff collection and conveyance facilities. ' The purpose of this report is to evaluate the development and prepare a final stormwater management plan that will address: (1) overall storm drainage planning and management, and (2) erosion control measures. ' 1.2 Protect Location and Description The Village at Willow Springs is a proposed multi -family residential site on approximately 7.5 acres of the Willow Springs P.U.D. Phase One development. This site is located in the northeast quarter of Section 7, Township 6 North, Range 68 West of the 6th Principal Meridian, Larimer County, Colorado. The site is bounded on the north and west by Battlecreek Drive, on the east by White Willow Drive, and on the south by a major storm runoff conveyance channel associated ' with Phase One of the P.U.D. A vicinity map illustrating the project location is provided in Figure 1. ' The Village at Willow Springs consists of approximately 7.5 acres and is within a Multi -Family Residential Zoning District. The development will consist of seventeen (17) multi -family buildings each having eight (8) attached dwelling units. The buildings will be two story with no basements. Parking will be provided in the form of off street parking stalls and several garage structures. All of the streets within this development will be private and will be maintained privately. 1.3 Previous Studies ' The "Final Drainage Report for the Willow Springs P.U.D. Phase One" (Lidstone & Anderson, Inc., May 3, 1995) was reviewed prior to the preparation of this report. Pertinent information from that report is referenced in this report. 1 1 1 1 1 1 1 i 1 1 1 1 FIGURE 1 dooHARMONY ROAD Q a A �a N e��a C� PROJECT LOCATION **44 n O Portner O l \a Reservoir n � V 14 a Z h ~ J W. 7RWY ROAD VICINITY MAP - z 1 2.0 ' Historic Conditions I The site was rough graded during the construction of Phase One of the P.U.D. and, in fact, is still ' being graded. Battlecreek Drive and White Willow Drive are currently under construction as is the storm sewer system in those streets. The entire site does, and will continue to, drain to a detention pond in the southeast corner of the intersection of Battlecreek Drive and White Willow ' Drive. This pond is also part of the Phase One of the P.U.D. and is currently completed. Although the runoff from this site will continue to discharge into the detention pond the conveyance elements will be modified from the design presented in the Lidstone & Anderson, Inc. ' report. 0 The southern portion of the site is bounded by the McClelland Regional Channel. The Lidstone & Anderson, Inc. report labeled this portion of the channel as Basin 40. The alignment of the basin line separating Basin 40 from this site has been modified, but the area of Basin 40 was not changed, it remains at 6.1 acres. , 3 I 1 3.0 ' Developed Conditions Plan 3.1 Design Criteria The drainage system presented in this report has been developed in accordance with the criteria established by the City of Fort Collins Storm Drainage Design Criteria and Construction ' Standards Manual (SDDC) dated May 1984 and revised in January 1991. Where applicable, design guidelines and information were also obtained from the Denver Regional Council of Government Urban Storm Drainage Criteria Manual (USDCM). ' Developed condition hydrology was evaluated based on the 2-year and 100-year storm ' frequencies as dictated by Table 3-1 of the SDDC manual. Detention of developed flows from this site will be necessary and were addressed in the Lidstone & Anderson, Inc. report. Modifications to the pond grading and inflow rates due to this development are addressed in ' Section 3.2.4 of this report. _ Due to the limited size of the subbasins on the site, the Rational Method was selected to calculate runoff for street capacity analysis and storm sewer design. This method was also used in the Lidstone & Anderson, Inc. report. The Rational Method utilizes the SDDC manual equation: ' Q = CC,IA where Q is the flow in cfs, C is the runoff coefficient, Cr is the storm frequency coefficient, I is the ' rainfall intensity in inches per hour, and A is the total area of the basin in acres. The runoff coefficient, C, was selected from Table 3-2 of the SDDC manual based on the developed condition land use. C was determined to be 0.65 for most of the development and 0.95 for streets ' and for subbasins with very little or no landscaping. Cr was taken from Table 3-4 of the SDDC manual and was determined to be 1.0 for the 2-year storm and 1.25 for the 100-year storm. The appropriate rainfall intensity was taken from the rainfall intensity duration curve in Figure 3-1 of ' the SDDC manual. To obtain the rainfall intensity, the time of concentration had to be determined. The following equation was utilized to determine the time of concentration: 1 tc = ti + tc ' where t. is the time of concentration in minutes, t; is the initial or overland flow time in minutes, and t, is the travel time in the gutter in minutes. The initial or overland flow time was calculated with the SDDC manual equation: 4 tti = [1.87(1.1 - CCf)Lo"]/(S)0.33 ' where L is the length of overland flow in feet (limited to a maximum of 500 feet), S is the average basin slope in percent, C is the runoff coefficient, and Cf is the storm frequency coefficient. The formula limits the product of CCf to 1.0 and when the product exceeds this value 1.0 is used in its ' place. This procedure for computing time of concentration allows for overland flow as well as travel time for runoff collected in streets, gutters, channels, pipes, or ditches. After the peak runoff was calculated, attenuated runoff was calculated. This was done by combining all ' contributing areas upstream of a given design point. The time of concentration for the design point was taken as the greatest time of all the contributing subbasins. Runoff from design points connected by storm sewers was routed through the storm sewer system to the point of discharge. An approximate pipe size, velocity, and travel time was calculated between each of the design points with the pipe travel time being added to the time of concentration of the upstream design ' point. 3.2 Drainage Plan Development ' The proposed drainage plan consists of a combination of overland flow and gutter flow. The runoff will sheet flow across landscaped common areas, then concentrate at proposed streets. ' Gutter flow in streets will be collected at low points via curb or area inlets and then conveyed to the detention pond via a storm sewer system. Subbasins were delineated based on proposed grading. The proposed grading is shown on the Final Grading, Drainage, and Erosion Control ' Plan which can be found in the back of this report. The Lidstone & Anderson, Inc. report labeled this site Basin 30. The nomenclature they initiated ' for the primary design points in the public streets and for the detention pond were used in this report. The Lidstone & Anderson, Inc. report delineated this site with subbasins 30A, 30B, 30C, and 30D. This report delineates the site into three basins, A, B, and C and an offsite basin which ' includes Battlecreek Drive and White Willow Drive. The remaining subbasins and primary design points in Basin 30 of the Lidstone & Anderson, Inc. report retain their designations. ' The results of the hydrologic analysis can be found in Table 1 with the methodology of calculations shown in Appendix A. ' 3.2.1 Street Capacity Analysis ' Public and private streets conveying runoff from this development were evaluated to determine compliance with the encroachment criteria dictated by Table 4-1 and Table 4-2 of the SDDC manual. In the Lidstone & Anderson, Inc. report, Battlecreek Drive was analyzed as a collector ' roadway. The Lidstone and Anderson report analyzed a standard (50' FL to FL) collector street section. At the direction of City staff, this street will be built to local street standards (36' FL to FL) however, the encroachment criteria for a collector street was used. This encroachment criteria dictated the need for two on -grade curb inlets that will intercept 50 % of the 2-year runoff in Battlecreek Drive at Design Points 9 and 10. The 50% interception is sufficient to maintain a minimum 10 foot wide lane uninundated during the 2-year event storm. 5 I._ m MININI�12RI IM O M O I^INIM h r O IO IOIOO O O O C N N N 0I21-MlP � I1IMIa-IAIFI INIMIMIEI,IiIQI-I MIMI IOI�IMINI�ININI IOIOIOIOIOIOIO IoOI vllvll IOI�I7IM��IVIMI IOIOIOI^I^I^ININI O IOI lOIOIO IO IOIOIOI IlV IfV IN IfV I�`IINICI lCl (V N O tV tY /V fV N N SISI I0INI2IM M1, P l INININININININI--I Z U aIR ��� rn1��IqI� aac�rnrna�� o 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 uuuuuou oo0oc OO o0 0 0 0N 0 OO OM^ OO. - O.^.i o0C0lf I O� I I O I (� I (� Il�I O I O M IN MINIMINI INIMINI IMIMIMINIMIMIMI IMINIMIMINIMIMIN� OR cl� OI�ICI"I I�I� Vc0laH a l�Irilvlvl Itv l�+ilnilrlo T Its N NIaO It�Ivil O �D Its N � h OIMI NI I�INI�IMImI=1^I INININI�I�IMI�I�I ^I -I -I -I -I -I I-I^I-I I..I..I...I-I^I^I^I ININItVINININi^IOI 0 0 0 0 0 o O O O o 0 0 0 0 0 0 0 0 0 0 0 - z as « ¢a< mmm �uuuuuu 0000ummo - x M z i Za F W z�z F z V F U W 1 w 'O z z a m a a w F Q O 1 � fV 1 1 s 5 V yy U � W Uz� W I The private streets internal to the multi -family development were also analyzed using the SDDC criteria except that the capacity reduction factor applied to the streets was increased to 0.80 from ' the 0.65 value called for in Figure 4-2 of the SDDC manual for a street slope of 0.50%. We feel this was warranted given the fact the development will have plenty of off street parking for the residents and that the streets are simply too narrow to allow on -street parking. To accommodate ' the garages a modified curb and gutter section will be used. The garages will not set back from the street far enough to accommodate a curb cut and sloped driveway so we will use a four foot wide gutter pan in place of the 6" vertical curb and gutter that will be used in other locations on ' the private streets. This section will allow easy access into and out of the garages and will actually convey more runoff than the standard 6" vertical section. In most cases the SDDC ' criteria for encroachment during the 2-year storm is met or exceeded in the half street section. In the cases where the flow exceeds the allowable for a half street the other half of the street has adequate capacity to accept the spill over the crown. Table 3 presents the results of the street capacity analysis and supporting calculations can be — found in Appendix B. ' 3.2.2 Inlet Design ' Because of the high flows at Design Points 1 and 6 and the fact that ponding depths are limited to 6" to prevent inundation of the garages, CDOH Type "C" area inlets will be used. The theoretical capacity of these inlets was obtained from Figure 5-3 of the SDDC manual with the appropriate reduction factor taken from Table 5-4. These inlets will be installed in the modified gutter section flow line and will be maintained privately. ' A curb inlet will be utilized at Design Point 4. The flow at this Design Point made the ponding depth restriction less restrictive and a 10' CDOH Type "R" inlet will be installed. The theoretical inlet capacity was obtained from Figure 5-2 of -the SDDC manual with the appropriate reduction ' factor taken from Table 5-4. t i The inlet at Design Point 30D, originall esigned by Lidstone & Anderson, Inc. as a 15' CDOH ' Type "R" inlet, was re-evaluated f new flow conditions and was determined to be larger than what was actually needed. A_ OH Type "R" inlet is adequate for the new conditions. ' This inlet has not yet been installed as of the Phase One construction and with approval of this report the inlet will be changed to ype "R".7 05 5h ,t !D t As indicated above, Battlecreek Drive was analyzed as a collector street. To meet the 2-year collector street encroachment criteria it was necessary to provide a 5' Type "R" inlet on each side of the street at Design Points 9 and 10. These inlets will intercept 50% of the 2-year runoff while ' the flow passing Design Point 9 will be collected a Design Point 30D and the flow passing Design Point 10 will be collected at Design Point 30E. The inlet at Design Point 30E was re -analyzed to include the increased flow and to account for a slightly different ponding depth. In this case the ' inlet capacity for the 100-year event controlled and a 10' Type "R" inlet will be installed. 9 N N N N M N M M N N N N N M M aq C Y1 V1 V1 v1 00 V1 00 W h VI h N h DD 00 NINININ I"I INININI ININ IfVININININI I,OININININI,OI 0I0I0I0I0I IOIOIOI IOIOIOIOI0I0IOI I0I0I0IOIOIOI t h C.6 :2fl Njl I/Vl7 N IN It+t t+i to 1�I—IO^I �N I6 2 r 00 NI WGt..�000000 000 0000000 000000 �,°�°: : 000000 000 0000000 000000 xuVS'Py C?z�x� YYC?uyd a Y C?P _�a NNNrNCKa ������, rxx3iNN_^iva �z`�'zz�xa a� xaaxa� aza�aa add'> '>�iQ �o:oCo�o�o �o Co Co Co Co,o :n�o�o3Co� aaaaCal - --= i�j < yz aUUUU xa¢¢�x U6I0 Flows to the inlets at Design Points 30F, and 25A are not affected by this development and will remain as designed by Lidstone & Anderson, Inc. Results of the inlet design can be found in Table 4 with supporting calculations in Appendix C. 3.2.3 Storm Sewer Design ' The UDSEWER analysis performed by Lidstone & Anderson, Inc. for storm sewer line ST-13 was revised to reflect the new flow conditions and alignment of the storm sewer system serving this basin. In general, the inlet at Design Point 30A has been eliminated, the inlet at Design Point 30D has been re -sized, and the alignment of the system has been modified. The UDSEWER ' model takes into consideration the back water effect of Detention Pond 330 and indicates flow requirements can be met with most of the system being under pressure. To accommodate the pressure flow condition all of the storm sewer pipe will be jointed with pressure seals. ' A summary of the storm sewer type, size, and flow conditions can be found in Table S. The UDSEWER model output data and model schematic can be found in Appendix D. 3.2.4 Detention Pond Analysis ' The pond that will detain the developed runoff from this site was originally designed by Lidstone & Anderson, Inc. and designated as Detention Pond 330. The pond has been re -analyzed in this report to accommodate the revised runoff entering the pond and the new configuration of the ' pond. The runoff entering the pond has been increased, mostly due to the lower times of concentration ' of the subbasins and the increased runoff coefficient. In the Lidstone & Anderson, Inc. report it was determined that a detention pond to serve the basin north of Battlecreek Drive was not feasible due to elevation constraints associated with the McClelland Channel into which such a ' pond would discharge to. In that report it was determined that it would be easier to convey the runoff under Battlecreek Drive and into Pond 330. Their design of the pond allowed a reserved capacity that could be utilized for this offsite basin. At the present time the feasibility of a ' detention pond on the north side of Battlecreek Drive appears to be more favorable. Excess soil from the Phase One construction is being used to raise the basin north of Battlecreek Drive ' making a detention pond more viable. At this time the developer is proceeding under the assumption that he will be able to make a detention pond work in that area and therefore, that capacity need no longer be reserved in Pond 330. F 7 w y w w a W U 3 .a E� 0 o0o a a0o rn h a N O N U � is m o T w iTV O O e e O h O h a v w F w QQ U U wwUa 0 O 0 Q E 09zx: �oQv o o o z z O p�y Q 1111� y N N N1 � _ h � T VQj N N A �o t,: w O� A A W z a a a a a a o a .E-F < U E U U U U U z" Q: A z_ E m U 0 o W 0 w 0 0 0 0 0 1 No Text I ' Pond 330 has also been re -configured to accommodate a future commercial pad, presumably some type of convenience store. The pad has been set at the southeast corner of the intersection ' of Battlecreek Drive and White Willow Drive. The use of the pad has not yet been committed to and for the purpose of this drainage report will be dealt with as a commercial area with a runoff coefficient of 0.95 and direct discharge to the pond. These assumptions will need to be verified ' when final design of pad site is prepared. In addition to the pad site a tennis court has been added to the bottom of the pond. Recreational facilities in detention ponds have been allowed by the City of Fort Collins in the past and we see no adverse impacts to this application. The court will ' be constructed at grade within the bottom of the pond and will not effect the ponds capacity. The court should also not be adversely impacted by nuisance flows since the major inflow to the pond is at the other end of the pond and small concrete swales will be used to direct runoff from the ' pond side slopes around the court. A S M Analysis of the revised detention pond and inflow elements was prepared by Lidstone ' and derson, Inc. and is provided in Appendix E. ' 3.3 Erosion/Sediment Control Plan Soil on the site has been identified as being mostly clay or a mixture of clay and sand. These soils ' tend to be erosive and since this site discharges into storm sewers and Detention Pond 330, sediment control will be essential. The entire site will be reseeded after the overlot grading is completed to provide soil stabilization until buildout. During construction, sediment will be kept ' on site by using gravel inlet filters, and a straw bale barrier at the outlet of the detention pond. Erosion control calculations for all of Phase One of the P.U.D., including this site, were prepared ' by Lidstone & Anderson, Inc. in their report. Revised calculations have been made and are presented in Appendix F of this report. The developer paid the City of Fort Collins approximately $108,000 for the erosion control security of the Phase One improvements, of which this site was included. The basic premise of the erosion control plan has not been changed nor have the erosion control improvements. Based ' on this, we see no need for the City of Fort Collins to require any further security from the developer. 1 1 14 1 � 71 e , �,•, of r i i� , a f 2 L r' ,=APPENDIX. 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N T (y ?i_c � o��cooN avin ao�.-.v �o cn ooe�'n�n7— F '�oW.r000coo ooc c000000 oocooc _F__s_._._._.000coo 000 0000000 oc000c 0. F UUU;YC <?« Y"tye JC?m .i c.. c:, :. c:,a c.aa ra • �-� N N fV fV fV .1� tV i]: '.: fV tV <V (V fV CL 0.' o0 00 oC o0 0o p� Z� aar�c a(`>aacc� {c7 - �ceCzctic OCaCC.`00 .OG G«rj•'« gc�iC UUUrl U"T 00 000 J- U z '= Y z -p 'nCon INC. Consulting Engineers CLIENT GGNc: S/` JOB NO. /y- -738 -oaU PROJECT -7�e/L::­ WI-LAL'= AT 6y,LLnt.✓ Sf'R,nliS CALCULATIONSFOR -Sy/Irc—% CMA<<tY MADE BY DIJ L DATE 711W�11FG CHECKED BY DATE SHEET OF Mltvvi2f+s--7bR ; -� -.i(oa— �� Cpc,4L S7/1c�� A1vC Rb ,-7Pfl✓Cr :ivo c261,we/°P_,�%4?, ;iffill( '��t,�i v , 'F �. I I I 1 r , I . i , t 't 1, I / I I `2 t I 1 , '..i I i i {= i l' I l i t i i , it !-L 1 I__{__�_' -H I, 1 I , l i `i r[ I t f i f 1! I I 1 I 1) i t !�lT I' I i I -I Ill 1 I I I I I i�( 1'-S� I j• as A:� —1 r.�_..L_{_..L I T 1 S 1 t �._i1 J7 AtiI'[t I }• 'a� , i fill I I_ I _ I I I _ _ ITI ' 119 fa/ti A =�,cq1=rAl-+'A"ii i{-:J I I/ I i tif I I , + I • 17i \ 7 i t� - • ,9Y 1 Ffr �-I t I I I I i, I I if I I I I I`1 I , ; t 71 r I i I II Ilillillit _ ill ffi I' i 1—i,N`1�R9vL; L�QA%�/.✓� = 7 (Z�I A�P a F' itI ft t i 1 - F1' i I t t r I I 1'" T I; I I I1 i _ 1! ' I ( I. }- , { 3 1! i 7 i t t , i - �.., Ll _ iT-Til L1=_S,72i- , ali� I I I I I I I I I I if T f=LLDWAOLe 572cC7 pAP'Ac i`I�:�(,�q Qt F FR�F2-1-1: F' T' i, !,-1 1-1- i if is Ill Iff I111H _ 1 1, 1f �� 'JET I�i1- t 11 I I—t—.1 I I i_ I � I 1,17 7 I I�"�Tf c T..��...I i `12arh�el�s' 2�E�J1 L keLP-> ,-AQ�E"J'T `r_L_7N�yGAh.ALe 1 rl� 1 =T tf i t 1 t l I I i._ S-- 1—'_ l 3 ,.�,r I . �- I ��- - If • , 1 I , 1 ' ` 1 Iy�� - , ; 71 I (-k--�7)+-_(a�F(�o)C ��) r-j�� sit �1=-, � - t J - _ s NAB vlG� r Ir , T i ' G050713-84 TST, INC. M" Consulting Engineers ''11 CLIENT 1 JOB NO. /y _ 7,3F1 - OdO PROJECT LLAbL 4-7 (—iLLlfpwl slll'•✓Lj CALCULATIONS FOR-S�/1.[�7 c.dogciiv MADE BY NIL L. DATE 73!I tf CHECKED BYDATE SHEET eg OF 4 J—J_�� i 4'' W,4� i VcL r�'�! 1 i � � �"/^ �..y/. ' 1 ..!. i � Nrr�Cy: AJrLttLtLl na>,1 f :7G/r� SE;G*7!irjt✓�;OvLY�G_CcvLZ7IvN �.� f .�..�...1.. 1 � � ..s �1�1 i.:�.�..„I.,..�i�1 -/`X_PZ4'�1�'�-5`7/?L2� •i•...�..3 ..#..� _-1S�'`'_'__' -�A�aVcsi CLv{uTCA -fir f (r:gi2Abrs , I (j nj7? G%kcc�� �/fi% /:Q✓'cQ�Ac,tY-`L�T7�l.W> 1-i /,v�2AriNF . G4Ra�r 1 r-4 —ice; a Yro t ' ; 1 i T I i I i I.a it 1 itI I tt 71 fill Ill[ fit T= t 1, :37 :ao a Sd g ¢'..-� -;—�-; 1 t-� ; 4 �_ � _ lA F 5in-7, �- i - 1 ��- t r' I i' i , I 1 1 I I r I I_ if (' I it — — -yE I i 1 I F I 7/iI . f I3AtiLa vim! - ,t IUnJc`ZA�t i i��1y 7��i I �T , � E I i I 1 i I %� y ! I I � I i 1 i��`_'=Ne�cv�(J_7//.;✓�i i �. ,�g I r V: 1 ; I I ! i t, ; I , rI , y I ' 11-3 �, i�, - it 1 y 1 ' r I 1 i I A _-a i (-'teit a), -'--rr,T i� 1 I C i •1 i 1, 1 I 1 I I 1 1 r F 4cFb�. r ,-��_+1 i� s-4 1 - {- (� { �t I l !_ r' 1 i i I i ; ,� I I , i r= 1 T-I- I 1• t i I I I ! ._E I r --�-» I i t 1 1 t l r + i `('� � �ii "1' 1•f"�*_4 I I I�t I ����': � i 1 1 j I ,_.� Y- 1 I ' 1 �..- !-�.I-t-_--•F..'a.�. �-k• r (� j- i 'r_ , -t- -^-i �'r - TT _r -- Y T r G050713-84 TST, INC. Consulting Engineers CLIENT JOB NO. As ` 731, —ye2o PROJECT Vrk-LAIr A i (ti/ILU�-✓ SP2%�4S CALCULATIONS FOR 572L�z?' CA6Ac-`i MADE BY t/'✓ L DATE--/dZV9b CHECKED BY DATE SHEET OF 4 N1ATf2 51.or2MYr/ov,-y2r�s���„� I- I 1 7r VC'/L..! �1 +! ' 6 %L w,47T DeP7f! 41.Nito'L—,1,�rLL#uJ�_ of—FLvwUvt�.C2✓wJ—'=;6 3 ' I ! i - r s Lam, I .r , —L-1--1—'---t--{�_'�{L,�j�(_��J_.� r�r -1l--!�- t ! 1 i ! 1 I t i f I I _'; ! I !'�'i" t ! + �I�I ! ! i , '� , i'�'"_". — — I I I 1'! { f�� 1 , �d I I i � sow --,Try- T ' ''-1 IIIII it Il IT It it i III It , ! Jr I I +Q✓LrL��I t F i� i • ! ' I ! � ITf� ! I t ! � I 1 I I CO!kP_OS 7� !"narTVAI v ' n ! LeN �C - r� G/1AJIX t r O JJ /rTRt Lw�7 I vas),I�.��3 t t� r t I ! i I i F ! • ! : ! i J �� �;. I I � ! + 1 , , �.1'_/.4trb_2 � � i I I _ t i �!; !, I r ! ?I ! yti_;��.�^i I � c,Mkcr E r ! , ! I � , 1' Jill -77 I I _ 067,47147e ir•Nr�N�-�`Ck_CL 1 -. ` ,� i± i 1? 1 i I I I L� r r� r +� ! � 1 r r i i-T-i , t� I I' I 17 it a �a)-�,► ) 4-12 33� { ),-y 31✓3_t ;` T a rilo --- — a - j.'It7 f ri—-'�I I p ice" i `yFttF-S�2cc'7 ' l T — - a 1 1 G050713-84 TST, INC m" Consulting Engineers p CLIENT JOB NO. /U _ -7 PROJECT 1/rLLA4 ,. : A-T CALCULATIONSFOR ' ` MADE BY Dr> L- DATE 7/�VG CHECKED BYDATE SHEET OF -t-�-1-t PA,' FLG'-WL.m 1t C�0_ T-"��s�•i%7�c•T _.. ,. -T{�-'�I}�-T .QI�L'�7_t�/LL-�✓¢_.�_"� �(yy D,'n. f. �..Q�/lHLc'1•! �j�..�."},� . r - s L , _i.-1--J}.- �. yTJ .E._�L I t/ -1..-�-..,-L-i_• , - } -j--•- , , r-� }""I`-� ! 1 -! 'I { (.>.l!`Y-tV t�� •� i ! 1it 1 I I I I if l , fit i.u-'- f 1 1 I I I 1 I I 1 w.I I I I I 1 ' I I 1 I H--� I! I+ if I I!Ift i i i t i I I it 1 -, , ! It I IIiiii 1 11 1 fill Ililt if 4t-� r t-b _• ' C: 3-s ,ALL, i IT 1 ' I i i i I I I it I it I I I 1I—Ty lF! I if if r it 1 III I1 —*'T" 1' i ! 1 11! I t Ti • ! t I I, _J if I Ill i il ItIf —1 -= r � ' �._• _ I, I 1 i it if i if I ' r 1 ! i {! if i i 1 T I f 1 I t j i I I I �T jr + r ' ' 1_ I !I I i ! I ( i f ' I i i t it it I I I i i I i . I ! 1 I -L-LL-*_-.i- . -i-�- I,' 1 11 1 1° 11! 1 ' 1 11If It i I ri I11111 fit1' i t I 1 it r 9 I I{ I + ! it fL - - 1 j , till 11111 _ It i s f r ' ! r 1 I i_�_j' I , ! 1 i i 1 I s' "T" 1 V I i 3 I ' I _� _�•�F fff I 1 _ if t ' I I+ 1...1-S• L -+-+-• i 1 - r-iif ; ;. , r T - T • 7 , } i ; if it Jl 1 F-'-�-1� i`_I � f :.� .,..' ...,...� y �j.� 1. 1 1 1 • -�- i- �_1_ I t ; _l._'.: I 'mot ' t t GM713-Ba 1 1 r s r .1 i ( l 1 t r t `f b Y APPENDIX G / a Inlet Design- t r � � t _ 5 1 1 L-•i. � w G ei C � � C C. ti h h •.f 4 r. z e e 0 0 - U U a _ _ N W �•. � n N P C N v v Z Z v=.• ti v h y h C7 Irl i z O O Ln O ' TST, INC. Consulting Engineers J . i ' CLIENT V/�%/:%L SrL: : = JOB NO. �U 7-3 L Uoip PROJECT i/r L.L,4 Lc� 4' 1vii L✓A-' •f/'n 2.NG r CALCULATIONS FOR _- 1-✓J �C T �C--S/G'�✓ MADE BY IML DATE. �Id V/FL CHECKED BY —DATE SHEET OF •. L.F I k�. I nJLr✓I-?_ AkT_ 7��c-S/G rJ`i �Ul�l� 1 / J J_ �2r/4 P. "wit _ _ �G,l �-1� , I i i I1�-� S� (,�✓. „� C2 ir, o ► L,c- -If ' I ill.i 1 I 1+�r• 1 - -- N�ro�P71f1 -1'`It U I%f'/rG/Le7'cA; AA[;, Ci4tpAGi"{�/riZ� �%GTiuj P = of 01 ` fiL7 I fi1, liltf { j_-..L I I L� AICL� .Gn Y k a 't (C.QQ�Cr2 �!J/✓CA �I PLr,iC ' � vli 17 CA//4 c f�`r : t�3: s cf�/ft��) (�o':i6. ft -)-�.,_fSd) %g'`..(o8 ci ;.+ i I -' -ifif IF 11 1 4 I; T it [ i l i I fill I r 11 1 1 1 [ t Iflill lilt 'r. ' . i l I i ifill lill1 if 1-1 it �1 , I i -ate. r s— -+ � �l I�-- �I —, 1 I rl i 1 - ; i ! [ 1!!Ill it I If 11 lit1 I 1 I ill - I i t iT i 1 of ^ i✓, [ I J]! !{-'l ( "�L. S/ir.•✓t ['G ,�:-� P • /"!2C"14 i�/✓�. �.k SVM� GVi1 �111 1,1 I ill I ' , I i ITI I I1[ T ? f LIJ 1 ' .� 1/Csr' f n�'_L ,.��Y , t @ ���.2v' �•LIL �! G,F F/,J ��.?7 I�i-�-T- -`- 1,1111111 l3 43r-c1's �-77 ?i i LIl - - 1 1� o IiO'n4 %)c AW- D-J pr�R/J[ N!n i C1 t� i� T 1 r �� cAP_ac, -ice 1 T 1 f I1 _I -- i I 1 I If III itf1 i i i[ 1 I• i i ' I- '-�..�.-�._� r? i ' I if lit I 1 'i'"� j I � 1�. -i 1_?.`.j'._. _r, 7 i . -•�' � i `T"' i` : - i`--••"�----"`--•;-i i•f.--�..s..a.J I--..L-. i I if � "� -r � ,- 3-_t' ;, '#-.^" 1 `--Jt '.1 '-� � , +-i 1- 1 J. i .i�.. �..J .�_}.._I«.- a-.— - " If f '1 -if- IT 1 _ � G050713.04 1 1 1 1 1 t 0 LL 0 H 1� J 0. z w > O.. 0 a 0. w 0 z 0.; 0 z 0 Ca =�✓ L b- 7 S A 'Z 7 P /: ANO Figure 5-3 CAPACITY OF GRATED INLET IN SUMP (From: Wright -McLaughlin Engineers, 1969) MAY 1984 5-11 DESIGN CRITERIA ' TSTr INC. Consulting Engineers G l ' CLIENT JOB NO. /U\ 7,3 0 - O«V PROJECT �rl-(/4 LC Ay Cyr��.Ui.✓ SQ/z �.a/[fj CALCULATIONS FOR �N�t� (✓�`f'G ^� •}/ MADE BY L. DATE CHECKED BY DATE SHEET C) OF 7 99L ( 1NCc`y ffl7{ 1�0/ A/ T , !4 I GvRQ ✓Lr l7 5� �P Cr 4d.J � ' r✓CS/(i ^� rLU'%'/ �_GC�p`J SL��.UFI-�%/1%S- '�-'--i- -QIyJ 11 1 t a_ p_ f7r�1! cT.ft�- I i I HIT �' PcNO�n 1 I - 4��%G/J:'I/%'i�'l�' GA?A'4cJ =Lt t`, I 1. J CSF t 7 CF' U='�`SD�D TI I_� J I i ,I� s I i 1 1 AS3v.H� :/wLt� L` i? .�_�.1 �Cc«/6,7../ 1 1..''i_ /G:�'I � I 1 1 , 1 Ci�i4G_i$�•f Qt.�✓L�.:UJ' Fi4p7G2 -:� ! i i ! i t 8.5�' �...f_� �- ' I ? - vLr L I I 7 S;mac i _-4-' ' - �,04 1 CFsYr/ L ' J ., k�^� if ; 1 1 , -f�_ i 1 1'i ! i J I 1 1 I Lam. a .�.'•_. t I' I ' i I I t _ i ' i 11 1 i t .L ' 1 1 111 tl I f 1 1 j 1 I 1 l i 't ' I 1 1 i I i 1 I -LI ! T$ i l i 1 1 V = lI i i jI �• I l I -!—' i ij It �i i I- j�;�� _ 1 1 1 ' a. I ' ¢ i ' " i I t i • i. it I TM , I 1 I �.,i�. 1 _' t f• 1 i 13 1.�._.. -, r I- f.� {' t !:"�rT'._t—'---3 T �' jz f_,_,� � .'3'_TT? 1 { -i_ _.I i" ��...i. I-i_-�-..I ... � I _T ' ' � TT- _ ' 1. - G050713-84 0- A� 1.0 12 5 ' II 10 4 .9 8 10 3 .8 6 E- H 9 0 4 2 'U w w 7 x 3 z 8 a - 1.5 6 7j�b, Z 1 t 1.0 .5-- _ _—e_Part a Z .9 ---�-.8- w ' 5.5 a — — — — ao .8 w 5 = z .6 o .7 ' L .4 z z .4 f- w ? 4.5 z. o .3 x w 6 ' t V o o .5 c� 4 x 2 H z z z t- - 3 - o ' w 3.5 w aw T .4 o a O I w 0 . .25 3 0 0 08 x x O .06 3 c� c� 0 z w ' _ = x .04 2.5 LU a w 25 .2 .03 � a ' 3 Q .02 0 .2 a x 2 U a .15 01 a •15 L U. o 0 --- -- - - -- yo a 1.5 -- x ' 0=2" h .10 ' 1 1.2 Figure 5-2 ' NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph ' MAY 1984 5-10 DESIGN CRITERIA TST, INC. Consulting Engineers CLIENT PROJECT A-7 CALCULATIONS FOR MADE BY DATE CHECKED BY DATE JOB NO. lo - 73 8- - aa a � It tF T Sill J SHEET 3 OF 171 1 I it -T -1 1 1 1t to .10 tTI If I 4-1 1 -T-c ;IV I I I I it I I 1 11111 1 T� F-I I I iF- I I it 1 11 11 1 1 t4-I 1 40 w A. ,27 -CA 7 )I lit 9 I fill -T fill lilt IiIII IIII I If I 1 - - - - - - 11 1 1 I TI-1 I 7< -T 0 �7 I I iJA? I I I I'i 11 I 1 , I , T;� 1 1 1 1 1 1 1 11 p f-. ti I it I -I IT 1-1 11 1 lilt I I I I if I I I I I I I I I I lilt p j -T I I -- F-- I J-7- I i I I I lilt it I-, I I I 11,Ij I I I I Ili fill I I I I I 1 11 III till 1 1 1 1 if fill 111 11 1 1 1 I I I I T- I-Il I I it t Lj t L- 9 M, 6' -1-1 -F Ff T' I I I I I I I I II I I I 1 1 1 LI 1�7 it I I; lit 6; f Ff FT I I I I I I �i Illifill if III AD - lit lit V d' i P6 I I I I I CA I it 1 1 -T7! If 1 1 -T I I I I It L --if I I I ;A , --o' � 7'-1 1 + it I i it lit 7 -1 lit if 1 1 1 lilt I I I 1 11 1 if it tilt It -4� 17 L-4 t -t 7 -1 F; 1 !4- 1 ] ±Ej r G050713.84 1.0 12 5 9 II 18 4 ' 10 6 3 8 9 o C'FS1FEr'- �o4w73e ajc1.4 �� Z 1.5 L .6 0 7 Pot1 b w T _ z L 1.0 Sxo 5. Example, Part 0 1.0 z 9 �_ ___ w ' 5.5 0 — _ a8 = - w 5 = z. 6 0.75 cf�f� 0 .7 so ` 0.76 a .4 z w 4 _ z 6 4.5 z o 3 w L U- _ ' 0 0 .5 4 .2 F z =. z z �- z 3 z o w 3.5 w T 4 a a '..i 0 J 0 I w w U. - 0 0 0 .08 25 3 F _ = 0 .06 .3 c� co 0 w z .04 .25 2.5 UJIa w .2. } .03 a r- 3 ' a .02 0 .2 a = 2 F ' a .15 .01 0 .15 L w 0 ' o 1.5 _ --- -- - - -- -- Yo ' 0=2h .10 1.2 - Figure 5-2 ' NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph ' MAY 1984 5-10 DESIGN CRITERIA DIP 30 1.0 12 5 ' 9 11 10 4 8 ' 10 6 3 .8 F H 0 2 9 p 4 u �~ - /. too �' s - 7 8 w 3 a _ 1.5 0 2' \ 6 7 Portb �� �,/.fSnc{s�Ft U L E� z_ 1.0 .5 Example, Part a I'0 Z .9 J - W 5.5 v — — a .8 w 5 = z . 6 p, 7i c s��'t o 7 LL .4 z z .4 �- ' - W z 4.5 z. o .3 COD 6 L .-. LL _ L 0 p • 5 �. . co = 2 F- z_ 0 z 0 c z .3 W 3.5 w w '� 4 a.0 a J 0 W LL '0 LL 0 0 .08.25 3 F _ = p .06 .3 co co 0 z LL .04 w i 2.5 i a .25 w .03 t. y. a � 3 a .02 0 .2 2cL U F- .15 01 0 UJI 15 L 11- 0 0 --- -- - - -- - Yo a 1.5 - cl: ' a=2of h L .10 1.2 -- Figure 5-2 ' NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA No Text 1 1 1 1 1.0 12 5 9 11 10 4 8 10 3 8 6 0 L L 2 Su —aU 9 04 a-40 Cam,/r�.. F .7 w tL X 3 Z 8 a L .6 7 �b w T _ Pa( �e U �x°1nP z 1.0 I.0 Z 5 Example, Part a_ Z 9 w a a 8 9 5.5 N -- 6 <� ,- W 5 = z 0.7Sc�s�ft 0 .7LU .4 0 z .4 t- w = z 4.5 z. a. 3 w .6 L U- _ 0 4 .2 0 .5 f 0 =. Z Z F- z ,3 0 w 3.5 w . W '.4 a a J 0 0 I W 0 U. 0 U. .08 . 25 3 E- F _ = 0 .06 3 co c� 0 Z u. _ = o: .04 .25 2.5 w H 2.. } .03 a F 3 a .02 0 .2 a = 2~a .15 01 0 .15 L w 0 0 Yo a 1.5 -- - -- -- .a=2" h 10 Figure 5-2 NOMOGRPAH FOR CAPACITY OF CURB OPENING INLETS IN SUMPS, DEPRESSION DEPTH 2" Adapted from Bureau of Public Roads Nomograph MAY 1984 5-10 DESIGN CRITERIA No Text No Text T n M L 1 t .. -APP'ENDIXrD Design ' ..Storm ,Sewer .. 1 'Y '• S Y f !i • ( r Y i _ I1 { ' 1 > 4 I No Text No Text ' Path: C:\UDSEWER File: REVST-13.OUT 20,992 .a.. 9-17-96 10:05:08 am Page 1 ' STORM SEWER SYSTEM DESIGN USING UDSEWER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD Pool Fund Study ,USER:TST Inc Consulting Engineers ............................................ ON DATA 09-17-1996 AT TIME 10:05:09 VERSION=07-17-1995 '*** PROJECT TITLE :Willow Springs First -- Storm Sewer Analysis for Line 13 *** RETURN PERIOD OF FLOOD IS 100 YEARS RAINFALL INTENSITY FORMULA IS GIVEN *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ---------------------------------------------------------------------- TIME OF CONCENTRATION BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOW 'MANHOLE ID NUMBER ---------------------------------------------------------------------- AREA * C To (MIN) Tf (MIN) Tc (MIN) INCH/HR CFS ' 1.00 2.00 0.60 0.60 0.00 0.00 0.00 0.00 0.00 0.00 4.75 4.75 2.85 2.85 3.00 0.60 0.00 0.00 0.00 4.75 2.85 4.00 0.60 0.00 0.00 5.00 111.07 66.64 ' 5.00 0.60 0.00 0.00 0.00 4.75 2.85 6.00 '0.60 0.00 0.00 5.00 104.72 62.83 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 ' 9.00 0.60 0.00 0.00 0.00 4.75 2.85 10.00 0.60 0.00 0.00 0.00 4.75 2.85 11.00 0.60 0.00 0.00 5.00 48.28 28.97 ' 12.00 0.60 0.00 0.00 0.00 4.75 2.85 13.00 0.60 0.00 0.00 5.00 40.43 24.26 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 5.00 28.78 17.27 17.00 0.60 0.00 0.00 0.00 4.75 2.85 ' 18.00 19.00 0.60 0.60 0.00 0.00 0.00 0.00 9.59 0.00 3.85 4.75 2.31 2.85 20.00 0.60 0.00 0.00 8.46 4.03 2.42 21.00 0.60 0.00 0.00 0.00 4.75 2.85 ' 22.00 0.60 0.00 0.00 0.00 4.75 2.85 23.00 0.60 0.00 0.00 5.00 20.62 12.37 'THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES DENVER CRITERIA WAS NOT USED TO CHECK THE COMPUTATED Tc. *** SUMMARY OF HYDRAULICS AT MANHOLES ------------------------------------------------------------------------------- 1 / Path: C:\UDSEWER File: REVST-13.OUT 20,992 .a.. 9-17-96 10:05:08 am Page 2 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 66.64 4936.00 4,939.80 NO 2.00 13.20 5.00 5.05 66.64 4943.00 4939.66 OK 3.00 12.60 5.00 5.29 66.64 4943.05 4940.36 OK 4.00 0.60 5.00 111.07 66.64 4943.05 4940.77 OK 5.00 11.40 5.00 5.51 62.83 4942.95 4940.79 OK 6.00 0.60 5.00 104.72 62.83 4942.95 4940.96 OK 7.00 8.40 5.00 •4.85 40;.78 4943.48 4941.69 OK 8.00 6.60 5.00 5.18 34.18 4944.44 4942.74 OK 9.00 6.00 5.00 5.70 34.18 4944.88 4943.03 OK ' 10.00 4.20 5.00 6.90 J28.97 4944.61 4943.77 OK 11.00 0.60 5.00 48.28 -28.97 4944.61 4943.91 OK 12.00 3.00 5.00 8.09 �-24.26 4944.40 4944.04 OK 13.00 0.60 5.00 40.43 24.26 4944.40 4944.14 OK ' 14.00 1.80 5.00 9.59 -17.27 4947.00 4945.30 OK 15.00 1.20 5.00 14.39 17.27 4945.30 4945.97 NO 16.00 0.60 5.00 28.78 17.27 4945.30 4946.09 NO ' 00 1.20 37.31 1.92 2.31 4943.15 4942.70 OK : 00 0.60 9.59 3.85 2.31 4943.15 4942.71 OK 19.00 1.20 34.59 2.02 1;2.42 4944.61 4943.76 OK 20.00 0.60 8.46 4.03 2.42 4944.61 4943.77 OK 21.00 1.80 5.00 6.87 12.37 4944.00 4941.98 OK 22.00 1.20 5.00 10.31 12.37 4942.75 4942.07 OK 23.00 0.60 5.00 20.62 12.37 4942.75 4942.13 OK ' OK MEANS WATER ELEVATION IS LOWER THAN GROUND ELEVATION SUMMARY OF SEWER HYDRAULICS '*** NOTE: THE GIVEN FLOW DEPTH -TO -SEWER SIZE RATIO= .85 ------------------------------------------------------------------------------- SEWER MAMHOLE NUMBER SEWER REQUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) WIDTH ID NO. ID NO. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ------------------------------------------------------------------------------ 12.00 2.00 1.00 ROUND 40.99 42.00 42.00 0.00 23.00 3.00 2.00 ROUND 40.99 42.00 42.00 0.00 34.00 4.00 3.00 ROUND 40.99 42.00 42.00 0.00 35.00 5.00 3.00 ROUND 40.09 42.00 42.00 0.00 56.00 6.00 5.00 ROUND 40.09 42.00 42.00 0.00 57.00 7.00 5.00 ROUND 34.10 36.00 36.00 0.00 78.00 8.00 7.00 ROUND 31.91 33.00 36.00 0.00 ' 89.00 9.00 8.00 ROUND 31.91 33.00 36.00 0.00 910.00 10.00 9.00 ROUND 29.99 30.00 30.00 0.00 ' 1011.00 1012.00 11.00 12.00 10.00 10.00 ROUND ROUND 29.99 26.35 30.00 27.00 30.00 30.00 0.00 0.00 1213.00 13.00 12.00 ROUND 26.35 27.00 30.00 0.00 1214.00 14.00 12.00 ROUND 23.19 24.GO 24.00 0.00 ' 1415.00 15.00 14.00 ROUND 23.19 24.00 24.00 0.00 1516.00 16.00 15.00 ROUND 23.19 24.00 24.00 0.00 .1 ' Path: C:\UDSEWER File: REVST-13.OUT 20,992 .a.. 9-17-96 10:05:08 am Page 3 717.00 17.00 7.00 ROUND 7.54 12.00 18.00 1718.00 18.00 17.00 ROUND 7.54 12.00 18.00 ' 919.00 1920.00 19.00 20.00 9.00 19.00 -ROUND ROUND 7.68 7.68 12.00 12.00 18.00 18.00 521.00 21.00 5.00 ROUND 19.14 21.00 24.00 2122.00 22.00 21.00 ROUND 18.30 21.00 24.00 ' 2223.00 23.00 22.00 ROUND 18.30 21.00 24.00 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, ' EXISITNG SIZE WAS USED -------------------------------- SEWER DESIGN FLOW NORMAL ID FLOW Q FULL Q DEPTH NUMBER CFS CFS FEET '------------------------------- 12.0 66.6 71.3 2.68 23.0 66.6 71.3 2.68 34.0 66.6 71.3 2.68 ' 35.0 62:8 71.3 2.55 56.0 62.8 71.3 2.55 57.0 40.8 47.3 2.15 78.0 34.2 47.3 1.89 ' 89.0 34.2 47.3 1.89 910.0 29.0 29.1 2.04 '1011.0 1012.0 29.0 24.3 29.1 34.4 2.04 1.55 1213.0 24.3 34.4 1.55 1214.0 17.3 19.0 1.50 '1415.0 17.3 19.0 1.50 1516.0 17.3 19.0 1.50 717.0 2.3 23.6 0.32 1718.0 2.3 23.6 0.32 ' 919.0 2.4 23.6 0.32 1920.0 2.4 23.6 0.32 12.4 22.7 1905 '521.0 2122.0 12.4 25.6 0.98 2223.0 12.4 25.6 0.98 ' FROUDE NUMBER=O ---------------------------------------- SLOPE INVERT ELEVATION UPSTREAM DNSTREAM (FT) (FT) -------------------------- 0.50 4936.20 4936.00 0.50 4937.17 4936.30 SEWER ' ID NUMBER ' 12.00 23.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 --------------------------------------------- NORAML CRITIC CRITIC FULL FROUDE COMMENT VLCITY DEPTH VLCITY VLCITY NO. FPS ---------------------------------------------- FEET FPS FPS 8.42 2.48 9.15- 6.93 0.91 V-OK 8.42 2.48 9.15 6.93 0.91 V-OK 8.42 2.48 9.15 6.93 0.91 V-OK 8.37 2.48 8.63 6.53 0.95 V-OK 8.37 2.48 8.63 6.53 0.95 V-OK 7.53 2.12 7.62 5.77 0.94 V-OK 7.29 1.89 7.27 4.84 1.01 V-OK 7.29 1.89 7.27 4.84 1.01 V-OK 6.75 1.84 7.50 5.90 0.80 V-OK 6.75 1.84 7.50 5.90 0.80 V-OK 7.60 1.67 6.94 4.94 1.17 V-OK 7.60 1.67 6.94 4.94 1.17 V-OK 6.85 1.50 6.84 5.50 1.00 V-OK 6.85 1.50 6.84 5.50 1.00 V-OK 6.85 1.50 6.84 5.50 1.00 V-OK 8.47 0.60 3.51 1.31 3.17 V-OK 8.47 0.60 3.51 1.31 3.17 V-OK 8.59 0.61 3.60 1.37 3.17 V-OK 8.59 0.61 3.60 1.37 3.17 V-OK 7.38 1.26 5.93 3.94 1.42 V-OK 8.07 1.26 5.93 3.94 1.62 V-OK 8.07 1.26 5.93 3.94 1.62 V-OK INDICATES THAT A PRESSURED FLOW OCCURS ----------------------------- BURIED DEPTH COMMENTS UPSTREAM DNSTREAM (FT) (FT) 3.30 -3 50 NO 2.38 3.20 OK 1 ' Path: C:\UDSEWER File: REVST-13.OUT t 11 'OK 34.00 35.00 56.00 57.00 78.00 89.00 910.00 1011.00 1012.00 1213.00 1214.00 J 415.00 1516.00 717.00 1718.00 919.00 1920.00 521.00 2122.00 2223.00 MEANS BURIED 20,992 .a.. 9-17-96 10:05:08 am 0.50 4937.17 4937.17 0.50 4936.96 4936.78 0.50 4936. 916-�4936.9Z- 0.50 4937-.-84' 4937.56 0.50 4938.82 4937.94 0.50 4939 4938. 0.50 94 0.50 40.20 ¢y70 .98 4939 . '0.70 49 8 4939.98 0.70 4941.14 4 44 0.70 4941.49 -Y:24 0.70 4941.49 4941.49 5.00 4938.27 4937.94 5.00 4938.27 4938.27 5.00 4940..43 4940.05 5.00 4940.43 4940.43 1.00 4938.58 4938.04 1.27 4939.00 4938.68 1.27 4939.00 4939.00 DEPTH IS GREATER THAN REQUIRED 2.38 2.49 2.49 2.64 62 2 2.43 1.91 1.91 1.92 1.92 3.86 1.81 1.81 3.38 3.38 2.68 2.68 3.42 1.75 1.75 SOIL '*** SUMMARY OF HYDRAULIC GRADIENT LINE ALONG SEWERS --------------------------------------------------- SEWER SEWER SURCHARGED CROWN ELEVATION ID NUMBER LENGTH LENGTH UPSTREAM DNSTREAM FEET FEET FEET FEET 2.38 2.77 2.49 2.39 2.54 2.33 1.91 2.31 1.92 2.32 3.76 1.81 4.04 3.38 3.33 2.68 2.92 3.32 1.75 COVER OF Page 4 OK OK OK OK �1 _ OKdo v1 dfimOr 11 OK I he p fo- T/e,. OK OK please yen" OK . OK e 1eVQf)-Q15 ej.; JA OK OK:�j'l e , OK OK OK OK OK 1 FEET WATER ELEVATION FLOW UPSTREAM DNSTREAM CONDITION FEET FEET '----------------------------------------------------------------------------- 12.00 39.20 0.00 4939.70 4939.50 4939.66 4939.80 SUBCR 23.00 173.10 0.00 4940.67 4939.80 4940.36 4939.66 SUBCR 34.00 0.10 0.00 4940.67 4940.67 4940977 4940.36 SUBCR ' 35.00 36.00 36.00 4940.46 4940.28 4940.79 4940.36 PRSS'ED 56.00 0.10 0.10 4940.46 4940.46 4940.96 4940.79 PRSS'ED 57.00 55.50 55.50' 4940.84 4940.56 4941.69 4940.79 PRSS'ED 78.00 176.00 176.00 4941.82 4940.94 4942.74 4941.69 PRSS'ED ' 89.00 105.50 105.50 4942.45 4941.92 4943.03 4942.74 PRSS'ED 910.00 30.00 30.00 4942.70 4942.55 4943.77 4943.03 PRSS'ED 1011.00 0.10 0.10 4942.70 4942.70 4943.91 4943.77 PRSS'ED ' 1012.00 25.60 25.60 4942.48 4942.30 4944.04 4943.77 PRSS'ED 1213.00 0.10 0.10 4942.48 4942.48 4944.14 4944.04 PRSS'ED 1214.00 150.80 150.80 4943.14 4942.08 4945.30 4944.04 PRSS'ED ' 1415.00 35.30 35.30 4943.4.9 4943.24 4945.97 4945.30 PRSS'ED 1516.00 0.10 0.10 4943.49 4943.49 4946.09 4945.97 PRSS'ED 717.00 6.70 6.70 4939.77 4939.44 4942.70 4941.69 PRSS'ED 1718.00 0.10 0.10 4939.77 4939.77 4942.71 4942.70 PRSS'ED 919.00 7.70 7.70 4941.93 4941.55 4943.76 4943.03 PRSS'ED 1920.00 0.10 0.10 4941.93 4941.93 4943.77 4943.76 PRSS'ED ' 521.00 2122.00 54.50 25.10 54.50 25.10 4940o58 4941.00 4940.04 4940.68 4941.98 4942.07 4940,79 4941.98 PRSS'ED PRSS'ED 2223.00 0.10 0.10 4941.00 4941.00 4942.13 4942.07 PRSS'ED ' Path: C:\UDSEWER File: REVST-13.OUT 20,992 .a.. 9-17-96 10:05:08 am Page 5 PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW '*** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS ------------------------------- 'UPST MANHOLE SEWER SEWER MANHOLE ENERGY FRCTION ID NO ID NO. ELEV FT FT 12.0 2.00 4940.43 0.63 23.0 3.00 4941.28 0.64 34.0 4.00 4941.52 0.05 ' 35.0 5.00 4941.45 0.14 56.0 6.00 4941.62 0.00 57.0 7.00 4942.21 0.21 ' 78.0 8.00 4943.10 0.46 89.0 9.00 4943.40 0.28 910.0 10.00 4944.32 0.15 11.00 4944.45 0.00 '1011.0 1012.0 12.00 4944.42 0.09 1213.0 13.00 4944.52 0.00 '1415.0 1214.0 14.00 15.00 4945.77 4946.44 0.87 0.20 1516.0 16.00 4946.56 0.00 717.6 17.00 4942.73 0.00 '1718.0 18.00 4942.74 0.00 919.0 19.00 4943.79 0.00 1920.0 20.00 4943.79 0.00 521.0 21.00 4942.22 0.16 2122.0 22.00 4942.31 0.07 2223.0 23.00 4942.37 0.00 ---------------------------------------------- JUNCTURE LOSSES DOWNST MANHOLE BEND BEND LATERAL LATERAL MANHOLE ENERGY K COEF LOSS FT K COEF LOSS FT ID FT 1.00. 0.00 0.00 0.00 1.00 4939.80 0.28 0.21 0.00 0.00 2.00 4940.43 0.25 0.19 0.00 0.00 3.00 4941.28 0.05 0.03 0.00 0.00 3.00 4941.28 0.25 0.17 0.00 0.00 5.00 4941.45 0.28 0.14 0.50 0.40 5.00 4941.45 0.28 0.10 0.50 0.34 7.00 4942.21 0.05 0.02 0.00 0.00 8.00 4943.10 1.00 0.54 0.25 0.23 9.00 4943.40 0.25 0.14 0.00 0.00 10.00 4944.32 0.05 0.02 0.00 0.00 10.00 4944.32 0.25 0.09 0.00 0.00 12.00 4944.42 1.00 0.47 0.00 0.00 12.00 4944.42 1.00 0.47 0.00 0.00 14.00 4945.77 0.25 0.12 0.00 0.00 15.00 4946.44 0.28 0.01 0.25 0.51 7.00 4942.21 0.25 0.01 0.00 0.00 17.00 4942.73 1.00 0.03 0.25 0.36 9.00 4943.40 0.25 0.01 0.00 0.00 19.00 4943.79 0.28 0.07 0.50 0.54 5.00 4941.45 0.05 0.01 0.00 0.00 21.00 4942.22 0.25 0.06 0.00 0.00 22.00 4942.31 'BEND LOSS =BEND K* FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K*INFLOW FULL 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 ' FRICTION LOSS WAS ESTIMATED BY BACKWATER CURVE COMPUTATIONS. *** 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 ---------------------------------------------------------- --------------------- ' 1.00 4936.00 4936.00 -0.00 2.00 4943.00 4936.20 6.80 tProject: 738 020 15:39:27 1996 Vertical alignment station report. ' Alignment: st-13 Vertical Alignment: FGC -------------------------------------------------- Station ------------------Elevation --------Curve -Length --------- ' 0+00 4936.00 FES 0+39.22 4936.20 M1� 13A 4943.0 ' 0+39.22 4936.30 �nlc� 13A (2+12.36 4937.17 FL 4943.05 ' j[ 2+15.36 4937.27 2+52.70 4937.46 1313 FL 4942.95 2+57.99 4937.56 3+13.53 4937.84 MI} 138 3+13.53 4937.94 RIM 4943.48 4+89.48 4938.82 RIM 4944.44 4+89.48 4938.92 5+94.98 4939.45 Mµ 19D RIM 4944.68 ' 5+94.98 4939.55 InlBi 13D 6+24.65 4939.70 FL 4944.61 ' ' �Ir1i 13� MN 13� 44 31,14 r21 A/1 4443. 4-b ' Ihle} 13c 4R30,21 ff- 4943.6 4r130t,Sr, p1m 4�ih4,SS ' Inlc} 13 E 4� 39.93 4a44. W Fri Sep 13 Grade 0.50 0.00 0.50 3.48 0.50 1.95 0.50 0.00 0.50 0.00 0.50 0.00 0.50 Surface: st13 ST-13 G (a. 64 cFs 6(;o, G4cis DB3vF Gto, 64 IWO0 P . 5=5.00 OP3o6� 5: 5.0D OP /0 &'? . 8 3 --rf 4v, 7 sr c S c: 9. Cr 7 tFS 9, 30 «s a• 4d aFr trf- Z2 t page 1 Project: 738 020 ' 09:40:15 Vertical 1996 alignment station report. Alignment: st-22 Vertical Alignment: FGC -------------------------------------------- ---- Station Elevation Curve Length 'EX. IAW 13D ----------------------- p+00 - 4939.80 FL 4944.61 4939.98 ' ln/cf 22<)[0+25.62 FL 4944.40 0+30.89 4940.08 ' (1+81.73 4941.14 RIM 4947.00 1+81.73 4941.24 f 2Z8 2+16.99 4941.49 FL 4945.30 ' n e 1 t 1 1 I Mon Sep 16 Grade 0.70 1.91 0.70 0.00 0.70 Surface: st13 --------------- r�aq as.s���1 I-7.d7cFs OP 1 /?.0?7 Crr I `Z w r- -� �o O 00 0 'r -It N en t, 11 a N Fsi I (i W v O O O O O O O O 00 O O O O O O O O O O O O h ^WJ a O M I'D T N �-+ vi .--� 00 .--� N N N M en U a' o'CEW„i 0 0000 q o000000 O •� w A N ni V1 W0 O� M Q N N M 00 7 O N oo Vl O oo 00 �n -• v1 l- 00 O� ON •--� 00 00 v1 v w O-It 00 O ON c 00 0 00 O+ 0% II 00 N t, ^y O 00 tr %, N Wi %o V1 t-� 'n N C1 00 N 4 N N N O N 00 d V1 W a a' aH a-- h 1 G O O O O O O O c 0 v1 O O %z = O N N W� C %0 M -. ON l- vi a hr O O 00 O O O O O N v h 00 ON TST, INC. Consulting Engineers ' CLIENT-Cyt,,'.J67,f Lr JOB NO. / PROJECT U,LL4 GC A -L q,r LL.✓ SP2/ n L S CALCULATIONS FOR \' MADE BY L DATE VJZ 6 CHECKED BY DATE SHEET OF I. Ic L ✓, 2c0 lAe7;vc. .%, �✓.2A' ITT i t-3_L�.i--.' L-1-6_tJ t_T-�!�!_1-1.__(_j__�. I fii .SS � MILA -cam f/vtl , { HrQ S- !�g._L,_L�i w"iJ i vrJc O l T/1� I c�tciIA7c I i N1( tin'c!'�/) d[^O1i-+cj' y1-t-�j}-�7t-y-if-i {<• �U - I ! I._.iSS�/CC�/"G/�.�-ir-t'I_Ij—�; Q/C �_7C.S �'4-L--1±�--_+!-/�Gj-�.L.� F�I/. �� /'i �Y✓ND MrA✓7C:i A .✓D' ✓iLl i y fN [ r t f l 1 lilt' If 11 1 1! 1 it { 7 i t t I i !1 , U'FTt-(' '�� : r '!.,�)��SrtMf.,D!iL ' I I �,2nr✓tA I It I It , c' 7 J,, 1�J_'� L1..r...l...�. . I_ i t I!I if I I i t I I I I i �' 1 �-i-T /i� -A.A 'JYt.tO.� ',A' 'cr�' "t.''-L.--->• ('T7�7,�p - I C✓if7�y'/1_� i i 1�----- A!�I<<a "�1't trF-/�ra4 , I 1? 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I � f 1 F r F� Q • �--p C { , 1 ! I i 1 �1 it If , r r � I I I 1 ' i ' 1 ! I I! I i I I-_ i , I� I 1' �G`%(�. ��:ant .•4! r �_— I I I 1 ! Illt I I i 0.4��� 1 r ' i_ I I' I 1 I ( 7 �_ i_ I {.°_'.'i"• r.l_t-_-�-1_ I {'_ IL..L.}..r.'_..%._ 1 _ "'`.. -1 ;. T t IL 1 - 73 -� j T-(�i.j. 3 1 t-.1--i_.._ r i ��� i� 7 �I _4 • ' _ _ty , .J I } .� _. 1T • 3 �T 1 3 _ G0507/384 I , REGIONAL DRAINAGE EVALUATION FOR THE VILLAGE AT WILLOW SPRINGS SUBMITTED TO: TST, Inc. 748 Whalers Way, Building D Fort Collins, CO 80525 PREPARED FOR: Paragon Point Partners 1 Old Town Square Fort Collins, CO 80524 PREPARED BY: Lidstone & Anderson, Inc. 756 Whalers Way, F-200 Fort Collins, CO 80525 (LA Project No. COPPP02) September 17, 1996 TABLE OF CONTENTS I. INTRODUCTION ....................................... 1 1.1 Background ....................................... 1 1.2 Purpose and Scope of Study ............................. 1 II. FINAL DRAINAGE PLAN .................................. 4 2.1 General .......................................... 4 2.2 Detention Pond Design ................................ 4 2.2.1 Hydrologic Analysis for Detention Pond Des=i ............. 4 2.2.2 Final Design of Proposed On -Site Detention Ponds ........... 5 FIGURES/TABLES/APPENDICES/SHEETS FIGURES Figure 1.1. Vicinity Map for The Village at Willow Springs . ................ 2 TABLES Table 2.1. Summary of SWMM Subbasin Parameters .................... 6 Table 2.2. Summary of Detention Pond Facilities Design ................... 8 Table 2.3. Summary of Detention Pond Operation Parameters . .............. 8 APPENDICES Appendix A: MODSWMM Input Calculations Appendix B: MODSWMM Input and Output Sheet 1: SWMM Model Basin Delineation and Schematic Diagram i I. INTRODUCTION ' 1.1 Background ' The Village at Willow Springs is a proposed multi -family residential development on approximately 7.5 acres located within Phase One of the Willow Springs P.U.D. The site is ' located in the northeast quarter of Section 7, Township 6 North, Range 68 West of the 6th Principal Meridian in the City of Fort Collins. The site is bounded on the north and west by Battle Creek Drive, on the east by White Willow Drive and on the south by the McClellands Basin Regional Drainage Channel. This area is located within the McClellands Basin and, consequently, is subject to the conditions specified in the McClellands Basin Master Plan [Greenhorne & O'Mara, 1986]. Figure 1.1 is a vicinity map of the project site. Based on information contained within the Master Plan, on -site detention would be ' required to reduce the peak discharge from the overall site to 0.5 cfs/acre for the 100-year event and 0.2 cfs/acre for the 10-year event. A total of five detention ponds are located within the Willow Springs P.U.D. to meet the Master Plan discharge. These detention ponds were originally designed as part of the preliminary drainage plan for the Willow Springs P.U.D. [LA, June 1994]. The associated hydrologic model which defined the overall drainage plan for the development was modified in conjunction with the finalization of drainage plans for both Phases One and Two [LA, May 1995 and April 1996]. The final revision to the overall hydrologic model, to date, is documented in the "Final Drainage Report for Timberline Road Improvements for the Willow Springs P.U.D." [LA, June 1996]. That version of the model is the basis for ' the current evaluation of the regional drainage improvements associated with the Village at Willow Springs. 1.2 Purpose and Scope of Study ' The northern -most pond within the Willow Springs development (Pond #330) is utilized ' to detain the majority of the runoff from the Village at Willow Springs. The remaining portion of the Village area would drain directly to the McClellands Channel. The purpose of this study is to evaluate the operation of Detention Pond 330 in the overall context of the Willow Springs development. Included is the re -analysis of the overall hydrologic model for Willow Springs to ensure the adequate operation of all major drainage conveyance and detention facilities ' designed in conjunction with Phases One and Two and Timberline Road. The hydraulic and hydrologic evaluation of the site, documented herein, was performed in accordance with the 1 1 ♦"� sA / , II n u r. n /•- 1 v 11 it I: d d n yyi V EAST "•, MORSETOO�1 ' < RO � ° <� \ ! Wartek d i � 2 \{) \. "� may'• 2 .t. , �. ,. .�• �o� Collindale i ..- - — - - — — — -` — — — -- - -- - _ �, rse SC E. 1 i = 2,000 Q A. Cou ke : : i i p 32 cc �d i•�_ -� e�. LU Trail Park i ... ----- --- I . 1997 Harm y, t . — - Q \ • C z • '. ' f4A jMONY R D ' VIL AT \ LLOW S ` v OWS •`'PEEK P.U.D. \ ._. Mc E a95o �• r i a93• a9A .°I: i °!p \Y DI CUAIL Figure 1.1. Vicinity Map for The Village at Willow Springs 2 i � specifications set forth in the City of Fort Collins Storm Drainage Design Criteria (SDDC) Manual. ' The scope of this study was limited to the evaluation of Pond 330, and other regional facilities, in the context of the proposed site improvements. The evaluation of all on -site ' grading, drainage and conveyance facilities for the Village at Willow Springs is not within the scope of this study, but is documented in the Final Drainage Report for The Village at Willow ' Springs [TST, Inc., September 1996]. 1 3 i i 11. FINAL DRAINAGE PLAN ' 2.1 General ' The evaluation of the Detention Pond 330 was performed in the context of the overall drainage system as documented in the "Final Drainage Report for the Willow Springs P.U.D., ' Phase One" [LA, May 1995]. It is noted that minor modifications have been made to the overall drainage system in conjunction with the Final Drainage Reports for Phase Two [LA, April ' 1996] and Timberline Road Improvements [LA, June 1996]. For the purposes of the detention pond design, the MODSWMM model was used to determine both the 10- and 100-year flows for the subbasins indicated on Sheet 1. A ' MODSWMM model was completed�in conjunction with the design of the Phase One final drainage plan and modified in conjunction with the Phase Two and Timberline Road analyses. The Timberline Road model was modified to reflect minor changes to the overall drainage system planned with the development of the Village at Willlow Springs. The resulting runoff hydtographs were routed through conveyance elements and detention ponds to obtain the total peak discharge to the regional channel at Timberline Road. The final discharge reported at Timberline Road for the 10- and 100-year events are 3 1. 1 and 63.8 cfs, respectively [LA, June 1996]. ' 2.2 Detention Pond Design ' 2.2.1 Hydrologic Analysis for Detention Pond Design ' The hydrologic analysis for the overall Willow Springs development was modified to add increased detail and to reflect slight changes to flow patterns due to the Village"at Willow ' Springs. MODSWMM was used to model the basin response to both the 10- and 100-year rainfall events. The rainfall hyetographs, surface runoff resistance factors, surface storage 1 values and infiltration parameters were taken from the McClellands Basin Master Drainage Plan. For the revised subbasins, the subcatchment parameters (area, width, slope and percentage of imperviousness) and conveyance parameters (diameter, length and slope) were taken from the proposed grading and drainage plan for the Village at Willow Springs. Subbasin 30 from the Timberline Road MODSWMM model was split into three subbasins (30, 31 and 32). The percentage of imperviousness for each of the three subbasins were calculated using the following values: (a) 80 percent impervious for all streets (which accounts for an 8-foot landscape parkway in accordance with the recently revised street standards); (b) 60 percent impervious for 1 4 I all multi -family lots; and (c) 90 percent impervious for a future commercial pad located on the southeast corner of Battle Creek and White Willow Drives. It is noted that the overall percentage of imperviousness would be 44.6 percent. A summary of the SWMM subbasin parameters is provided in Table 2.1. Results of the hydrologic analyses are presented in conjunction with the final design of the detention ponds in Section 2.2.2. Documentation of the SWMM model parameters is provided in Appendix A. The output files for the SWMM analysis are provided in Appendix B. 1 2.2.2 Final Design of Proposed On -Site Detention Ponds ' As described in Section 1.2, Detention Pond 330 receives runoff from the Village at Willow Springs development. This pond was previously designed with Phase One to meet the allowable release requirements set in McClellands Basin Master Drainage Plan. At the time of the Phase One analysis, it was assumed that a portion of the undeveloped site located north of Battle Creek Drive would contribute runoff to Detention Pond 330. The upper one foot of available storage depth, with a volume of approximately 1.5 acre-feet was reserved for that site. As documented in the Final Drainage Report for the Village at Willow Springs [TST, 1996], the additional storage volume is no longer necessary; developed condition runoff from the undeveloped parcel north of Battle Creek Drive will eventually be detained on -site. Consequently, the footprint of Detention Pond 330 will be encroached to allow for a future commercial site located southeast of the intersection of Battle Creek and White Willow Drives. The stage -storage rating curve for Pond 330 was re -calculated based on the revised contours provided by TST shown on Sheet 1. The stage -discharge rating curve for this pond was revised according to the methodology used in the Phase One analysis. An orifice plate is required to limit the discharge from the pond; the stage -discharge curve for these ponds were calculated using the orifice equation: Q = CA (2gI)ln (1) where Q is the discharge through the orifice in cfs; C is the orifice coefficient (0.62); A is the ' open area of the orifice opening; g is the acceleration due to gravity (32.2 ft/sec2); and H is the difference in elevation between the ponded water surface and the hydraulic gradeline in the outlet pipe immediately downstream of the orifice opening (or the centroid of the orifice opening, whichever is greater). For Pond 330 the hydraulic gradeline downstream of the outlet pipe was ' taken to be the water surface elevation in the regional channel upstream of the Timberline Road I 5 2.1 Summary SWMM Subbasin Parameters. Table of ... - kSuiface............... ... ResistunceT actors ... ..... ..InfilirahonRate R te On ti A - .... ....... . . .. ...... .... ..... ... ........ P9 :- ... .............. . .ores ..... .. Percent Slope ,.* ...... fR) ......... ... . Impeiv Pere -y ? M ........... ................... ............... .......... ...... ................... .... ....... ... .. .1 ........ sec 1 1,200 8.5 40 0.020 0.020 0.25 0.1 0.3 0.51 0.50: 0.0018 2 2,000 4.1 68 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 3 800 5.7 44 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 4 750 1.6 74 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 5 1,600 2.7 68 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 6 3,800 7.6 66 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018, 7 750 3.3 57 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 450 2.3 67 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 9 3,000 20.2 30 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 io 1,400 9.1 26 0.020, 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 14 1;000 4.8 54 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 15 1,300 4.4 9 0.015 0.020 0.25 0.1 0.3 0.51 0.50 0.0019 16 200 1.8 12 0.020 0.020 0.25 OA 0.3 0.51 0.50 0.0018 20 600 4.1 46 0.020 0.020 1 0.25_ 0.1 0.3 0.51 0.50 0.0018 21 1.,400 9.0 46 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 22 1,800 7.3 52 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 23 1,000 2.2 61 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0019 24 600 3.1 34 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 25 900 4.0 65 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 26 1,000 2.7 32 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 1 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 30 2,750 5.9 67 31 1,700 3.6 67 0.020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 0.25 0.1 0.3 0.51 0.50 0.0018 32 400 2.0 48 0.02 0 40 1,300 6*4 30 0*020 0.020 0.25 0.1 0.3 0.51 0.50 0.0018 41 800 4.3 43 0.020 0.020 0.25 1 0.1 0.3 0.51 0.50 0.0018 ' crossing. The stage -storage and stage -discharge rating curves were combined to form the storage -discharge curve required for the SWMM simulation. Documentation of the development of the stage -storage -discharge rating curve is presented in Appendix A. Results of the SWMM analysis indicate that the overall 100-year discharge from the site ' is 64.1 cfs which corresponds to a unit release of 0.49 cfs/acre; thereby meeting the Master Plan release requirement for the 100-year event. The 10-year discharge is 31.4 cfs which exceeds the mandated release rate of 26 cfs. This 10-year discharge represents a reduction from the 32.8 cfs which was documented in the Phase One drainage report. It is noted that direct rainfall on the regional channel and the west half of Timberline Road (which cannot be directed ' to any of the proposed detention ponds) results in a 10-year runoff rate of 22 cfs. Therefore, a variance is requested to allow a 10-year discharge of 31.4 cfs in the regional channel at ' 7Werline Road; this corresponds to a unit runoff of 0.24 cfs/acre, as compared to the prescribed 0.2 cfs/acre. Table 2.2 presents a summary of the design of the detention pond outlet facilities. A summary of the discharge, active storage volume, maximum ponded water surface elevation and minimum freeboard for each of the detention ponds is provided in Table 2.3. It is noted that ' each of the ponds would maintain at least 1.0 feet of freeboard during the 100-year event. Complete results of the SWMM analyses are given in Appendix B. 1 7 Table 2.2 Summary of Detention Pond Facilities Design. .. . ......... Outlet ............... ...... Detention Tnbutary Maiamum ihl:et*lfiv6ft:��*.:�:...........".;.......:::::::::...:;: utlet Overto�puig, Pond Area Wet. . . . . ........ Invert .......... fir, MSL) 310 65.1 15-Inch 13.5 Round 4940.0 4935.9 4940.0 4947.0 RCP Orifice Plate 315 9.2 15-Inch 8.75" Round 4948.8 4947.6 4946.2 4956.0 ADS Orifice Plate 324 25.9 24-Inch 13.5" Round 4946.0 4939.0 4942.3 4954.0 ADS Orifice Plate 326 32.8 18-Inch 12.5" Round RCP Orifice Plate 4936.5 4933.0 4937.6 4944.0 18-Inch 11.5" Round 330 11.5 RC Orifice Plate 4935.0a 4934.0 4937.6 4941.0 • Pond volume below elevation 4937.6 is assumed to be ineffective due to tailwater conditions in the regional channel. Table 2.3 Summary of Detention Pond Operation Parameters. . . . ............... Pored Oiit�ow � �e Water Outflow Stora a Water utnum: ' Discharge Surface iJischarge � Surface Freeboard- - 'Volume Voiu�tie 310 7.5 5.5 4943.7 9.0 10.8 4945.6 1.4 315 3.7 0.5 4952.6 4.9 1.1 4955.0 1.0 324 .8.5 1.8 4950.2 11.2 3.7 4952.5 1.5 326 7.7 0.9 4941.0 9.6 1.7 4942.8 1.2 330 L 3.9 1.0 4938.9 5.1 1.9 4939.8 1.2 8 APPENDIX A MODSWMM INPUT CALCULATIONS Lidstone & Anderson. Inc. �e�a�le� 5k11Nwl r�1o�eJ(ng I CAD I q/12/1g96 1 ooppp¢a T�I CHECKED BY I DATE I SHEET OF SWMM 5obim,54 ?ararn4er5, 5obbv5ii 30 (om b!ne 4oja 1 plefhod lobb(5n5 A 1-& ) 61' 3 and 05-4105 -5 I%cY A)R,- Fonill- %imperv(ou5 5el fo 6010 >O� 5re4 4re(45 - 9oimpee vloo} 5ef 4 75lo indu o la rape pokl,A�) Total ffrea = 5-55acre5 IAA Family = 3.51ac x 0$ *ed arem a -base x 757& 6 7%1mPaVwuS. %61(1 Q4-- ro p� rewv 44 ow" la+d fl o'+ len' A Pl, 50b-14sm 51� 1 Combine f?a,Lna( AeAoJ 05-I OSa , 537E 4rj w Total Areq - 3, 57 ure5 Multi ramlly • l-qq x GO7& 5V4 $r4is 1,00 x 7516 G /a lm eNian. 8a5jn W(afh • 1 boo (ew4o oar laJ Flow loj9 -- qA�l 5obba5in 3; Pre✓lov5l f 5vbba6w) 3O61 TulaI I}rea 117 ae✓e5 . eommeia4l 0,(Pq Tef%') day } = 0133 Oeen 5pace ° 0,15 A go7o x Iba`lo /'' X 0010 `�8%D lmeemoo:� 34n5,n Ott fh -- 40off re5A,ni offer (and Flaw lem0l - 26 4 5obfx+5ln y0 io�ti( t}rr� - G III arms, rb'! ,orliI6f�G rory' 3I?V!o 5 Qi'a..1 515. 1 1 . 1.uu Il.wr. W /wY.rwN CwMw. OWNER -PROJECT BY DATE PROJECT NO. (11110,e t� e -D 9 13 fR9b CopPP a ' FEATUR9 CHECKED BY DATE SHEET OF d n%on _pW 3 pemlon. Axf 'l (9)41e4 pipe, : 10 .ihch 9CP 01514v r '{135 D/5(f v • 14134 &qr'1 5 = I.45jn , �vrrthll� hu5 a 13,nc� aloh Off (hxl,ly iprmp ► hosc 1, C.A, t1a� Ii,$) 4k6 wiN 15 -inoh Arme�er oe-16te ?W(• . ' — 3C }111 UJarer' oof4 f o,115 conlro Ltd � e �"< wa4K Sv4t e m 4 e ✓eyronoj c qnn (I Wh,cA hos a IDo-yeti,� wa-fei 5v1,-Face- of g3116 r, ifAe pond ooffcf PGwie1, Lei MAIP15) ' 4elo7llal 6,410554avjj 4e 6vi(d o(4ce aMpipe IS : Yq ; Ao + {7p 4 hex-4 Cps A'.0&ed below 6 .� ' On to 6z lo55 % (�• CA � by � ho " /�)l�y ,t here e=O,&J and 6opeti claw► Fr,choo heoJ(oj5 15 esfi(MAljl 1)51,1y4c Pazen-UJI(0)�!�qQ hF� ���)$5(D�� ins ►o�mc C=1ab (•Fv.Conuere) V- pfpervllvelouy -A gr� ' - Ez��los5e� uee egfi�,a das : hex��= kall (v) V-FjpeN)vtloctana, kexlf=I•o liix�Ae Vfl,d hex�f h? ho '� C�Ct�) Dis (J 5,n ilevahorl (fed) 14.5• Eltmhon C�ecf) l�,d ��lomC CPe �'f 0 0 o O O o. c1gi37.6 ci'i37•to a 61to G b l O,c 1 0105 G • !o 43574 4q 37,1 6,ol a I, I O,oa OD� 0.3( 0.55 4937.4 4g37.95 0.43 j 610 6, 80 c19 31.4 4938. yo 0.517 a,3 n as 0,0� 1-as 4a `,57.4 493q.0a 1,05 5 a,� 0,10 0,U l,q5 a,19 4g51'6 49fl•75 1,05 !0 1(4 0,18 6116 djB , 3-le 41514 440•10 a•q(o V,14-) �100 = 5. Ic(5 yioo - I,? orf+ 145100= 9g39-8 F _: hoar APPENDIX B MODSWMM INPUT AND OUTPUT 10-YEAR EVENT f I i 2 3 WATERSHED 1 4 1 2 0 WILLOW SPRINGS VILLAGE INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD File: W55ai -1 0, DA T 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE & ANDERSON SEPT. 96 �V((6.J 1pfin9) OU!/gIf ' 42 0000 5. 1 1. 1 fWDJJHle4/n in Y 25 5. .48 .72 .60 .60 .72 .60 .96 .48 2.16 .48 3.12 .36 5.64 .24 2.28 .24 1.12 .12 .84 .12 .12 .12 .12 .12 0.0 1 1 201 1200 8.5 40. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 2 202 2000 4.1 68. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 750 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 1600 2.7 68. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 6 210 3800 7.6 66. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 9 209 3060 20.2 30. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 9.1 26. .020 .020 .25 .1 .3 .51 .5 .0018 1 14 214 1000 4.8 54. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 4.4 9. .015 .020 .25 .1 .3 .51 .5 .0018 ' 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 220 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 220 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 22 220 1800 7.3 52. .020 .020 .25 .1 .3 .51 .5 .0018 1 23 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 600 3.1 34, .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26' 226 1000 2.7 32. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 130 2750 5:9 67; .020 .020 .25 .1 .3 .51 .5 .0018 Ae ' 1 1 31 32 131 330,_-400 1700 3.6 2.0 67. 48. .020 .020 .020 .020 .25 .25 .1 .1 .3 .3 .51 .51 .5 .5 .0018 .0018 eeme�51ubWn 14n u 4 vlllcgect w,(10-- 5prg0. 1 40 140 1300 6.4 30. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 299 800 4.3 43. .020 .020 .25 .1 .3 .51 .5 .0018 0 23 1 2 3 4 5 23 24 25 26 30 201 202 0 3 202 209 0 3 203 209 0 3 209 210 0 3 210 310 0 3 310 140 14 2 0.0 0.0 2.68 3.12 6.09 7.51 10.56 8.81 214 315 0 3 215 315 0 3 315 '216 6 2 0.0 0. 0.85 4.5 216 116 0 3 116 140 0 1 140 299 0 1 220 224 0 3 6 40 .1 .1 .1 .1 .1 .1 0.59 3.61 7.43 10.92 .1 .1 .1 0.06 1.23 .1 10. 10. .1 7 8 41 1. 1. 1. 1. 1. 1. 0.47 4.20 7.92 9.00 1. 1. 1. 2. 5. 9 10 14 15 16 20 21 22 1. 1650. .003 700. .003 1. .1 1.06 1.29 1.72 2.13 4.09 6.97 5.09 7.51 8.77 8.40 9.85 8.64 .1 0.24 3. 0.59 4. 4. 4. .035 5. 4. 4. .035 5. ' 224 324 0 3 .1 1. 324 124 6 2 .1 1. 1 0.0 0.0 0.17 4.0 0.59 6.0 1.45 8.0 2.71 10.0 4.43 12.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 326 0 3 .1 1. ' 326 299 5 2 .1 1. .1 0.0 0.0 0.15 4.0 - 0.44 6.0 0.98 8.0 1.85 10.0 t ' 130 131 0 2 3.0 450. .007 0. 0. .013 3.0 - .I (pq�t pare (�Cr1M 4 I� lr _ �- 131 330 330 299 0 2 3.5 250. 1. .007 0. 0. .013 3.5 CpV aW dleme+l 1 0.0 0.0 0.07 1.0'___ 0.23_ -2.0 _ ,0.57 3.0 �e+enfi0n D/Id 7V ' 1.05 299 4.0 0 3 1.85 1. 5.0 2.96 6.0 h�TAberl�,nr .1 0 19 310 315 324 326 330 299 115 116 124 130 131 140 209 210 215 216 220 224 226 ENDPROGRAM i 83/2$ ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 DEVELOPED BY ' UPDATED BY 1 ' TAPE OR DISK ASSIGNMENTS METCALF + EDDY, INC. UNIVERSITY OF FLORIDA WATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 1970) rite: W550ti-10, our W1ffo,✓5peln,3 Berdl momwrol 0uFP-/f ID-�eai e✓epti. 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) 2 JIN(2) 1 JIN(3) 0 JIN(4) 0 JIN(5) 0 114(6) 0 JIN(7) 0 1I11(8) 0 JIN(9) 0 JINGO) 0 JOUT(1) JOUT(2) JOUT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUT0 0) ' 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED ' *** ENTRY MADE TO RUNOFF MODEL *** 1 1 t ., I .; 'WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10, LIDSTONE & ANDERSON SEPT. 96 'NUMBER OF TIME STEPS 42 INTEGRATION TIME INTERVAL (MINUTES) 5.00 '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 ' 48 .60 .72 .96 2.16 .72 .60 .60 .48 .48 .12 .12 .12 .12 .00 3.12 5.64 2.28 1.12 .84 .36 .24 .24 .12 .12 'WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE & ANDERSON SEPT. 96 ' SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. 1 201 1200.0 8.5 40.0 ' 2 202 2000.0 4.1 68.0 3 203 800.0 5.7 44.0 4 209 750.0 1.6 74.0 ' 5 209 1600.0 2.7 68.0 6 210 3800.0 7.6 66.0 7 209 750.0 3.3 57.0 8 210 450.0 2.3 67.0 ' 9 209 3000.0 20.2 30.0 10 210 1400.0 9.1 26.0 14 15 214 215 1000.0 1300.0 4.8 4.4 54.0 9.0 16 216 200.0 1.8 12.0 20 220 600.0 4.1 46.0 '21 220 1400.0 9.0 46.0 22 220 1800.0 7.3 52.0 23 224 1000.0 2.2 61.0 224 600.0 3.1 34.0. '24 25 226 900.0 4.0 65.0 26 226 1000.0 2.7 32.0 130 2750.0 5.9 67.0 '30 31 131 1700.0 3.6 67.0 32 330 400.0 2.0 48.0 40 140 1300.0 6.4 30.0 41 299 800.0 4.3 43.0 TOTAL NUMBER OF SUBCATCHMENTS, 25 TOTAL TRIBUTARY AREA (ACRES), 130.70 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0150 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD ' 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE & ANDERSON SEPT. 96 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS g5#8 TIME(HR/MIN) 1 2 3 4 5 6 7 8 9 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 '0 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 0 15. .2 .3 .2 .1 .2 .6 .1 .1 .6 '0 0 20. 25. 1.9 4.9 2.2 4.7 1.3 3.5 .9 1.9 1.5 3.2 4.0 8.5 1.1 2.8 .8 2.1 4.0 9.5 0 30. 9.2 8.1 6.7 3.4 5.4 14.7 5.2 4.0 17.1 0 35. 18.2 16.4 13.1 6.7 11.2 30.0 10.2 7.8 35.1 '0 40. 18.9 14.3 13.6 5.7 9.4 26.2 10.0 7.6 37.5 0 45. 11.1 5.6 7.8 2.2 3.5 10.4 5.1 3.8 23.5 0 50. 8.5 3.9 5.8 1.5 2.5 7.3 3.6 2.5 19.2 55. 7.0 2.9 4.7 1.1 1.9 5.4 2.7 1.9 16.1 '0 1 0. 5.8 2.3 3.9 .9 1.5 4.3 2.2 1.5 13.5 1 5. 5.0 2.0 3.4 .8 1.3 3.7 1.8 1.3 11.6 10. 4.3 1.8 2.9 .7 1.1 3.2 1.6 1.1 10.0 '1 1 15. 3.7 1.5 2.5 .6 1.0 2.8 1.3 1.0 8.5 1 20. 3.1 1.3 2.1 .5 .8 2.4 1.1 .8 7.3 1 25. 2.5 1.0 1.7 .4 .6 1.7 .9 .7 5.9 1 30. 2.1 .8 1.4 .3 .5 1.4 .7 .5 5.0 1 35. 1.7 .6 1.2 .2 .4 1.1 .6 .4 4.2 1 40. 1.4 .4 .9 .2 .3 .8 .4 .3 3.5 45. 1.2 .4 .8 .2 .2 .7. .4 .3 3.1 '1 1 50. 1.1 .4 .7 .2 .2 .7 .3 .3 2.8 1 55. 1.0 .4 .7 .2 .2 .7 .3 .2 2.5 2 0. 1.0 .4 .6 .1 .2 .6 .3 .2 2.3 2 5. .8 .2 .5 .1 .2 .4 .2 .2 2.0 2 10. .6 .1 .4 .0 .1 .2 .1 .1 1.5 2 15. .5 .1 .3 .0 .0 .1 .1 .1 1.3 2 20. .4 .0 .3 .0 .0 .1 .1 .1 1.1 2 25. .3 .0 .2 .0 .0 .0 .1 .0 .9 2 30. .3 .0 .2 .0 .0 .0 .0 .0 .8 35. .3 .0 .2 .0 .0 .0 .0 .0 .7 '2 2 40. .2 .0 .1 .0 .0 .0 .0 .0 .6 2 45. .2 .0 .1 .0 .0 .0 .0 .0 .6 2 50. .2 .0 .1 .0 .0 .0 .0 .0 .5 '2 55. .1 .0 .1 .0 .0 .0 .0 .0 .4 3 0. .1 .0 .1 .0 .0 .0 .0 .0 .4 3 5. .1 .0 .1 .0 .0 .0 .0 .0 .4 10. .1 .0 .1 .0 .0 .0 .0 .0 .3 '3 3 15. .1 .0 .1 .0 .0 .0 .0 .0 .3 3 20. .1 .0 .0 .0 .0 .0 .0 .0 .2 3 25. .1 .0 .0 .0 .0 .0 .0 .0 .2 3 30. .1 .0 .0 .0 .0 .0 .0 .0 .2 ' WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE 8 ANDERSON SEPT. 96 1 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS AVERAGE VALUES WITHIN TIME INTERVALS 1 TIME(HR/MIN) 14 15 16 20 21 22 23 24 25 i 10 .0 .0 .2 1.7 3.9 6.8 14.3 15.6 10.2 8.6 7.2 6.1 5.2 4.5 3.8 3.2 2.7 2.2 1.9 1.6 1.4 1.3 1.2 1.1 .9 .7 .6 .5 .4 .4 .3 .3 .3 .2 .2 .2 .2 .2 .1 .i .1 .1 26 ' 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 D 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 15. .2 .1 .0 .1 .3 .3 .2 .1 .2 .1 0 20. 1.5 .4 .2 1.0 2.3 2.5 1.1 .7 1.4 .8 0 25. 3.8 .7 .4 2.7 5.9 5.9 2.3 1.7 3.7 1.5 30. 7.1 1.3 .6 5.0 11.1 10.6 3.9 3.0 7.0 2.6 '0 0 35. 14.0 4.2 1.5 9.8 21.9 21.4 8.1 6.3 13.6 6.1 0 40. 13.9 6.4 1.8 10.1 22.5 21.2 7.3 6.6 13.2 6.7 0 45. 7.3 5.4 1.4 5.8 12.7 11.0 3.1 4.0 6.5 3.9 0 50. 5.2 4.6 1.3 4.3 9.4 7.8 2.2 3.2 4.3 3.0 0 55. 4.0 3.7 1.2 3.4 7.5 6.0 1.6 2.6 3.3 2.2 1 0. 3.2 3.0 1.1 2.8 6.2 4.8 1.3 2.1 2.6 1.7 1 5. 2.7 2.4 .9 2.4 5.3 4.0 1.1 1.8 2.2 1.4 1 10. 2.3 2.0 .8 2.1 4.5 3.4 .9 1.5 1.9 1.1 1 15. 1.9 1.6 .7 1.8 3.8 2.8 .8 1.2 1.6 .9 20. 1.7 1.4 .6 1.5 3.3 2.4 .7 1.1 1.4 .7 '1 1 25. 1.3 1.1 .6 1.2 2.6 1.9 .5 .8 1.1 .6 1 30. 1.0 .9 .5 1.0 2.2 1.5 .4 .7 .9 .5 35. 8 .4 .8 1.8 1.2 .3 .6 .7 .4 '1 1 40. 6 .8 .7 .4 .7 1.4 .9 .2 .5 .5 .3 1 45. .6 .6 .3 .6 1.2 .8 .2 .4 .5 .2 1 50. .5 .5 .3 .5 1.1 .7 .2 .4 .4 .2 '1 55. .5 .5 .3 .5 1.0 .7 .2 .3 .4 .2 2 0. .4 .4 .3 .4 .9 .6 .2 .3 .4 .2 2 5. .3 .3 .2 .4 .8 .5 .1 .2 .3 .1 2 10. .2 .3 .2 .3 .6 .3 .1 .2 .2 .1 2 15. .2 .2 .2 .2 .4 .2 .0 .1 .1 .1 2 20. .1 .2 .2 .2 .3 .2 .0 .1 .1 .0 2 25. .1 .2 .1 .1 .3 .1 .0 .1 .1 .0 2 30. .1 .2 .1 .1 .2 .1 .0 .1 .0 .0 2 35. .1 .1 .1 .1 .2 .1 .0 .1 .0 .0 2 40. .0 .1 .1 .1 .2 .1 .0 .1 .0 .0 45. .0 .1 .1 .1 .1 .0 .0 .1 .0 .0 t2 2 50. .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 2 55. .0 .1 .1 .1 .1 .0 .0 .0 .0 .0 3 0. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 5. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 10. .0 ' .1 .1 .0 .1 .0 .0 .0 .0 .0 3 15. .0 .0 .1 .0 .1 .0 .0 .0 .0 .0 '3 20. .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 3 25. .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 3 30. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 SPRINGS VILLAGE INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 'WILLOW 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE & ANDERSON SEPT. 96 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS ' TIME(HR/MIN) 30 40 41 0 5. .0 .0 .0 0 10. .0 .0 .0 0 15. .5 .2 .2 0 20. 3.0 1.5 1.2 0 25. 6.6 3.2 2.8 ' 0 30. � 11.5 5.6 5.1 i 0 35. 23.3 12.0 10.3 0 40. 20.4 12.9 10.6 '0 45. 8.2 8.1 6.0 0 50. 5.7 6.6 4.5 0 55. 4.2 5.3 3.6 0. 3.4 4.3 2.9 '1 1 5. 2.9 3.6 2.5 1 10. 2.5 3.0 2.1 15, 2.2 2.5 1.8 '1 1 20. 1.9 2.1 1.5 1 25. 1.4 1.7 1.2 1 30. 1.1 1.4 1.0 1 35. .9 1.2 .8 1 40. .6 .9 .6 1 45. .6 .8 .5 1 50. .5 .7 .5 1 55. .5 .7 .5 2 0. .5 .6 .4 5. .3 .5 .3 '2 2 10. .2 .4 .2 2 15. .1 .3 .2 2 20. .1 .3 .1 25. .0 .2 .1 '2 2 30. .0 .2' .1 2 35. .0 .2 .1 40. .0 .1 .1 '2 2 45. .0 .1 .1 2 50. .0 .1 .1 2 55. .0 .1 .0 '3 0. .0 .1 .0 3 5. .0 .1 .0 3 10. .0 .1 .0 3 15. .0 .0 .0 3 20. .0 .0 .0 3 25. .0 .0 .0 3 30. .0 .0 .0 SPRINGS VILLAGE INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 'WILLOW 10-YR EVENT" (MCCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE & ANDERSON SEPT. 96 ' '** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *'* WATERSHED AREA (ACRES) 130.700 TOTAL RAINFALL (INCHES) 1.863 TOTAL INFILTRATION (INCHES) .435 ' TOTAL WATERSHED OUTFLOW (INCHES) 1.208 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .220 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 1 1 1 1 1 1 1 1 1 1 . 1 1 1 1 1 1 1 691Z gq/aa WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE 8 ANDERSON SEPT. 96 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK ' NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 201 202 0 3 .1 1. .0010 .0 .0 .001 10.00 0 202 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 203 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 209 210 0 3 .1 1. .0010 .0 .0 .001. 10.00 0 210 310 0 3 .1 1. .0010 .0 .0 .001 10.00 0 310 140 14 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 2.1 2.7 3.1 3.6 4.2 ' 4.1 7.0 5.1 7.5 6.1 7.5 7.4 7.9 8.8 8.4 9.8 8.6 10.6 8.8 10.9 9.0 214 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '215 315 216 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .1 2.0 .2 3.0 .6 4.0 .8 4.5 1.2 5.0 '.00 216 116 0 .0 3 .1 1. .0010 .0 .0 .001 10.00 0 116 140 0 1 CHANNEL 10.0 1650. .0030 4.0 4.0 .035 5.00 0 140 299 0 1 CHANNEL 10.0 700. .0030 4.0 4.0 .035 5.00 0 '220 224 0 3 .1 1. .0010 .0 .0 .001 10.00 0 224 324 0 3 .1 1. .0010 .0 .0 .001 10.00 0 324 124 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.0 .6 6.0 1.5 8.0 2.7 10.0 4.4 12.0 124 226 0 2 PIPE 3.0 825. .0080 .0 .0 .011 5.00 0 226 326 0 3 .1 1. .0010 .0 .0 .001 10.00 0 326 299 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 4.0 .4 6.0 1.0 8.0 1.9 10.0 131 0 2 PIPE 3.0 450. .0070_ .0 .0 .013 3.00 0 '130 131 330 0 2 PIPE 3.5 250. .0070 .0 .0 .013 3.50 0 330 299 7 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .2 2.0 .6 3.0 1.1 4.0 1.9 5.0 3.0 6.0 299 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' TOTAL NUMBER OF GUTTERS/PIPES, 22 1 _ I ' 8io�df� WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE 8 ANDERSON SEPT. 96 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 116 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.0 124 324 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 130 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 5.9 131 130 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 9.5 140 310 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0 0 0 0 82.5 201 0 0 0 0 0 0 0 0 0 0 1 0 O 0 0 0 0 O 0 0 8.5 202 201 0 0 0 0 0 0 0 0 0 2 0 0 0 0 0 0 0 0 0 12.6 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 46.1 ' 210 209 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 65.1 214 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 4.8 215 0 0 0 0 0 0 0 0 0 0 15 . 0 0 0 0 0 0 0 0 0 4.4 ' 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 11.0 220 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.4 224 220 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.7 ' 226 124 0 0 0 0 0 O 0 0 0 25 26 0 0 0 0 0 0 0 0 32.4 299 140 326 330 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 130.7 310. 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.1 315 214 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.2 324 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 326 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.4 330 131 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 11.5 'WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE 8 ANDERSON SEPT. 96 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT IN FEET IS) 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) 310 315 324 326 330 299 115 116 124 130 ' 0 5. .03 .01 .02 .01 .00 .01 .00 .00 .00 .00 .00(S) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .01( ) .01( ) 0 10. .03 .02 .04 .03 .02 .06 .00 .00 .01 .01 '.00(S) .00( ) 00(S) .00( ) .00( ) .00( ) .00( ) .00( ) .03( ) ..03( ) 0 15. .05 .09 .19 .09 .07 .48 .00 .00 .06 .41 .02(S) .00(S) .01(S) .00(S) .00(S) .00( ) .00( ) .00( ) .07( ) .18( ) ' 0 20. 16 .47 1.29 .50 .41 3.22 .00 .01 .58 3.71 .15(S) .01(S) .05(S) .02(S) .03(S) .00( ) .00( ) .01( ) .19( ) .52( ) 0 25. .40 1.32 3.87 1.57 1.18 7.73 .00 .08 2.61 7.79 .04(S) .16(S) .06(S) .09(S) .00( ) .00( ) .03( ) .39( ) .76( ) '46(S) 0 30. 1.24 2.17 4.96 3.54 1.95 15.79 .00 .28 4.68 13.28 1.01(S) .08(S) .36(S) .13(S) .22(S) .00( ) .00( ) .07( ) .52( ) 1.00( ) 0 35. 2.58 2.77 6.50 4.90 2.73 31.38 .00 .77 5.94 28.61 ' 2.12(S) .19(S) .79(S) .28(S) .47(S) .00( ) .00( ) .13( ) .59( ) 1.52( ) 0 40. 3.75 3.24 7.47 5.90 3.37 30.99 .00 1.47 7.23 15.98 3.19(S) .31(S) 1.21(S) .42(S) .73(S) .00( ) .00( ) .19( ) .65( ) 1.10( ) 0 45. 4.96 3.42 7.94 6.26 3.61 29.13 .00 2.14 7.82 4.61 3.74(S) .38(S) 1.41(S) .50(S) .84(S) .00( ) .00( ) .23( ) .67( ) .58( ) 0 50. 7.03 3.55 8.17 6.49 3.71 29.18 .00 2.73 8.11 6.09 4.13(S) .42(S) 1.54(S) .56(S) .89(S) .00( ) .00( ) .27( ) .69( ) .67( ) 0 55. 7.19 3.63 8.31 6.67 3.79 28.68 .00 3.21 8.28 3.51 4.43(S) .45(S) 1.63(S) .61(S) .93(S) .00( ) .00( ) .30( ) .69( ) .51( ) 1 0. 7.32 3.68 8.41 6.82 3.83 28.53 .00 3.57 8.38 3.35 ' 4.67(S) .47(S) 1.69(S) .65(S) .95(S) .00( ) .00( ) .32( ) .70( ) .50( ) 1 5. 7.43 3.71 8.48 6.95 3.87 27.74 .00 3.84 8.46 2.79 4.87(S) .48(S) 1.73(S) .69(S) .97(S) .00( ) .00( ) .33( ) .70( ) .46( ) 1 10. 7.51 3.72 8.52 7.06 3.88 27.59 .00 4.02 8.51 2.45 5.03(S) .48(S) 1.75(S) .72(S) .98(S) .00( ) .00( ) .34( ) .70( ) .43( ) 1 15. 7.54 3.72 8.54 7.16 3.89 26.79 .00 4.13 8.53 2.10 .48(S) 1.77(S) .75(S) .98(S) .00( ) .00( ) .34( ) .70( ) .40( ) '5.16(S) 1 20. 7.54 3.70 8.54 7.25 3.89 26.67 .00 4.18 8.54 1.81 5.27(S) .47(S) 1.77(S) .77(S) .98(S) .00( ) .00( ) .35( ) .71( ) .37( ) 1 25, 7.54 3.68 8.53 7.33 3.88 25.66 .00 4.20 8.53 1.28 5.34(S) .47(S) 1.76(S) .79(S) .98(S) .00( ) .00( ) .35( ) .70( ) .31( ) 1 30. 7.54 3.64 8.50 7.39 3.86 25.67 .00 4.19 8.51 1.07 5.39(S) .45(S) 1.74(S) .81(S) .97(S) .00( ) .00( ) .35( ) .70( ) .29( ) 1 35. 7.54 3.60 8.45 7.44 3.83 24.77 .00 4.15 8.47 .82 5.43(S) .44(S) 1.71(S) .82(S) .95(S) .00( ) .00( ) .35( ) .70( ) .25( ) 1 40. 7.54 3.56 8.40 7.49 3.80 24.83 .00 4.10 8.42 .60 .42(S) 1.68(S) .83(S) .94(S) .00( ) .00( ) .34( ) .70( ) .22( ) '5.44(S) 1 45. 7.54 3.51 8.35 7.53 3.76 24.15 .00 4.05 8.36 .55 5.45(S) .41(S) 1.65(S) .84(S) .92(S) .00( ) .00( ) .34( ) .70( ) .21( ) 1 50. 7.54 3.46 8.29 7.57 3.72 24.36 .00 3.98 8.30 .53 ' 5.45(S) .39(S) 1.61(S) .85(S) .90(S) .00( ) .00( ) .34( ) .70( ) .21( ) 1 55. 7.54 3.42 8.23 7.60 3.68 23.76 .00 3.92 8.24 .52 5.45(S) .37(S) 1.57(S) .86(S) .88(S) .00( ) .00( ) .33( ) .69( ) .20( ) 2 0. 7.54 3.37 8.16 7.63 3.65 24.03 .00 3.85 8.18 .51 ' 5.45(S) .36(S) 1.53(S) .87(S) .86(S) .00( ) .00( ) .33( ) .69( ) .20( ) 2 5. 7.54 3.31 8.10 7.65 3.61 23.27 .00 3.78 8.12 .34 .34(S) 1.49(S) .88(S) .84(S) .00( ) .00( ) .33( ) .69( ) .17( ) '5.43(S) 2 10. 7.54 3.26 8.02 7.67 3.56 23.42 .00 3.71 8.04 .17 5.41(S) .32(S) 1.44(S) .88(S) .82(S) .00( ) .00( ) .32( ) .68( ) .12( ) 2 15. 7.54 3.20 7.91 7.68 3.51 22.75 .00 3.64 7.94 .10 '5.38(S) .30(S) 1.40(S) .89(S) .80(S) .00( ) .00( ) .32( ) .68( ) .09( ) 2 20. 7.54 3.15 7.79 7.69 3.47 22.98 .00 3.56 7.83 .06 5.34(S) .28(S) 1.35(S) .89(S) .78(S) .00( ) .00( ) .32( ) .67( ) .08( ) 2. 25. 7.54 3.09 7.68 7.70 3.42 22.36 .00 3.49 7.71 .04 5.30(S) .26(S) 1.30(S) .89(S) .76(S) .00( ) .00( ) .31( ) .67( ) .06( ) 2 30. 7.54 3.04 7.57 7.70 3.37 22.62 .00 3.42 7.60 .03 5.27(S) .24(S) 1.25(S) .89(S) .73(S) .00( ) .00( ) :31( ) .67( ) .05( ) ' 2 35. 7.54 2.93 7.45 7.69 3.33 22.02 .00 3.34 7.49 .02 5.22(S) .22(S) 1.20(S) .89(S) .71(S) .00( ) .00( ) .30( ) .66( ) .05( ) 2 40. 7.54 2.83 7.34 7.69 3.28 22.29 .00 3.26 7.37 .02 .20(S) 1.15(S) .89(S) .69(S) .00( ) .00( ) .30( ) .66( ) .04( ) '5.18(S) 2 45. 7.54 2.73 7.23 7.68 3.23 21.69 .00 3.17 7.26 .01 5.14(S) .18(S) 1.10(S) .88(S) .67(S) .00( ) .00( ) .30( ) .65( ) .04( ) 2 50, 7.54 2.63 7.12 7.67 i 3.19 21.95 .00 3.07 7.15 .01 i ' 5.09(S) .17(S) 1.06(S) .88(S) .64(S) .00( ) .00( ) .29( ) .65( ) 2 55. 7.52 2.53 7.01 7.66 3.14 21.33 .00 2.98 7.04 ' 5.05(S) .15(S) 1.01(S) .88(S) .62(S) .00( ) .00( ) .28( ) .64( ) 3 0. 7.50 2.44 6.90 7.64 3.10 21.58 .00 2.88 6.93 5.00(S) .13(S) .96(S) .87(S) .60(S) .00( ) .00( ) .28( ) .64( ) 3 5. 7.47 2.35 6.79 7.62 3.05 20.94 .00 2.79 6.83 ' 4.96(S) .12(S) .92(S) .87(S) .58(S) .00( ) .00( ) .27( ) .63( ) 3 10. 7.45 2.27 6.69 7.60 3.00 21.17 .00 2.69 6.72 '4.91(S) 3 15. 7.42 .10(S) 2.18 .87(S) 6.58 .86(S) 7.58 .56(S) 2.94 .00( ) 20.52 .00( .00 ) .27( ) 2.60 .63( ) 6.62 4.86(S) .09(S) .83(S) .86(S) .54(S) .00( ) .00( ) .26( ) .62( ) 3 20. 7.39 2.10 6.48 7.55 2.88 20.74 .00 2.51 6.51 4.81(S) .07(S) .78(S) .85(S) .52(S) .00( ) .00( ) .26( ) .62( ) 3 25. 7.37 1.99 6.38 7.52 2.83 20.10 .00 2.42 6.41 4.77(S) .06(S) .74(S) .84(S) .50(S) .00( ) .00( ) .25( ) .61( ) 3 30. 7.34 1.58 6.28 . 7.49 2.77 20.31 .00 2.29 6.31 ' 4.72(S) .05(S) .70(S) 83(S) .48(S) .00( ) .00( ) .24( ) .61( ) ' WILLOW SPRINGS VILLAGE INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE & ANDERSON SEPT. 96 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 9 CONVEYANCE ELEMENTS THE UPPER NUMBER IS DISCHARGE IN CFS ' THE LOWER NUMBER IS ONE OF THE FOLLOWING CASES: ( ) DENOTES DEPTH ABOVE INVERT 1N FEET (S) DENOTES STORAGE IN AC -FT FOR DETENTION DAM. DISCHARGE INCLUDES SPILLWAY OUTFLOW. (1) 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) 131 140 209 210 215 216 220 224 226 0 5. .00 .00 .03 .05 .00 .01 .01 .02 .01 ' .01( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 00( ) .00( ) 0 10. .01 .00 .12 .18 .00 .02 .06 .07 .03 .03( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' .00( ) .00( ) 0 15. .60 .02 3.55 5.41 .19 .15 1.47 1.99 .68 ' .21( ) .01( ) .00( ) 00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 20. 5.72 .29 22.42 33.47 .67 .78 10.06 13.14 4.42 .62( ) .07( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 25. 12.44 1.33 38.77 56.59 .78 .1.76 18.94 23.79 9.31 .91( ) .18( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 30. 21.15 3.69 71.34 104.56 1.74 3.01 34.54 43.57 17.18 1.20( ) .32( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 35. 45.53 9.77 150.54 221.59 6.75 4.91 71.69 91.43 32.96 1.83( ) .56( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 40. 26.74 14.58 68.11 95.96 6.05 4.75 35.82 44.103 19.92 1.36( ) .71( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 45. 7.32 14.39 49.71 70.83 4.78 4.78 23.20 29.31 15.95 .70( ) .70( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 0 50. 9.77 14.81 40.31 55.87 4.42 4.86 19.80 24.41 14.57 .81( ) .71( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 55. 5.84 15.20 32.51 45.94 2.91 4.70 14.14 17.88 12.74 ' .62( ) .72( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .03( ) 01 .03( ) 01 .03( ) 01 .03( ) 01 .02( ) 00 .02( ) 00 .02( ) 00 .02( ) 00 .02( ) Spa/z ' 1 0. 5.29 15.05 27.89 38.28 3.08 4.72 13.43 16.43 12.53 .59( ) .72( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 5. 4.59 14.82 23.94 34.01 1.81 4.55 9.88 12.57 11.47 .55( ) .71( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 10. 3.91 14.57 20.62 28.14 2.20 4.54 9.98 12.11 11.52 ) .71( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '51( 1 15. 3.42 14.28 17.48 25.00 1.07 4.35 6.89 8.82 10.59 .48( ) .70( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 20. 2.91 13.99 15.19 20.57 1.64 4.35 7.49 9.00 10.77 .45( ) .69( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 25. 2.11 13.62 10.91 15.65 .57 4.14 3.90 5.05 9.60 .38( ) .68( ) .00( ) .00( ) .00( ) 00( ) .00( ) .00( ) .00( ) ' 1 30. 1.72 13.31 10.71 14.31 1.30 4.16 5.40 6.42 10.10 .35( ) .67( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 35. 1.35 13.03 7.08 10.27 .27 3.95 2.14 2.87 8.98 ) .66( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '.31( 1 40. .97 12.76 7.27 9.45 1.06 3.97 3.83 4.47 9.51 .26( ) .66( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 45, 89 12.56 5.33 7.90 .11 3.78 1.34 1.90 8.67 ' .25(') .65( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 50. .85 12.40 6.12 7.93 .92 3.82 3.33 3.87 9.28 .25( ) .65( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 55. .83 12.26 4.49 6.78 .00 3.64 .99 1.49 8.47 ' .25( ) .64( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 0. .82 12.13 5.46 7.04 .83 3.68 3.08 3.56 9.10 .24( ) .64( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 5. .56 11.96 2.53 3.94 .00 3.47 .16 .42 8.06 .20( ) .63( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 10. 28 11.77 3.21 3.81 .57 3.51 2.07 2.29 8.62 ' .15( ) .63( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 15. .16 11.61 1.33 2.28 .00 3.32 .00 .00 7.72 .11( ) .62( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 20. .11 11.47 2.43 2.74 .42 3.36 1.33 1.61 8.31 ' .09( ) .62( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 25. .07 11.35 .76 1.51 .00 3.18 .00 .00 7.43 .08( ) .62( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 30. .05 11.24 1.98 2.15 .32 3.22 .90 1.09 8.04 .07( ) .61( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 35. .04 11.14 .40 1.03 .00 2.99 .00 .00 7.17 .06( ) .61( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 40. .03 11.04 1.68 1.75 .24 2.99 .63 .77 7.79 .05( ) .61( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 45. .02 10.94 .15 .69 .00 2.77 00 .00 6.92 ' .05( ) .60( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 50. .02 10.83 1.46 1.45 .18 2.78 .45 .55 7.55 .04( ) .60( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 55. .02 10.71 .00 .43 .00 2.56 .00 .00 6.69 .04( ) .60( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 0. .01 10.59 1.25 1.23 .14 2.57 .32 .40 7.32 03( ) .59( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 3 5. .01 10.46 .00 .24 .00 2.37 .00 .00 6.46 .03( ) .59( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 10. .01 10.33 .97 1.06 .10 2.39 .23 .28 7.10 .03( ) .58( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 15. .01 10.20 .00 .08 .00 2.19 .00 .00 6.25 .03( ) .58( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 20. .01 10.08 .75 .92 .07 2.21 .16 .20 6.89 ' .03( ) .57( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 25. .01 9.95 .00 .00 .00 1.98 .00 .00 6.04 ' .02( ) .57( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) F/31a8 ' 3 30. .01 9.82 .57 .77 .05 1.69 .02( ) .57( ) .00( ) .00( ) .00( ) .00( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. ' 124 130 131 310 315 324 326 330 WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 10-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-10 LIDSTONE 8 ANDERSON SEPT. 96 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) ' 116 4:2 .3 1 25. 124 8.5 .7 1 20. 130 28.6 1.5 0 35. 131 45.5 1.8 0 35. 140 15.2 .7 0 55. 201 24.5 (DIRECT FLOW) 0 35. ' 202 203 46.8 17.6 (DIRECT (DIRECT FLOW) FLOW) 0 0 35, 35. 209 . 150.5 (DIRECT FLOW) 0 35. 210 221.6 (DIRECT FLOW) 0 35. ' 214 18.9 (DIRECT FLOW) 0 35. 215 6.7 (DIRECT FLOW) 0 35. 216 4.9 (DIRECT FLOW) 0 35. 220 71.7 (DIRECT FLOW) 0 35. ' 224 91.4 (DIRECT FLOW) 0 35. 226 33.0 (DIRECT FLOW) 0 35. 299 31.4 (DIRECT FLOW) 0 35. - T,mbt•��n� ' 310 7.5 .1 5.5 1 50. 315 3.7 .1 .5 1 10. 324 8.5 .1 1.8 1 20. 326 7.7 .1 .9 2 30. 330 3.9 .1 1.0 1 15. PJnI3�0 1 ' ENDPROGRAM PROGRAM CALLED 11 .14 6.69 .00( ) .00( ) .00( ) 0l4 pe 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 100-YEAR EVENT a�s�aa 2 1 1 2 'WATERSHED 0 Files 11 71a1Y1-C. DA T WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD (�ld�p,t)SQ�q S Of C EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE 8 ANDERSON SEPT. 96 'rr�Il n��I I^ '100-YR 42 0000 5. 1 1. 1 IN 25 5. loolew eyed, 60 .96 1.44 1.68 3.00 5.40 9.00 3.72 2,16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 0.0 1 1 201 1200 8.5 40. .020 .020 .25 .1 .3 .51 .5 .0018 1 2 202 2000 4.1 68. .020 .020 .25 .1 .3 .51 .5 .0018 1 3 203 800 5.7 44. .020 .020 .25 .1 .3 .51 .5 .0018 1 4 209 750 1.6 74. .020 .020 .25 .1 .3 .51 .5 .0018 1 5 209 1600 2.7 68. .020 .020 .25 .1 .3 .51 .5 .0018 ' 1 6 210 3800 7.6 66. .020 .020 .25 .1 .3 .51 .5 .0018 1 7 209 750 3.3 57. .020 .020 .25 .1 .3 .51 .5 .0018 1 8 210 450 2.3 67, .020 .020 .25 .1 .3 .51 .5 .0018 '1 9 209 3000 20.2 30. .020 .020 .25 .1 .3 .51 .5 .0018 1 10 210 1400 9.1 26. .020 .020 .25 .1 .3 .51 .5 .0018 1 14 214 1000 4.8 54. .020 .020 .25 .1 .3 .51 .5 .0018 1 15 215 1300 4.4 9. .015 .020 .25 .1 .3 .51 .5 .0018 ' 1 16 216 200 1.8 12. .020 .020 .25 .1 .3 .51 .5 .0018 1 20 220 600 4.1 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 21 220 1400 9.0 46. .020 .020 .25 .1 .3 .51 .5 .0018 1 22 220 1800 7.3 52. .020 .020 .25 .1 .3 .51 .5 .0018 1 23. 224 1000 2.2 61. .020 .020 .25 .1 .3 .51 .5 .0018 1 24 224 600 3.1 34. .020 .020 .25 .1 .3 .51. .5 .0018 ' 1 25 226 900 4.0 65. .020 .020 .25 .1 .3 .51 .5 .0018 1 26 226 1000 2.7 32. .020 .020 .25 .1 .3 .51 .5 .0018 1 30 130 2750 5.9 67. .020 .020 .25 .1 .3 .51 .5 .0018� 15�b%t5��5 W' �� AQ 1 1 31 32 131 330 1700 400 3.6 2.0 67. 48. .020 .020 .020 .020 .25 .25 .1 .1 .3 .3 .51 .51 .5 .5 .0018 .0018 tvjj V414 a�wil�A^) 5pnnyg 1 40 140 1300 6.4 30. .020 .020 .25 .1 .3 .51 .5 .0018 1 41 299 800 4.3 43. .020 .020 .25 .1 .3 .51 .5 .00111 0 23 2 3 4 5 6 7 8 9 10 14 15 16 20 21 22 '1 23 24 25 26 30 40 41 201 202 0 3 .1 1. 202 209 0 3 .1 1. 203 209 0 3 .1 1. 209 210 0 3 .1 1. 210 310 0 3 .1 1. ' 310 140 14 2 .1 1. .1 0.0 0.0 0.59 0.47 1.06 1.29 1.72 2.13 2.68 3.12 3.61 4.20 4.09 6.97 5.09 7.51 6.09 7.51 7.43 7.92 8.77 8.40 9.85 8.64 10.56 8.81 10.92 9.00 214 315 0 3 .1 1. 215 315 0 3 .1 1. 315 216 6 2 .1 1. •1 0.0 0. 0.06 2. 0.24 3. 0.59 4. 0.85 4.5 1.23 5. 216 116 0 3 .1 1. ' 116 140 0 1 10. 1650. .003 4. 4. .035 5. 140 299 0 1 10. 700. .003 4. 4. .035 5. ' 220 224 0 3 .1 1. 224 324 0 3 .1 1. 324 124 6 2 .1 1. .1 0.0 0.0 0.17 4.0 0.59 6.0 1.45 8.0 ' 2.71 10.0 4.43 12.0 124 226 0 2 3. 825. .008 0. 0. .011 5. 226 326 0 3 .1 1. 326 299 5 2 .1 1. 1 0.0 0.0 0.15 4.0 0.44 6.0 0.98 8.0 1.85 1 ' 130 131 0 2 3.0 450. .007 0. 0. .013 3.0 - 131 330 0 2 3.5 250. .007 0. 0. .013 3.5 - 330 299 7 2 .1 1. 0.0 0.0 0.07 1.0 0.23 2.0 0.57 ::30 L7CECn�vn fa�3 1.05 299 4.0 0 3 1.85 1. 5.0 2.96 6.0 .1 0 19 310 315 324 326 330 299 115 116 124 130 131 140 209 210 215 216 220 224 226 ENDPROGRAM I17/aL3 ' ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 ' DEVELOPED BY UPDATED BY ' TAPE OR DISK ASSIGNMENTS 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) rife: W5500-6, OUT WillanSpt,�j Overall 100- m( event a 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) JOUT0 0) 1 2 0 0 0 0 0 0 0 0 NSCRAT(1) NSCRAT(2) NSCRAT(3) NSCRAT(4) NSCRAT(5) 3 4 0 0 0 WATERSHED PROGRAM CALLED *** ENTRY MADE TO RUNOFF MODEL *** _J 0 'WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE & ANDERSON SEPT. 96 'NUMBER OF TIME STEPS 42 INTEGRATION TIME INTERVAL (MINUTES) 5.00 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 3.00 5.40 9.00 3.72 2.16 1.56 1.20 .84 .60 .48 .36 .36 .24 .24 .24 .24 .24 .24 .12 .12 .00 1 WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD ' 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE & ANDERSON SEPT. 96 ' SUBAREA GUTTER WIDTH AREA PERCENT NUMBER OR MANHOLE (FT) (AC) IMPERV. 1 201 1200.0 8.5 40.0 ' 2 202 2000.0 4.1 68.0 3 .203 800.0 5.7 44.0 4 209 750.0 .1.6 74.0 5 209 1600.0 2.7 68.0 6 210 3800.0 7.6 66.0 7 209 750.0 3.3 57.0 8 210 450.0 2.3 67.0 9 209 3000.0 20.2 30.0 10 210 1400.0 9.1 26.0 14 214 1000.0 4.8 54.0 '15 215 1300.0 4.4 9.0 16 216 200.0 1.8 12.0 20 220 600.0 4.1 46.0 220 1400.0 9.0 46.0 '21 22 220 1800.0 7.3 52.0 23 224 1000.0 2.2 61.0 '24 25 224 226 600.0 900.0 3.1 4.0 34.0 65.0 26 226 1000.0 2.7 32.0 30 130 2750.0 5.9 67.0 '31 131 1700.0 3.6 67.0 32 330 400.0 2.0 48.0 40 140 1300.0 6.4 30.0 41 299 800.0 4.3 43.0 TOTAL NUMBER OF SUBCATCHMENTS, 25 TOTAL TRIBUTARY AREA (ACRES), 130.70 SLOPE RESISTANCE FACTOR SURFACE STORAGE(IN) INFILTRATION RATE(IN/HR) GAGE (FT/FT) IMPERV. PERV. IMPERV. PERV. MAXIMUM MINIMUM DECAY RATE NO .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180. 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0150 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .06180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 .0200 .020 .250 .100 .300 .51 .50 .00180 1 WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE & ANDERSON SEPT. 96 ' 10 - i AVERAGE VALUES WITHIN TIME INTERVALS HYDROGRAPHS ARE LISTED FOR THE FOLLOWING SUBCATCHMENTS TIME(HR/MIN) 1 2 3 4 5 6 7 8 9 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 '0 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 0 15. 2.1 2.5 1.5 1.0 1.8 4.6 1.3 .8 4.5 0 20, 5.0 4.7 3.6 1.9 3.1 8.4 2.8 2.1 9.6 0 25. 8.1 7.1 5.9 3.0 4.7 12.8 4.5 3.6 15.0 0 30. 17.5 16.0 12.6 6.6 10.9 29.3 9.8 7.5 34.1 0 35. 37.4 31.0 26.5 12.4 20.9 57.1 20.2 14.9 75.9 '0 40. 37.5 23.2 26.3 9.1 15.1 42.9 18.1 13.3 79.4 0 45. 23.8 9.7 16.2 3.7 6.1 18.0 9.5 6.7 54.8 0 50. 18.9 7.4 12.6 2.9 4.8 13.8 6.9 4.7 45.2 0 55. 14.8 5.2 9.8 2.0 3.3 9.7 5.0 3.5 35.9 1 0. 11.5 3.8 7.6 1.5 2.4 7.1 3.7 2.6 28.3 1 5. 8.7 2.6 5.7 1.0 1.7 4.8 2.6 1.8 21.7 10. 6.6 1.9 4.3 .8 1.2 3.5 1.9 1.3 16.8 '1 1 15. 5.2 1.4 3.4 .6 .9 2.6 1.5 1.0 13.2 1 20. 4.2 1.2 2.7 .5 .8 2.2 1.2 .8 10.7 1 25. 3.4 1.0 2.2 .4 .6 1.8 1.0 .7 8.8 30. 2.8 .8 1.8 .3 .5 1.4 .8 .6 7.3 '1 1 35. 2.5 .7 1.6 .3 .5 1.4 .7 .5 6.3 1 40. 2.2 .7 1.4 .3 .5 1.3 .6 .5 5.6 45. 2.0 .7 1.3 .3 .5 1.3 .6 .4 5.0 '1 1 50. 1.8 .7 1.2 .3 .5 1.3 .6 .4 4.5 1 55.. 1.6 .6 1.0 .2 .4 1.0 .5 .4 3.9 2 0. 1.3 .4 .8 .2 .3. .7 .4 .3 3.2 2 5. 1.0 .3 .7 .1 .2 .5 .3 .2 2.6 2 10. .8 .1 .5 .1 .1 .2 2 .1 2.1 2 15. .6 .1 .4 .0 .0 .1 .1 .1 1.7 2 20. .5 .0 .3 .0 .0 .1 .1 .1 1.5 2 25. .4 .0 .3 .0 .0 .0 .1 .0 1.3 2 30. .4 .0 .2 .0 .0 .0 .0 .0 1.1 2 35. 2 40. .3 .3 .0 .0 .2 .2 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 1.0 .9 2 45. .3 .0 .2 .0 .0 .0 .0 .0 .8 2 50. .2 .0 .1 .0 .0 .0 .0 .0 .7 '2 55. .2 .0 .1 .0 .0 .0 .0 .0 .6 3 0. .2 .0 .1 .0 .0 .0 .0 .0 .5 3 5. .2 .0 .1 .0 .0 .0 .0 .0 .5 10. .1 .0 .1 .0 .0 .0 .0 .0 .4 '3 3 15. .1 .0 .1 .0 .0 .0 .0 .0 .4 3 20. .1 .0 .1 .0 .0 .0 .0 .0 .3 25. .1 .0 .1 .0 .0 .0 .0 .0 .3 '3 3 30. 1 .0 .0 .0 .0 .0 .0 .0 .3 ' WILLOW SPRINGS VILLAGE INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE 8 ANDERSON SEPT. 96 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS 16 20 21 22 23 24 25 TIME(HR/MIN) 14 15 I 10 .0 .0 1.9 3.9 5.9 14.0 31.9 34.3 24.5 20.5 16.3 12.9 10.0 7.7 6.1 4.9 4.1 3.4 2.9 2.5 2.3 2.0 1.8 1.5 1.2 1.0 .8 .7 .6 .5 .5 .4 .4 .3 .3 .3 .2 .2 .2 .2 .1 .1 26 81glsb ' 0 5. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 10. .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 0 15. 1.7 .6 .2 1.1 2.5 2.8 1.2 .8 1.6 .9 0 20. 3.9 .7 .4 2.7 6.0 6.0 2.2 1.7 3.8 1.5 0 25. 6.2 1.1 .6 4.4 9.8 9.3 3.4 2.6 6.2 2.3 0 30. 13.5 4.2 1.5 9.5 21.1 20.7 7.9 6.1 13.1 6.1 0 35. 27.9 12.8 3.7 19.8 44.3 43.2 15.8 13.6 26.2 14.1 0 40. 25.7 16.7 4.6 19.5 43.2 39.1 12.4 13.7 23.0 13.6 0 0 45. 50. 14.0 10.3 13.5 10.8 4.0 3.6 11.8 9.1 26.0 19.9 21.0 15.5 5.5 4.1 8.9 7.1 11.4 8.1 8.1 6.0 0 55. 7.6 8.3 3.1 7.0 15.3 11.2 2.9 5.4 5.9 4.2 1 0. 5.6 6.4 2.6 5.4 11.6 8.2 2.1 4.1 4.3 3.1 '1 5. 4.0 4.8 2.2 4.0 8.6 5.9 1.4 3.0 3.1 2.1 1 10. 2.9 3.6 1.8 3.0 6.5 4.3 1.0 2.3 2.3 1.5 1 15. 2.2 2.7 1.5 2.3 5.0 3.2 .8 1.7 1.7 1.1 20. 1.8 2.2 1.2 1.9 4.0 2.6 .6 1.4 1.4 .9 '1 1 25. 1.5 1.7 1.1 1.5 3.3 2.1 .5 1.1 1.1 .7 1 30. 1.2 1.4 .9 1.3 2.7 1.7 .4 .9 .9 .5 35, 1.0 1.2 .8 1.1 2.3 1.5 .4 .8 .8 .5 '1 1 40. 1.0 1.0 .7 1.0 2.1 1.4 .4 .7 .8 .4 1 45. .9 .9 .6 .9 1.9 1.3 .4 .6 .7 .4 1 50. .9 .8 .6 .8 1.8 1.2 .4 .6 .7 .4 1 55. .7 .6 .5 .7 1.5 1.0 .3 .5 .6 .3 2 0. .6 .5 .4 .6 1.2 .8 .2 .4 .5 .2 2 5. .4 .5 .4 .5 1.0 .6 .1 .3 .3 .2 2 10. .3 .4 .3 .3 .7 .3 .1 .2 .2 .1 2 15. .2 .3 .3 .3 .5 .2 .0 .2 .1 .1 2 20. .1 .3 .3 .2 .4 .2 .0 .2 .1 .1 25. .1 .2 .2 .2 .4 .1 .0 .1 .1 .0 '2 2 30. .1 .2 .2 .1 .3 .1 .0 .1 .1 .0 2 35. .1 .2 .2 .1 .3 .1 .0 .1 .0 .0 2 40. .1 .2 .2 .1 .2 .1 .0 .1 .0 .0 45. .0 .1 .2 .1 .2 .1 .0 .1 .0 .0 '2 2 50. .0 .1 .1 .1 .2 .0 .0 .1 .0 .0 2 55. .0 .1 .1 .1 .1 .0 .0 .1 .0 .0 '3 3 0. 5. .0 .0 .1 .1 .1 .1 .1 .1 .1 .1 .0 .0 .0 .0 .0 .0 .0 .0 .0 .0 3 10. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 15. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 '3 20. .0 .1 .1 .0 .1 .0 .0 .0 .0 .0 3 25. .0 .0 .1 .0 .1 .0 .0 .0 .0 .0 3 30. .0 .0 .1 .0 .0 .0 .0 .0 .0 .0 WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD ' 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE 8 ANDERSON SEPT. 96 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 3 SUBCATCHMENTS - AVERAGE VALUES WITHIN TIME INTERVALS ' TIME(HR/MIN) 30 40 41 0 5. .0 .0 .0 0 10. .0 .0 .0 ''0 15. 3.5 1.7 1.3 0 20. 6.6 3.2 2.8 0 25. 10.0 4.9 4.5 ' 0 30. 22.7 11.7 10.0 a01olm 0 35. 44.2 26.7 21.3 0 40. 33.5 27.6 20.7 '0 45. 14.1 18.5 12.5 0 50. 10.8 14.8 9.6 0 55. 7.6 11.2 7.2 0. 5.5 8.6 5.5 '1 1 5. 3.8 6.4 4.0 1 10. 2.8 4.8 3.0 15. 2.1 3.7 2.3 '1 1 20. 1.7 2.9 1.8 1 25. 1.4 2.4 1.5 1 30. 1.1 1.9 1.2 '1 35. 1.1 1.7 1.0 1 40. 1.0 1.5 .9 1 45. 1.0 1.3 .9 1 50. 1.0 1.2 .8 1 55. .8 1.0 .7 2 0. .6 .8 .5 5. .4 .6 .4 '2 2 10. .2 .5 .3 2 15. .1 .4 .2 2 20. .1 .3 .2 '2 25. .0 .3 .1 2 30. .0 .2 .1 2 35. .0 .2 .1 40. .0 .2 .1 '2 2 45. .0 .2 .1 2 50. .0 2 55. .0 '3 0. .0 .1 .0 3 5. .0 .1 .0 3 10. .0 .1 .0 '3 15. .0 .1 .0 3 20. .0 .1 .0 3 25. .0 .0 .0 ' 3 30. .0 .0 .0 'WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE 8 ANDERSON SEPT. 96 ' *** CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSWM2-PC MODEL *** WATERSHED AREA (ACRES) 130.700 TOTAL RAINFALL (INCHES) 2.920 TOTAL INFILTRATION (INCHES) .453 ' TOTAL WATERSHED OUTFLOW (INCHES) 2.244 TOTAL SURFACE STORAGE AT END OF STROM (INCHES) .223 ' ERROR IN CONTINUITY, PERCENTAGE OF RAINFALL .000 1 No Text wpo WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (MCCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE 8 ANDERSON SEPT. 96 WIDTH INVERT SIDE SLOPES OVERBANK/SURCHARGE GUTTER GUTTER NDP NP OR DIAM LENGTH SLOPE HORIZ TO VERT MANNING DEPTH JK ' NUMBER CONNECTION (FT) (FT) (FT/FT) L R N (FT) 201 202 0 3 .1 1. .0010 .0 .0 .001 10.00 0 209 0 3 .1 1. .0010 .0 .0 001 10.00 0 '202 203 209 0 3 .1 1. .0010 .0 .0 .001 10.00 0 209 210 0 3 .1 1. .0010 .0 .0 .001 10.00 0 310 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '210 310 140 14 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 .5 1.1 1.3 1.7 2.1 2.7 3.1 3.6 4.2 ' 4.1 7.0 5.1 7.5 6.1 7.5 7.4 7.9 8.8 8.4 9.8 8.6 10.6 8.8 10.9 9.0 214 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 315 0 3 .1 1. .0010 .0 .0 .001 10.00 0 '215 315 216 6 2 PIPE :1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .1 2.0 .2 3.0 .6 4.0 .8 4.5 1.2 5.0 '.0 216 116 0 .0 3 .1 1. .0010 .0 .0 .001 10.00 0 116 140 0 1 CHANNEL 10.0 1650. .0030 4.0 4.0 .035 5.00 0 140 299 0 1 CHANNEL 10.0 700. .0030 4.0 4.0 .035 5.00 0 220 224 0 3 .1 1. .0010 .0 .0 .001 10.00 0 224 324 0 3 .1 1. .0010 .0 .0 .001 10.00 0 324 124 6 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .2 4.0 .6 6.0 1.5 8.0 2.7 10.0 4.4 12.0 124 226 0 2 PIPE 3.0 825. .0080 .0 .0 .011 5.00 0 226 326 0 3 .1 1. .0010 .0 .0 .001 10.00 0 ' 326 299 5 2 PIPE .1 1. .0010 .0 .0 .001 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 :0 .1 4.0 .4 6.0 1.0 8.0 1.9 10.0 131 0 2 PIPE 3.0 450. .0070 .0 .0 .013 3.00 0 '130 131 0 2 PIPE 3.5 250.- - .0070 - .0 .0 .013 3.50 0 330 /_�_330_ 299 7 2 PIPE .1 1. .0010 '.0 .0 .001 .10 0 ' RESERVOIR .0 STORAGE IN .0 ACRE-FEET .1 VS 1.0 SPILLWAY OUTFLOW .2_ ___2.0 .6 3.0 1.1 4.0 1.9 _ 5.0 3.0 6.0 299 0 0 3 .1 1. .0010 .0 .0 .001 10.00 0 TOTAL NUMBER OF GUTTERS/PIPES, 22 � I WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE & ANDERSON SEPT. 96 ' ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES ' GUTTER TRIBUTARY GUTTER/PIPE TRIBUTARY SUBAREA D.A.(AC) 116 216 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11.0 124 324 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 130 0 0 0 0 0 0 0 0 0 0 30 0 0 0 0 0 0 0 0 0 5.9. ' 131 130 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 9.5 140 310 116 0 0 0 0 0 0 0 0 40 0 0 0 0 0 0. 0 0 0 82.5 201 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 8.5 ' 202 201 0 0 0 0 0 0 0 0 0 2 0 .0 0 0 0 0 0 0 0 0 12.6 203 0 0 0 0 0 0 0 0 0 0 3 0 0 0 0 0 0 0 0 0 5.7 209 202 203 0 0 0 0 0 0 0 0 4 5 7 9 0 0 0 0 0 0 46.1 210 269 0 0 0 0 0 0 0 0 0 6 8 10 0 0 0 0 0 0 0 65.1 214 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 4.8 215 0 0 0 0 0 0 0 0 0 0 15 0 0 0 0 0 0 0 0 0 4.4 216 315 0 0 0 0 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 11.0 ' 220 0 0 0 0 0 0 0 0 0 0 20 21 22 0 0 0 0 0 0 0 20.4 224 220 0 0 0 0 0 0 0 0 0 23 24 0 0 0 0 0 0 0 0 25.7 226 124 0 0 0 0 0 0 0 0 0 25 26 0 0 0 0 0 0 0 0 32.4 ' 299 140 326 330 0 0 0 0 0 0 0 41 0 0 0 0 0 0 0 0 0 130.7 310. 210 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 65.1 315 214 215 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 9.2 324 224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 25.7 ' 326 226 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 32.4 330 131 0 0 0 0 0 0 0 0 0 32 0 0 0 0 0 0 0 0 0 11.5 WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD ' 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE & ANDERSON SEPT..96 ' HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 10 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) 310 315 324 326 330 299 115 116 124 130 ' 0 5. .03 .01 .03 .01 .00 02 .00 .00 .00 .00 .00(S) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .02( ) .01( ) 0 10. .03 .03 .04 .04 .03 .08 .00 .00 .01 .01 .00(S) .00( ) .00(S) .00(S) .00( ) .00( ) .00( ) .00( ) .03( ) .04( ) 0 15. .16 .49 1.30 .50 .40 3.74 .00 .01 .48 4.29 .15(S) .01(S) .05(S) .02(S) .03(S) .00( ) .00( ) .01( ) .18( ) .56( ) 0 20 40 1 32 3.89 1.56 1.19 7.20 .00 .07 2.61 7.52 1 ' .46(S) .04(S) .16(S) .06(S) .09(S) .00( ) .00( ) .03( ) .39( ) .74( ) 0 25. 1.12 2.13 4.83 3.33 1.87 14.37 .00 .27 4.62 11.20 .08(S) .34(S) .12(S) .20(S) .00( ) .00( ) .07( ) .52( ) .91( ) '94(S) 0 30. 2.47 2.72 6.40 4.82 2.66 30.79 .00 .74 5.82 28.77 2.02(S) .18(S) .75(S) .26(S) .44(S) .00( ) .00( ) .13( ) .58( ) 1.53( ) 0 35. 7.09 3.61 8.34 6.44 3.81 64.12 .00 1.85 7.74 52.80 ' 4.25(S) .44(S) 1.64(S) .55(S) .94(S) .00( ) .00( ) .22( ) .67( ) 2.33( ) 0 40. 7.60 4.26 9.64 7.41 4.48 59.29 .00 3.35 9.32 22.73 6.26(S) .71(S) 2.46(S) .81(S) 1.41(S) .00( ) .00( ) .30( ) .74( ) 1.33( ) ' 0 45. 7.94 4.55 10.25 7.96 4.72 56.07 .00 4.63 10.12 9.74 7.40(S) .87(S) 2.90(S) .96(S) 1.60(S) .00( ) .00( ) .37( ) .77( ) .85( ) 0 50. 8.26 4.70 10.61 8.25 4.86 48.95 .00 5.62 10.52 11.27 .98(S) 3.21(S) 1.07(S) 1.71(S) .00( ) .00( ) .41( ) .78( ) .91( ) '8.29(S) 0 55. 8.48 4.80 10.86 8.44 4.97 47.21 .00 6.26 10.80 5.90 8.96(S) 1.05(S) 3.42(S) 1.16(S) 1.80(S) .00( ) .00( ) .44( ) .79( ) .66( ) 1 0. 8.59 4.87 11.02 8.60 5.02 41.37 .00 6.61 10.98 5.38 9.46(S) 1.10(S) 3.56(S) 1.23(S) 1.84(S) .00( ) .00( ) .45( ) .80( ) .63( ) 1 5. 8.67 4.90 11.12 8.72 5.05 40.68 .00 6.74 11.10 3.23 9.82(S) 1.13(S) 3.64(S) 1.28(S) 1.87(S) .00( ) .00( ) .46( ) .80( ) .49( ) ' 1 10. 8.73 4.92 11.17 8.82 5.06 36.12 .00 6.73 11.16 2.61 10.08(S) 1.14(S) 3.68(S) 1.32(S) 1.87(S) .00( ) .00( ) .46( ) .81( ) .44( ) 1 15. 8.77 4.92 11.18 8.90 5.05 36.66 .00 6.63 11.18 1.92 1.14(S) 3.70(S) 1.36(S) 1.87(S) .00( ) .00( ) .45( ) .81( ) .38( ) '10.26(S) 1 20. 8.81 4.91 11.18 8.97 5.04 33.20 .00 6.49 11.18 1.66 10.40(S) 1.14(S) 3.69(S) 1.39(S) 1.86(S) .00( ) .00( ) .45( ) .81( ) .36( ) 1 25. 8.83 4.89 11.16 9.03 5.03 34.42 .00 6.34 11.16 1.35 ' 10.51(S) 1.12(S) 3.67(S) 1.41(S) 1.85(S) .00( ) .00( ) .44( ) .81( ) .32( ) 1 30.. 8.86 4.87 11.12 9.09 5.01 31.37 .00 6.18 11.13 1.09 10.58(S) 1.11(S) 3.65(S) 1.44(S) 1.83(S) . .00( ) .00( ) .43( ) .81( ) .29( ) 1 35. 8.89 4.85 11.08 9.14 4.99 33.09 .00 6.03 11.09 1.07 ' 10.64(S) 1.09(S) 3.61(S) 1.46(S) 1.81(S) .00( ) .00( ) .43( ) .80( ) .29( ) 1 40. 8.91 4.82 11.04 9.19 4.96 30.39 .00 5.89 11.05 1.04 1.07(S) 3.57(S) 1.48(S) 1.79(S) .00( ) .00( ) .42( ) .80( ) .28( ) '10.69(S) 1 45. 8.93 4.80 10.99 9.24 4.94 32.33 .00 5.76 11.00 1.02 10.73(S) 1.05(S) 3.53(S) 1.50(S) 1.77(S) .00( ) .00( ) .42( ) .80( ) .28( ) 1 50. 8.95 4.77 10.94 9.211 4.91 29.77 .00 5.64 10.96 1.01 ' 10.76(S) 1.03(S) 3.49(S) 1.52(S) 1.75(S) .00( ) .00( ) .41( ) .80( ) .28( ) 1 55. 8.96 4.74 10.89 9.32 4.88 31.59 .00 5.53 10.90 .78 10.77(S) 1.00(S) 3.44(S) 1.54(S) 1.73(S) .00( ) .00( ) .41( ) .80( ) .25( ) 2 0. 8.96 4.70 10.83 9.36 4.85 28.96 .00 5.42 10.84 .57 ' 10.77(S) .98(S) 3.39(S) 1.56(S) 1.71(S) .00( ) .00( ) .40( ) .80( ) .21( ) 2 5. 8.95 4.67 10.76 9.39 4.82 30.76 .00 5.32 10.78 .36 10.76(S) .95(S) 3.33(S) 1.57(S) 1.68(S) .00( ) .00( ) .40( ) .79( ) .17( ) 2 10. 8.93 4.63 10.69 9.41 4.78 28.15 .00 5.23 10.71 .17 10.73(S) .92(S) 3.27(S) 1.58(S) 1.65(S) .00( ) .00( ) .39( ) .79( ) .12( ) 2 15. 8.92 4.60 10.61 9.44 4.75 30.11 .00 5.14 10.63 .10 '10.70(S) .90(S) 3.21(S) 1.59(S) 1.62(S) .00( ) .00( ) .39( ) .79( ) .10( ) 2 20. 8.90 4.56 10.53 9.46 4.71 27.62 .00 5.06 10.56 .07 10.66(S) .87(S) 3.14(S) 1.60(S) 1.59(S) .00( ) .00( ) .39( ) .78( ) .08( ) 2. 25. 8.87 4.51 10.46 9.48 4.67 29.66 .00 4.98 10.48 .04 ' 10.62(S) .84(S) 3.07(S) 1.61(S) 1.56(S) .00( ) .00( ) .38( ) .78( ) .07( ) 2 30. 8.85 4.46 10.38 9.49 4.63 27.22 .00 4.90 10.40 .03 10.57(S) .81(S) 3.01(S) 1.61(S) 1.53(S) .00( ) .00( ) Z8( ) .78( ) .05( ) 2 t 35. 8.84 4.40 10.30 9.51 4.59 29.30 .00 4.83 10.32 .02 10.53(S) .78(S) 2.94(S) 1.62(S) 1.49(S) .00( ) .00( ) .38( ) .78( ) .05( ) 2 40. 8.82 4.35 10.22 9.52 4.55 26.88 .00 4.75 10.24 .02 10.48(S) .75(S) 2.87(S) 1.63(S) 1.46(S) .00( ) .00( ) .37( ) .77( ) .04( ) 2 45. 8.81 4.29 10.14 9.53 4.51 28.98 .00 4.68 10.17 .01 10.43(S) .72(S) 2.80(S) 1.63(S) 1.43(S) .00( ) .00( ) .37( ) 77( ) .04( ) ' 2 50. 8.80 4.24 10.07 9.54 4.47 26.58 .00 4.61 10.09 .01 gz/z 017��aP� 10.38(S) .70(S) 2.74(S) 1.64(S) 1.40(S) .00( ) .00( ) .37( ) .77( ) .03( ) 2 55. 8.79 4.18 9.97 9.55 4.44 28.70 .00 4.54 10.00 .01 .67(S) 2.67(S) 1.64(S) 1.37(S) .00( ) .00( ) .36( ) .76( ) .03( ) '10.33(S) 3 0. 8.78 4.13 9.87 9.56 4.40 26.31 .00 4.47 9.90 .01 10.27(S) .64(S) 2.60(S) 1.64(S) 1.34(S) .00( ) .00( ) .36( ) .76( ) .03( ) ' 3 5. 8.76 10.22(S) 4.08 .61(S) 9.76 2.54(S) 9.56 1.64(S) 4.36 1.31(S) 28.42 .00( ) .00 .00( 4.40 ) .36( ) 9.79 .76( .01 ) .03( ) 3 10. 8.75 4.02 9.66 9.56 4.32 26.04 .00 4.34 9.69 .01 10.17(S) .59(S) 2.47(S) 1.65(S) 1.28(S) .00( ) .00( ) .35( ) .75( ) .02( ) 3 15. 8.74 3.94 9.55 9.56 4.29 28.16 .00 4.27 9.58 .00 10.11(S) .56(S) 2.41(S) 1.65(S) 1.25(S) .00( ) .00( ) .35( ) .75( ) .02( ) 3 20. 8.72 3.87 9.45 9.56 4.25 25.77 .00 4.20 9.48 .00 .53(S) 2.34(S) 1.65(S) 1.22(S) .00( ) .00( ) .35( ) .74( ) .02( ) '10.06(S) 3 25. 8.71 3.79 9.35 9.56 4.21 27.89 .00 4.12 9.38 .00 10.00(S) .51(S) 2.28(S) 1.64(S) 1.19(S) .00( ) .00( ) .34( ) .74( ) .02( ) 3 30. 8.70 3.72 9.25 9.56 4.18 25.50 .00 4.05 9.28 .00 ' 9.94(S) .48(S) 2.22(S) 1.64(S) 1.16(S) .00( ) .00( ) .34( ) .73( ) .02( ) ' WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE 8 ANDERSON SEPT. 96 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 9 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) 131 140 209 210 215 216 220 224 226 0 5. .00 .00 .05 .07 .00 .01 .02 .03 .01 ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '.01( 0 10. .02 .00 .20 .30 .01 .03 .09 .12 .05 .04( ) .00( ) 00( ) .00( ) .00( ) .00( ) .00( ) 00( ) .00( ) 0 15. 6.53 .29 29.12 43.85 1.13 .92 12.65 16.77 5.52 ' .66( ) .07( ) .OD( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 20. 12.16 1.32 32.25 46.32 .18 1.63 16.59 20.38 8.11 .90( ) .18( ) 00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 25. 17.80 3.29 64.40 94.97 2.09 2.95 30.55 38.89 16.03 ' 1.09( ) .30( ) 00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 30. 45.68 9.26 150.77 221.71 6.33 4.84 71.98 91.70 32.73 ) .55( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '1.84( 0 35. 84.33 25.34 297.90 434.90 19.27 8.98 142.66 181.78 61.45 2.87( ) .96( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 40. 38.62 34.59 119.46 163.41 14.11 8.15 60.89 74.09 28.80 '1.66( ) 1.14( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 45. 14.83 31.26 128.06 182.63 12.99 8.65 56.70 72.37 29.63 .99( ) 1.08( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 50. 18.64 28.80 69.39 92.92 8.64 7.90 32.25 38.99 19.22 ' 1.12( ) 1.03( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 55. 9.45 26.36 82.90 118.28 7.86 7.86 34.79 44.56 22.32 .79( ) .98( ) .00( ) .00( ) .00( ) .00( ) .00( ) 00( ) .00( ) ' ' 1 0. 8.72 24.27 34.60 44.26 4.90 7.10 15.66 18.25 14.27 .76( ) .94( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 5. 5.30 22.37 53.51 77.10 4.61 7.02 21.34 27.69 18.26 ' .60( ) .90( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 10. 4.18 20.82 13.60 15.14 2.56 6.37 6.25 6.52 11.57 ) .86( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '53( 1 15. 3.16 19.59 38.63 56.56 2.90 6.42 14.85 19.62 16.43 .46( ) .83( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 20. 2.66 18.66 3.84 1.79 1.41 5.90 2.11 1.40 10.45 '43( ) .81( ) .00( ) .00( ) .00( ) .00( ) .00( ) . .00( ) .00( ) 1 25. 2.21 17.92 31.07 46.18 2.04 6.02 11.72 15.72 15.55 .39( ) .79( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 30. 1.76 17.30 .00 .00 .77 5.56 .00 .00 9.69 ' .35( ) .78( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 35. 1.71 16.84 25.15 34.66 1.60 5.75 9.87 12.23 15.15 ) .77( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 1 40. .35( 1.67 16.48 .00 .00 .42 5.32 .00 .00 9.41 .34( ) .76( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 45. 1.64 16.19 20.68 28.71 1.32 5.54 8.25 10.24 14.93 ) .75( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '.34( 1 50. 1.63 15.94 .00 .00 .20 5.13 .00 .00 9.21 .34( ) .74( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 1 55. 1.28 15.66 16.25 22.54. 1.09 5.35 6.57 8.11 14.46 .30( ) .74( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 0. .93 15.38 .00 .00 .01 4.95 .00 .00 8.69 .26( ) .73( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 5. .60 15.10 10.24 14.00 .91 5.17 3.97 4.85 13.92 .21( ) .72( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 10. .30 14.83 .00 .00 .00 4.78 .00 .00 8.16 ) .71( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '.15( 2 15. .17 14.61 5.97 8.00 .65 5.02 2.07 2.50 13.59 .12( ) .71( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 00( ) 2 20. .11 14.42 .00 .00 .00 4.65 .00 .00 7.90 ' .10( ) .70( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 25. .07 14.26 4.22 5.63 .48 4.89 1.34 1.63 13.36 .08( ) .70( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' 2 30. .05 14.11 .00 .00 .00 4.50 .00 .00 7.69 .07( ) .70( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 35. .04 13.98 3.16 4.21 .37 4.74 .94 1.14 13.16 ) .69( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) '.06( 2 40. .03 13.86 .00 .00 .00 4.36 .00 .00 7.51 .05( ) .69( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' .00( ) .00( ) 2 45. 13.75 2.43 3.23 .28 4.60 .67 .82 12.98 ' .02 .05( ) .68( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 50. .02 13.64 .00 .00 .00 4.22 .00 .00 7.33 .04( ) .68( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 2 55. .02 13.53 1.89 2.51 .21 4.46 .49 .60 12.80 ' .04( ) .68( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 0. .01 13.44 .00 .00 .00 4.09 .00 .00 7.13 04( ) .68( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 5. .01 13.34 1.47 1.97 .16 4.34 .36 .44 12.58 .03( ) .67( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 10. .01 13.25 .00 .00 .00 3.96 .00 .00 6.91 ' .03( ) .67( ) .00( ) .00( ) .00( ) .00(.) .00( ) .00( ) .00( ) 3 15. .01 13.16 1.15 1.54 .12 4.19 .26 .32 12.37 .03( ) .67( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 20. .01 13.06 .00 .00 .00 3.79 .00 .00 6.70 ' .03( ) .67( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 3 25. .01 12.97 .89 1.20 .09 4.02 .18 .22 12.17 .02( ) .66( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) ' i i u ' 3 30. .01 12.88 .00 .00 .00 3.63 .00 .00 6.50 .02( ) .66( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL STABILITY PROBLEMS THAT LEAD TO HYDRAULIC OSCILLLATIONS DURING THE SIMULATION. ' 124 130 131 310 315 324 326 330 WILLOW SPRINGS VILLAGE - INCLUDES REVISIONS FOR PHASE 2, TIMBERLINE ROAD 100-YR EVENT (McCLELLANDS BASIN) FILE: WSSWM-C LIDSTONE & ANDERSON SEPT. 96 *** PEAK FLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS *** ' CONVEYANCE PEAK STAGE STORAGE TIME ELEMENT (CFS) (FT) (AC -FT) (HR/MIN) ' 116 6:7 .5 1 5. 124 11.2 .8 1 15. 130 52.8 2.3 0 35. 131 84.3 2.9 0 35. ' 140 34.6 1.1 0 40. 201 50.1 (DIRECT FLOW) 0 35. 202 89.9 (DIRECT FLOW) 0 35. 203 35.4 (DIRECT FLOW) 0 35. 209 297.9 (DIRECT FLOW) 0 35. 210 434.9 (DIRECT FLOW) 0 35. 214 36.9 (DIRECT FLOW) 0 35. ' 215 19.3 (DIRECT FLOW) 0 35. 216 9.0 (DIRECT FLOW) 0 35. 220 142.7 (DIRECT FLOW) 0 35. ' 224 181.8 (DIRECT FLOW) 0 35. 226 61.4 (DIRECT FLOW) 0 35. / Q 299 64.1 (DIRECT FLOW) 0 35.- ' 310 9.0 .1 10.8 2 0. 315 4.9 .1 1.1 1 15. 324 11.2 .1 3.7 1 15. 326 9.6 .1 1.6 3 15. 330 5.1 .1 1.9 1 10. - ►bona 3 3 0 ' ENDPROGRAM PROGRAM CALLED 1 No Text RAINFALL PERFORMANCE STANDARD EVALUATION --------------------------------------------------- PROJECT: ViLLAL � A-r STANDARD FORM A COMPLETED BY: DAP, 1-4,0-Mv DATE: 0SG -- DEVELOPEDERODIBILITYI ---------------------------------------------------------- Asb I Lsb I Ssb I Lb I Sb I PS SUBBASIN II ZONE I (ac) i (ft) I (%) (feet) I (%) I (%) _________ A ____ A'___I_______I______ MOB C- I___ !__I_______I -I o.so I I �_______ I 3fo13 306 II ISdo i I osv II I II I vsl,osa, I o.So I I I I 3oG ii 1.97 avo 1. oa t I i ,rv.s9 , 73,0 i [/sF-A:I989 ,a I EFFECTIVENESS CALCULATIONS ---------------------------------------------------------------------- PROJECT: At l..,LLpk/ SP2 /Gs STANDARD FORM B COMPLETED BY: D 4 L . DATE: Erosion Control C-Factor P-Factor Method Value Value Comment ---------------------------------------------------------- S74A• J 6,A Le ()Af c& I. D 0 O, $.v Pv vO In"Me- r 62A-,c L IVLT-r I.vo 0.80 AtL ^<<?s RAvciM c N-r U, l0 - I , 0 o 2t-)�'YA/MvG1N U,U(p I.00� - MAJOR BASIN 3v PS 73.5 --------------------------------------------------------- SUB AREA BASIN (Ac). CALCULATIONS ----- ------ -------------------------------------------- A. ©m -7S'/O A , Le t4 IUv% C-2A.vL inLd7 1r;L-1Eti 4).07 wt- P-rAC-7,t = 0. Sd [l- l,oK�o"°� - 94, 4- % ( »-�. �S% �cJc�O�i�+vGLH W+, C- FAc-7,rt = 0,0-7 Wt. P- FA°-1 ti = 0. Va 94.4.% (>7.1, oN) as°ice PA e.4 W-L. C-FAc-r„2 = 0,07 Wt . P- GAc 7pn- = 0, TO [FF c rl- [.a7)(.Y)7k/aad/ _ q4,4`/ (>73-g-Ii oki ------ -------------------------------- ------------------ -------------- DI/SF-B:1989 1 0. I EFFECTIVENESS CALCULATIONS ------------------------------------------------- PROJECT: COMPLETED BY: DP L ---------------- STANDARD FORM B DATE: 8 rlFz� Erosion Control C-Factor P-Factor Method Value Value. Comment ---------------------------------------------------------- ---------------------------------------------------------------------- MAJOR[ PS SUB AREA BASIN -(-) -- BASIN (Ac) -CALCULATIONS -- ---- - - -- - ----- ----------------------- 3o� f41-- - q,096?Ac o /o� r/ (,2Arc j /N1�+7 FiL7L� C-FAwort wt. P-F&-7,4 = v.8o 0.5 0jw) UT `10G/ PAvra -�OF _ �� r1/� ,QcJCL-b�MvLCH I /oo!Z 64A-e t i.ue-7 F;t eti W t . C-FAc-'r1 = 0. to lvt. P-FAc7,& = to, t-FF = C/- 6/)(.g)']xtat, v/o f qd - O pl,v I 3oCT /.47 /sZ PA,L &; ✓/, 2cJcL0/.hdCCH lour/, .s'7/t4-✓ Dace G�d211,Fi1 Vi, P- FAc-7.a = c-FF=C/ - (.a-2)(.?)7 k- 74.4 % (> '7 -7, 8r/:vk 7 '7/ (7 ---------------------------------------------------------------------- IDI/SF-B:1989 CONSTRUCTION SEQUENCE ' PROJECT: V;LLA6e A-r w;LL#-f STANDARD FORM C ' SEQUENCE. FOR 19 46 ONLY COMPLETED BY: a/St DATE: Indicate by use of a bar line or symbols when erosion control measures will be installed. Major modifications to an approved schedule may require submitting a new schedule for ' approval by the City Engineer. YEAR ' MONTH ------------------- OVERLOT GRADING ' WIND EROSION CONTROL Soil Roughing Perimeter Barrier ' Additional Barriers Vegetative Methods Soil Sealant ' Other RAINFALL EROSION CONTROL, ' STRUCTURAL: Sediment Trap/Basin Inlet Filters Straw Barriers Silt Fence Barriers Sand Bags Bare Soil Preparation I Contour Furrows Terracing Asphalt/Concrete Pavingl ' Other I ' VEGETATIVE: I Permanent Seed Plantingl Mulching/Sealant Temporary Seed Planting Sod Installation Nettinas/Mats/Blankets Other I 1 1 I 40&V, STRUCTURES: INSTALLED BY C0f146LC FZcsa„/tccS MAINTAINED BY 'Co,,,,, L 2cSwrtCFs VEGETATION/MULCHING CONTRACTOR ,, QF By 6,4 DATE SUBMITTED g/9/lf(0 HDI/SF-C:1989 APPROVED BY CITY OF FORT COLLINS ON SUMMARY OF ATTENUATED RUNOFF ' � 1 �i a - • Al ei I ' / • ' OAT AT O To wI .;ri ., A07M u( A.aGS PSR/xKU 9v CRWNe ro[.uA(M' SNV( 6E q a'= Av0 ✓[e LN[D. LRAMA WML - � pq(ED MO iRCVERIY N#RNEO )WSd[. ML[CN S/N(L K M`f KO I,) TW% r. Aw rs m K KCMwrALLY Wra'D wro ne sW. 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DPIINIAETJ MH 22A MN 22B � , ,�— S' COON 1yPf S-� •z-S��{ �� T py---� rj ff ilzljrt�11�11tM PROPOSED STORM SEWER 0.16 Ac. 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