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Drainage Reports - 06/17/1999
. � �' i -� 'C�� �. �i%• ��►��� r : - � Ia ...I REGIONAL DRAINAGE EVALUATION FOR STEWART CASE PARK FORT COLLINS, COLORADO L I �� I 2' : �, . a_i. .�� li:�, �P �;' TDC- L151�9 ANCiER50N CONSU�TINC� ENC�INEERS, INC Civil • Water Re.�,vurces • Environmental 1 ' � i 1 � REGIONAL DRAINAGE EVALUATION �' FOR STEWART CASE PARK FORT COLLINS, COLORADO �l i �� PREPARED FOR: City of Fort Collins Parks Planning and Development 281 N. College Avenue Fort Collins, CO 80524 PREPARED BY: Anderson Consulting Engineers, Inc. 2900 S. College Avenue, Suite 3B Fort Collins, CO 80525 ACE Project: COFCOS October 30, 1998 Revised January 15, 1999 r� I , , , ' , Januaty 15, 1999 ANDERSON CONSULTING ENGINEERS, INC. Water Resources and Environmenta! Consultants 2900 S. College Avenue, Suite 3 B Fort Collins, CO 30�2� Mr. Basil Hamdan City of Fort Collins Utilities Stormwater Division 700 Wood Street Fort Collins, CO 80521 ' Re: Regional Drainage Evaluation for Stewart Case Pazk (LA Project No. COFCOS) ' Dear Basil: Anderson Consulting Engineers, Inc. is pleased to submit this Regional Drainage Evaluation for , Stewart Case Pazk. The enclosed report documents our hydrologic evaluation of the proposed park site in the context of the "Overall Drainage Plan for the Pinecone P.U.D." [LA, 1995] which set the ,�. allowable release rates for the site. We have revised the report and documentation pursuant to your � comments dated January 6, 1999. The results of the analyses documented herein were performed according to the specifications set forth in the City of Fort Co[lins SDDC Manual. ' If you have any questions regarding the procedures and results given in this report, please feel free to call me. Sincerely, .ANDERSON CONSULTTNG ENGINEERS, INC. Christ er L. Doherty, P.E. Project Engineer CLD/tlt Attachment OFFICE: (970) 226-0120 FAX: (970) 226-0121 E-MAIL: mail@acewater.com ' , TABLE OF CONTENTS ' I. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 ' II. BASELINE CONDITION HYDROLOGIC MODEL . . . . . . . . . . . . . . . . . . . . . 3 ' III. WITH-PROJECT CONDITION HYDROLOGIC ANALYSIS AND DESIGN ..... 5 FIGURES/TABLES/APPENDICES/SHEETS FIGURES Figure 1.1 Vicinity Map for Stewart Case Park . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 TABLES Table 2.1 Table 3.1 Table 3.2 Comparison of Discharges between the 1995 Pinecone and the 1999 Baseline Condition SWMM Models . . . . . . . . . . . . . . . . . . . 4 Comparison of Basin Parameters for the Baseline and With-Project Condition Models . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5 Compazison of Discharges between the 1999 Baseline and With-Project Condition . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 APPENDICES Appendix A: SWMM Model Supporting Document Appendix B: Baseline Condition SWMM Model Input and Output Appendix C: With-Project Condition SWMM Model Input and Output SHEETS Sheet 1: Revisions to Overall Drainage Plan for Pinecone P.U.D. i , I. INTRODUCTION Stewart Case Park is a proposed neighborhood park located in southeastern Fort Collins at the intersection of Vermont Drive and Pinecone Circle. The park site is bounded on the north and west by Pinecone Cu�cle, on the south by Fort Collins High School and on the east by Dakota Ridge Filing Three. The development is located within the Foothills Master Plan basin and is therefore subject to the condidons specified in the Foothills Basin Master Drainage Plan [RCI, February, 1981]. The specific release rate requirements for the park site were specified in the "Overall Drainage Plan for the Pinecone P.U.D." [LA, March 1995]. A location map of the project site is provided in Figure 1.1. The purpose of this study is to update the overall drainage plan for the Pinecone P.U.D. to reflect the proposed park development and to verify that there will be no adverse impact to the downstream drainage facilities. In order to accomplish this, the following scope items were completed: (a) ro> create a baseline condition SWMM model similar to the model developed for the Pinecone P. U. D. ; create a with-project condition SWMM model to reflect the proposed grading and site improvements; and (c} design drainage improvements, as necessary, to preclude an adverse impact in terms of discharge in the Foothills Regional Channel or in the drainage facilities for the Fort Collins High School. The design of all local drainage improvements within Stewart Case Park will conform to the specifications and guidelines set forth in the City of Fort Collins Storm Drainage Design Criteria Manual. 1 . � � . .� ..-,._ . � � � � I�ri�O'� •___. `..:.r.`':; � �.�� �: rc�+^�r_ r�=� .a:�� i _: . r. � �•�►,�� _:: 1. i' . , rT�. . . .� 11 � rnet�r�nr arr� aEwe� �1�0lB�� PtJA �o � N �,.e.�,....� 1 II. BASELINE CONDITION HYDROLOGIC MODEL The overall drainage plan for the Pinecone P.U.D. was developed to provide a drainage system which meets the requirements set in the Foothills Basin Master Drainage Plan: The southern half of the park development site is tributary to the drainage and detention facilities for the Fort Collins High School. The northern half of the site is to be released direcdy to the Foothills Regional Channel through a 24-inch RCP which was constructed in conjunction with Dakota Ridge Filing Three. A baseline hydrologic model was prepared in accordance with the assumptions made for the overall drainage plan for the Pinecone P.U.D. in order to set the allowable discharge rates at various design points. The "Overall Drainage Plan for the Pinecone P.U.D." [LA, 1995] set allowable release rates in the area to meet specified discharge requirements for the Foothills Regional Channel. The park site lies within Subbasins 303, 304 and 651 from the Pinecone SWMM model. Subbasins 303 and 304 flow south to the drainage and detention facilities which were constructed in conjunction with Fort Collins High School. Runoff from Subbasin 651 is released undetained to the Foothills Regional Channel. The proposed grading and site improvements would serve to revise the drainage basin boundaries which had been assumed for the Pinecone SWMM model. The baseline condition SWMM rnodel was created from the overall drainage plan for the Pinecone P.U.D. For reference, Sheet 1 from the Overall Drainage Plan for the Pinecone P.U.D. [LA, 1995] is included to show the original subbasin delineation and SWMM model schematic diagrain. That model combined Dakota Ridge Filing Three and the northern half of the park site into a single Subbasin 651. To isolate the park site from the hydrologically dissimilar residential development, the basin was split into two subbasins. Subbasin 650 was created to model runoff from Dakota Ridge Filing Three and Subbasin 651 was created to represent the northem half of the park site. The subbasin azea, slope and imperviousness were calculated based on , documentation given in the Overall Drainage Plan for the Pinecone P.U.D. Subbasin 651 was modeled with 10 percent impervious area, a slope of 1 percent and a width of 430 feet, which corresponds to an overland flow length of 700� feet. Documentation of the SWMM model ' modifications is presented in Appendix A. The results of the baseline condition SWMM model were compared to the results given in ' the 1995 overall drainage plan to show that the models produce identical results. A summary of the comparison at key design points within the Foothills Basin is provided in Table 2.1. The ' discharge values for the 1995 study were taken from that report; documentation is provided in Appendix A. The input and output files for the baseline SWMM model are provided in Appendix � B. ' 3 ' ' Table 2.1 Comparison of Discharges between the 1995 Pinecone and the 1999 Baseline Condition SWMM Models. SWMM 1Q0-Year Discharge (cfs) Conveyance Location Element ID 1995 Pinecone 1999 Baseline 88 Regional Channel at CSU Farm 478 478.0 94 Regional Channel at FCRID 723 722.9 96 Foothills Basin Total Discharge 1004 1003.6 304 FCHS Inigation Pond 7.8 7.8 213 FCHS Detention Pond 44.1 44.1 210 Pinecone A artments Detention Pond 21.3 21.3 4 ' 1 ' 1 III. WITH-PROJECT CONDITION HYDROLOGIC ANALYSIS AND DESIGN The subbasin boundaries for the baseline condition SWMM model were revised to reflect the propose site grading and improvements. Five subbasin boundaries were modified in conjunction with the revised grading plan. The revised basins are not significantly different from , the baseline condition; the largest change in area is 0.3 acres. In general, the baseline condition subbasin parameters were not modified. The width for Subbasin 61 was increased to conform to current modeling practices. The parameters describing Subbasin 651 were also modified, with an increased slope and subbasin width and a slightly decreased impervious area. The imperviousness of 9 percent was measured from the proposed site plan and includes a future parking lot. Subbasins 651 (northern half of park site) and 643 (Dakota Ridge Filing Two) are reduced in area. Subbasins 303 and 304 (Fort Collins High School) and 61 (Pinecone Apartments) see a slightly increased tributary azea of less than 2 percent. A comparison of the baseline and with-project subbasin parameters is provided in Table 3.1. Table 3.1 Comparison of Basin Parameters for the Baseline and With-Project Condition Models. Baseline Condition With-Project Condition Subbasin �ea Width Slope Area Width Slope (acres) (feet) (ft/ft) (acres) (feet) (ft/ft) 61 12 .0 500 0. 009 12.2 1, O50 0. 009 303 10.3 1,400 0.010 10.5 1,400 0.010 304 4.4 700 0.010 4.5 700 0.010 643 23.5 3,750 0.007 23.3 3,750 0.007 651 6.9 430 0.010 6.6 700' 0.025 ' Initial modeling results of the proposed park site plan indicated an adverse impact along the Foothills Regional Channel. Consequently, detention storage was incorporated within the northern half of the pazk site . The existing outlet for the area is a Type-C . I!� grated inlet with an open area of 7.3 ft2. A 10- ch diameter orifice plate will be installed inside the inlet to restrict the discharge. The orifice calculations accounted for 100-year tailwater t ' conditions in the Foothills Regional Channel. A stage-discharge rating curve was developed which 5 ' accounted for discharge limitations from both the existing inlet grate and the proposed orifice plate. A stage-storage rating curve was generated from the proposed grading plan. The combined storage-discharge rating curve was input into the with-project condition SWMM model at Detention Pond 251. Documentation for the calculation of the rating curve is provided in Appendix A. The results of the with-project condition SWMM model indicate that no adverse impact will result in the Foothills Regional Channel or the Fort Collins High School drainage facilities from the constxuction of the proposed site improvements. A slight increase in the discharge from the Pinecone Apartments detention pond is noted. The original boundary for Subbasin 61, tributary to Pinecone Apartments, was shown at the top-of-curb for the eastern side of Pinecone Circle. Due to modified street standards, runoff would be contributed to the street from an additional 10 feet to the proposed back-of-walk, which results in an addition 0.2 acres of tributary area. �In addition, the subbasin width was increased to conform to current modeling practices. In discussions with Basil Hamdan of the City of Fort Collins Utilities, this basin modification and conesponding increased runoff is acceptable. A comparison of the peak discharge at key design points within the Foothills Basin is provided in Table 3.2. The input and output files for the with- project condition SWMM model are provided in Appendix C. ' Table 3.2 Comparison of Discharges between the 1999 Baseline and With-Project Condition I ' SWMM Models. , 1 ' ' ,' � ' ' .' SWMM 100-Year Discharge (cfs) Conveyance Location Element ID 1999 Baseline 1999 With-Project. 8$ Regional Channel at CSU Farm 478.0 477.5 94 Regional Channel at FCRID 722.9 722.6 96 Foothills Basin Total Discharge 1,�03.6 1,OOz''-�.9- 304 FCHS Irrigation Pond 7.8 7.8 213 FCHS Detention Pond 44.1 44.0 210 Pinecone A artments Detention Pond 21.3 23.3 The with-project condition SWMM model indicates a 100-year discharge from the proposed Stewart Case Park detention pond of 5.2 cfs, which corresponds to a water surface elevation of 4923.8 ft, msl. The lowest lot line elevation for the adjacent Dakota Ridge Filing 3 is 4925.3 ft, msl, which corresponds to a freeboard of 1.5 feet. If the pond outlet were to become plugged, excess runoff would be conveyed south to the Fort Collins High School ponds; the spill elevation is approximately 4924.5 ft, msl. � � E ' ' The proposed park improvements address issues of water quality. The southern portion ' of the park site will be conveyed to the detention facilities for the Fort Collins High School. The area tributary to the irrigation pond will be treated within the pond. The remaining azea tributary to the south will be conveyed to the FCHS detention pond in a broad grass-lined swale. The ' northern portion of the site will be treated within a flat-bottomed swale vegetated with wetland species. The outlet grate has an elevation of 4923.0 ft, msl; the 4923 contour has an area of 0.35 ' acres at the bottom of the detention pond. ' 7 ' ' ' ' ' CJ � APPENDIX A � SWMM MODEL 5UPPURTIlVG DOCUMENTATION 1 ' t ' t ' ' ' , ' ' ,� � 1 1 OVERALL DRAINAGE PLAN FOR THE PINECONE P.U.D. PREPARED FOR: � � J City of Fort Collins Stormwater Utility 235 Mathews Fort Collins, CO 80524 PREPARED BY: Lidstone & Anderson, Inc. 736 Whalers Way, F-200 Fort Collias, CO 80525 (LA Project No. COTST22) March 7, 1995 �� � ��. �`��. Aa �rern a.Q. D.�,r ��cco�� Rv. � Marr,�+ � 1995 Table 2.2. Summary of SWMM Subbasin Parameters. Subbasin D°wnSiream Tributary Width Percent Slope ID Conveyance �� �fr) Impervious (fr!ft) IIement (acres) Future Church Site 59 211 20.7 1500 40 .0060 60 78 24.6 1500 47 .0050 Piaecone Apartmeats 61 210 12.0 500 64 .Q090 Dakota Ridge Fust and Second �lings 641 361 14.5 5000 40 .0250 642 365 7.1 1700 40 .0070 643 363 23.5 3750 40 .0070 644 364 16.5 2850 40 .0063 645 351 4.5 3620 10 .0400 Dakota Ridge Third. Filing, Neighborhood Paric and adjacent CSU Property 651 88 26.5 1650 32 .0100 652 88 27.3 1200 6 .OZ00 New FoR Collius High Schoo� 62 77 2.0 1800 99 .007Q 301 301 1.4 300 I00 .0010 302 302 18.1 2800 55 .0200 303 303 10.3 1400 18 .0100 304 304 4.4 700 0 .0100 305 334 S.1 450 3 .0120 306 306 4.5 600 SS .0200 307 307 7.6 600 SS .0100 308 308 4.7 300 93 .0100 309 309 3.3 1000 24 .0100 310 310 6.0 1700 33 .0100 311 311 1.7 700 100 .0010 312 312 8.5 1000 0 .0200 313 313 3.4 2200 33 .0200 314 314 2.8 500 89 .0100 315 315 2.8 500 89 .0100 316 335 5.7 430 0 .0080 12 � i ATURE � L�tl�tUn� 8 Ander50n I�ic. C � [��/� �e�� 3/�/rqqs 5�bba�,�n G51 - Rreq: flv�s�n� - 19.SQu�s ��,pr•�: �l Dyo �ark�s��'c a�umc� 10°l� ' I-�/k - ���c37•0 �So lo"�e i°�J �rr,Ptrviw5 . . rv�a I : ��ad� Cc�P»��rt l�"o -'��O ��lo 'rr}hlf,a 71��5 r5 An lRt�CaSC f�oM fl,c 3g- 4 ac��s r n fl�� p��v►a�s D��. ft 5rnni1 �i�on c��t�rcm S�bb�,u� !e� , mo�� c.anC �roM S�bb�S�n Gd ' No de4e� fion �� reqv�/td � f�+�� 5�bb�svt. � »eb��;� �a - Use For� G�q��>> �(�qh Sc�t 5n��rl rnodcl�;� - � To��� aiea rcd�c�d ��om IaB� `f 4crrs �0 9a �3uut, IO��n a�lt� Cd►tC5 �ian �atk � t��v}a �:�� �Phau 3 qi�G. 5�b6�►�m5 and No��, ►���I be ten�►nbe�td a� necCssG�y fo a��d � con�l�cf N��'h rp�j�ono� Sw�if�l ►noa[I• SHEET OF � � �itCLORI C�rGIG • `�vbhag,n !s'� - Us� �akola �►�� a�,e a 5W r�N► ,�o�e(,�3 n�+c: a m�nor rno��{�c�n�n rn b�5�n d°I�nta�c� ��i�G �5�r�lvdc��{c�t%cc� s����qn d�wn9r5 w�fl��n aAlc� ��aqc �h�se 3. S��h�S�nS and �i�e�rancc �l��na�� ��� be rEn�+b{�� aSn«�s�s��jr fa a�� con�Fl�c� ��fh /�j��na� St�W1r►? �mod{�. ( �-�Wt � � ��Ya... �f+� ) j3ond df�{ - u5e �e s�cxa9�-d�5c ha��� C��✓C f'i'o� D� Pa S►aJn1�►'I macl{ J. SOb�15��}5 (a(a and bq - - {}small poifi�h of track-�-loi' S�b�,�� (v�f �- a, � Gc��S fo+a� Svbba��n 6 �? �ouJ �rom w�(DKi ���G rrr�SG d wi(I b[ /l�1�[LTId �rDM —(, t ac, fo 5�bbc�,� /�G nea �o4al =� S, �ac � - I•oac fo 5�bb�+�•�(�9 • y�,oac. �.�G :(,�tJL �c�d�OPln ab. 3 ac ���ttv. : d lo tV tban 5�� I�a.�y� Ti►+ pti�+an Bv�l�v�s 1. D a c ►G�% i �� T� ( �1,3� G°� �ia� o�D.P.�� 1���ronc P. v,t�. f�1G�ch 19`t'S f}3 I�o de�v� ��, ����d �� l�r� S�bh��� t�d w ek�5f�i� Cc�difiar�s .�n�r ��+'� devdopm�� n+v��prourd��cF��f►o��m� dixhar�6 foex�sf��9 �edcls- �rom� p,�.F �o� �}n��,nc p,v.D. �� ►harc� 1995 �. SUNIl�IARY The results of the MODSWMM analysis show that the proposed Overall Drainage Plan for the Finecone P.U.D. will not create an adverse impact on the regional facilities for the Foothills Basin. The total discharge to the regional facilities firom each of the subbasins within the Pinecone P.U.D. is summarized in Table 3.1. A comparison of the pea.k dischazge in the regional facilities between the baseline and developed conditions is presented in Table 3.2. Table 3.1 100-Year Release Rates for Pinecone P. U. D. I00-Year Subbasin(s} ( cres} Discharge Regional Facility eomment (cfs) 59 20.7 9.0 Regional pond 211 Release Channel 60 24.6 gg Regional Undetained Release Channel 61 12.0 21.3 Regional pond 210 Release Channel 62 2.0 16 Regional Undetained Release Channel 30I -316 90.3 44. I South Tributary pand 213 Release Storm Sewer 641-645 66.1 20.3 South Tributary pond 214 Release Storm Sewer 651 26.5 76.3 Regional Undetained Release Channel 652 27.3 32.7 Regional Undetained Release Channel 14 �rom: o•A.R �fo�'Drntco�c P. v,D. �5 IrlG�chl�p�j. �� �� �� � . � � � � � � Table 3.2 Comparison of Peak Discharge in Regional Drainage Facilides Between the Baseline and Developed Condidons. 100-Yeat Discharge (cfs? Design Paint L,ocadoa Baseline Conditioa Deveioped' Conditio� 157 Regional Channel at 361 361 Timberline Road 78 Regional Channel at 424 4I4 Pinecone Apartments gg Regional Channel at 479 477 CSU Drive 94 Regional Channel at �22 ,122 FCRID 91 South Tributary 69 64 Storm Sewer � 96 Foothills Basin Total 1,007 1,003 Discharge ' The subdrain for the Dakota Ridge development contributes an additional one (1) cfs to the south tributary storm sewer. 15 ' . MNw Mww��� W /NYwwtN CMYIIW� w� � �� f . fA/K i:Gl� FEAIURE CHECKED BY i �e�i5�r� SG��►1� 5w►mm rYlO�f! := ;r�;,;-�'CrS, 10�98 Corc'S OATE SHEET OF �. . ' SJ�jbaS�n GSI �'rvm �e Iq95 R�,c�or�c 5wrtiir� modcl ►nclv�ed baFG� `�G� 1°i�t P�wsc3 � q�d �e 'CAS� Par�C Sif c. �r► o�de� -h� more ac���o��el� �c���sen+- �e �ond��iv�� �n C�aSc �G,�1c.� ��a5�n �a5 5piif �rt�v �wo ���,on5, one -� �e��tsrnf �.�. �l�sc 3 an� onc �� C�' ScPi�. Dr� i � �bb�s�n 1�51 C�I�= PC-�D. ��T� ��Qln " 0 � QCrlS °bimP = 30? �r�t►rf Widf� = I� So �'�F , �'I = �ooF� S bQC = 1 °�v P.� � S�h��.,,„ G5n �r'ea � 19, (o acrr� °�oivn �0 Prce,'ti" w�a�, = ia�o F� SivPG = J ��o C� � �C�D-SP� - D�r) , o�'I =1a��f �eu�xd S�bb�s��► G5► -- �,Cc� , G � q 4crt� °/b �rn = (D �trcth� k.(�d�= ��aF� � .vEl L �oo�'� S�opc� l�l. T{�e �b�ia5�ns wcr4 rn(�f' �rtio�'�►c rrv�x�I mod�� E�CFp-SPL�DI�T� Gn� r�r� � CdM(�4/G �5��na✓ l5 a�- all do►�ns-Ir�,rr� po'�r��� , � �n�wu�� ►�qs �c-F� (998 PCFD-� �ierntl�'�" (7�sc�[a� Wts) 17r��±�ur�c tL�) �� 9� �' S �� �{ZB 1�3 � �d� 1du� �1� 7a3 qoe loo �{ ��se���+�ly► f'�e �Pl�-� o� 5�b{��n �51 da�5 /io�' �1��� �"NC �SGi�v�c C�isr�a�c•�n -r�t ���f�5 Re�j�onal (;�c��ncl. � ' : . rnw 11....r• .r �..r.....�a e...rn�r• il�s,�a c,�D 5-t� �w r�- ('c� �-, ��D � o q y e co Fc' S FEATURE CHECKED 9Y DATE SHEET OF ���.i�n'�rG�,rci' ;��i4��1on Sh1�Vl� i 6�+57� �,f�«i �(r� �j7 5�bb�h��� �I , 1�5I ,,�3 a�d 3d� a�e rnad���� 5liyhfly basc� dn -�� rev►x� 9�ud��. �bba5��, G I (�v-s�� �r�tt� RYCA ` �a� 0 acrc5 �'d �� G�I°�n w -�no �� 5 = d,aoq .oy/�� 5�b�n �51 �PC�D-s�L.D�T) ��ea = G �9 acr�5 %, : po� l�l ���130 Ff 5 = p. 01 �'-�%F� �td� D�o?ucrts (fra�►G5�) '�}iP� = �o�� � q�/C5 .. . � W = 1050 �+ (�Fo rn«4 �vr��n��,�dcl,� �'�� 5�ifruG�- O��acr�y (io (o�� �1'Ga1= �i� � GiCrCj 5�irf'+'ac� D�aQcrcS (�v'�Sr�3� �'o rm p= 9'�o (D�Gacr�, ��Pc�rra»� actcl b� I 4crc5 (f'ram 3�� I�ic�fH = 700 �f � 5 = o�oasff/F� S�btxi5i� . 303 ����! 'SPL. 7Jf��� f��tu = 10�3 acr�5 %lYh ' i�% w = ��lon.�� 5 . = b �D l �ll�f ad� a,aQ���� C�-� 6s�) Subbas�n 30� (I�C�D-SPL. D�T) li�e� = .���/qcr�5 °�oim = (j °o w����- �� �� 5 = o-oi �iFt st1�'n.�ci d � facr�5 ��o GSI� add o, a ���� ��,�3) 5�bba5�n G�13 CPC�D-5i��, ��T) �� = ��S�r�S �� � o ��a = 3750 Ff 5- O�oo���i��. SJ%ira�i' 0��2acrl5 �%a 3�1� �}-rea = 1l��SG�c� rcvna�nd �r un�ln�►�t� 1�7'Qa = �RSac��S �remu�„dc� �r�eun.'cd. �Qa = a3,� acrC� rema�hd tr�r�a�� � � : . r.u. �......•• �r o.rw..u� e«.r.r. �e (�i�(� / J1.� �JGr��[rx_ FEATURE Vn-5 (T� � {�`���.; ,5�5 �� .JtD�Ao�G �'RR� �UfVG CL 1� �o CHECKED BY DAT ��e✓a%o� f�►-ea Snc. Vo�vmc 5�m Vol�m� 5vm �olum� (�,vm�) Cff') ��:i3) �Ff3) iac-F4) yqa3-b 150�5 o a o �i�a�.o 351�o a��35 a�i�l3s �.s�r �J SHEET OF �8 Siayc- l� ��ryC �u�1n�� �'v��b 7 e- � ,S c � c�r� �� u G t5 Cbn�'n�lyd r� yP C �nl� �� �x �1,9�' prr��,c�c�l, � in �� Q�l �u5 a� o��n q��q �� 7-aS�'ta. �� vnblrx,��d �Jenm�f«(�o�dbsfi��ac�by�,-�f��i5 %.d x�,�'), �ifeacG� d�/�i c�lvl��e bo�, we,� ��1 A►ki In�t� F��� , fak� �rss��as e�cc{�vc. �-rloi�l, fare blockt�d�f. We�� : Q= C�N 3�, C= 3� a� L:3.ot�a) - �.8' ,�!= d�p�► I�I�T: Q� 9�►! � G� = 6�xYlorqL/OPcnar(�1 � rt= OP�/l Ai?G = 7���7}�1 � pYi&'c9- �- J � �},tA� l� ���o��Fi�� la�-cw�lh� bc. ins�hrd on �'J►e -�►12c�o �(c�.�'� ��, , P Pr f�� pe �n�ti% = 4918� �5 , Ori �rcc Ctn�rc�d �919�0�5 , Dowr,�re�m -Fa� Iw�,fi� =y9�7,� (�'i�rCe� �- � C= C� �� ��D• Ga ,�} = opcn uicu =.6f185 �{� y F� =•WSeler- t�i,l ��it�e�Evaiwn ���lai9�o� o,s�5 � k�e�r F v ���/a�v� Dc�lh ��xha c L�cct) 'C�cc�) I C��s� �yqa3.o ��a3-� yq�3�a �19a3,3 --�I �a3,�1 �9a3.�� � , o-� ,, ��d��� ` a,a b�3 b-� a-5 i�b b , �, b aq ' 5�3- 8.a II, 5 a 3.�I n�Q� ��a . �rsc t C�q��') -CL��� — O` N-�, : �.g. � ,., _? � a,� 3, a 3,5 �, o ►g,q �3 �3 �5.5 �f, i � ��siho��� ���[i'�— �C�l -'i � � _ � .. . 3` � �t 3.a � 3'.3 3 �'� 3�5 , . !�� $ ��,9 ���� � 5,0 ,�35- i Con�l-rall�� 5�ara�c j��x1��� Uol�n� �c,�s� �ac -Ff'� (� D,o �, � Q,D�v �,� � a, -�� �,g-�, � 0,►7 �?/d��.o o-�? a;3�,► a,�8 5�� a�5� �; , ' � ' ' I , ' ' � � � .., .' � 3M ' ' � , , ' , '. . � � DRAINAGE SYSTEMS 275 %}�j l.� Y � " (3rat! �!� TII �8 : A�; A grate inlet in a sag operates as a weir up to a certain depth dependent on the bar caafigu- �n aad siu of the grate and as an orifice at greater depths. For a standard gutter inlet grate. ,�ii eperadon continues to a depth of about 0.4 foot above the top of grate and when depth of '� eacoods about 1.4 feet, the grate begins to operate as an orifice. Between depths of about p,4 �oot aad about 1.4 fcet, a transitioa from weir to orificx tloa occurs, """ 't�e capacity of grate inlets operating as a weir is: .,.�t. ;��': Q = CPd" (8.10) �:�a7, . �yLere; P= perimeter of grrdtte excluding baz widths and the side against the curb, ft C = 3.0 c �� d= depth of water above grate, ft ' � The capacity of grate inlets operating as an orifica is: 't � � Q = CA(2gd)'s (8.11) ; Where: C= 0.67 orifice coefficient i� A= clear opening area of the grate, ft� ' g = 32.2 ft/sZ . ... Figure 8-6 is a plot of equations 8.10 and 8.11 for various grate sius. The effects of grate :ixe on the depch at which a grate operates as an orifice is apparent from the chart. Transition � ftom weir to orifice flow results in interception capacity less than that computed by either the weir oc the orificx equation. This capacity can be approximated by drawing in a curve betwan the li�s , represeating the perimeter and net ana of the grate to be used. P a i 276 MUNICIPAL STORM WA'TFR MANAGEMENT I. I 10 , g a � Grnte ODlninc Rstte + e_�_7in_. ne .. � � .. � L �, +� d 3 � 0 S � a �, A 6 5 4 3 2 1 0.8 S.5 0.4 0.3 0.2 0.1 i" 2 3 4 S 6 810 20 30 40 60 80100 D�scharge Q Cft3/s> Figure 8-6 Grate Inld C�padty In Sump Condidons Source: HEC-12. 1984 � a � a c � � H � � e3 0 9 1 ,.��� 1 ��� � � � 1 1 ' o.e , �� 1 ' ' 1 �. � ' ' � ' 1 1 1 �. �,, � � ' MAY 1984 o.� � � 0.6 w Z 0.5 � W > 0.4 0 _ � a. 0. 3 w 0 c� ? 0.2 0 z 0 4 0.1 ,� • EXAMPLE . t � 0 I 2 3 4 FLOW INTO INLET PER S�. FT. OF OPEN AREA (CFS/FT2) Figure 5-3 CAPACITY OF GFIATED INLET IN SUMP (From: Wright-McLaughlin Engineers, 1969) 5-11 5 DESIGN CRITEAIA r � ' : . ru« �...w.. w �«r.....�a e..ow.r. ?�P�l ar � �ir5e �� 1TURE GJ�I�� �'�J�: �,;i,,;a�,; '�-,-�,.,,�; ,.,.�. � L/� CHECKEO BY �eC�►5�a r �s � cu� A J (O ����� r�J C'a �L' OATE SNEET ��� �� � � � � �e ��i7n�h ��Pov�l�� �� e Ci�SGi��lS � -��e ������ ����� U'►a�lH� � a� aPPr"°X�/�luttiy 5�'�on �S�Da. �} �(�,� S�fiv►'►, �e C�uw�c��hvt�� ��%1(a-3 f�,e lDD- eu� wq�ci5���{u�� , y el e��jvn 15 �19,�0� o G�+c� ���cd {�f�,u� s� �I�� C�s= �i�,�3) an� �A �s� �us� ��o. �s)), ";2��mah �CP : Uhm�lr�s �91$-15 D�5 �a�ti�- =�}5��i �q I 1- 5 �. - a3q-a �f 5 - D, sa°lo OF f� II�St�P� ar�a��stS -�c c��e�c�m�n e, �e h�d��l�c, yr�lei��e wa5 rvn. Fo� U��.�,a�5 e� 8�S, �►e�� wa5 V� an �rlc�CaS� in fHc h�d���l,� �►-u�del���. �o�-�►e �e�er►�ivr� or� f tGG C�I GJl��io�s, v5e a fu� I�af�� ��e��fi�� o� �l�ad�o. � , STEWART CASE PARK - 24-INCH RCP OUTLET TO FOOTHILLS CHANNEL ' COFC05 - OCTOBER 1998 - L8J1 INC. - 8.0 cfs . 5, 18 , 2 0, 3, 2, 1, . 8, 5 0 0, 3 0 0,. 2, Y 1,5 1.4 , 28.5 , 10 , .786 ' 3 1, 4917.6 , 0, 1, 21 , 0, 0, 0 8.0 , 0, 9.99 ,.9 , 0, 0, 0, 0, 0 ' 2,4923.0,21,1,32,0,0,0 8.0,0,9.99, .9, 0, 0, 0, 0, 0 3, 4923.0 , 32 , 0, 0, 0, 0, 0 8.0,0,9.99, .9,0,0,0,0,0 ' Z L 21 ,239.2 , .52 , 4920.75 , .013 , 1.00 , 0 , 1 , 24 , 0 E7��STl�� �'�^�h � P 32, 0.1, .52,4920.75, .013,0.05,0, 1,24,0 ti ' a�-,h�h �� IJD�e� F�ulySrS �if e ; �ASE PgQ�C . �fFf ��a I � L._J 1 ' 1 ' �� i ' ' I 1 ' 1 ' ' 1 1 ' ' 1 ' 1 ' ------------------- --------- ----- ------ ------------------------------------------------------=--------------------� = STORM SENER SYSTEM DESIGN USING UDSENER MODEL Developed by Dr. James Guo, Civil Eng. Dept, U. of Colorado at Denver Metro Denver Cities/Counties & UDFCD �ool Fund Study e====_ ��==c�====v====ev=e==e=��==ac�=c====�=o�=a�aa=�aa=o=c=c=o==c��x=s��o==e USER:LIDSTONE AND ANDERSON- FT COLLINS COLORADO .............................. ON DATA 10-30-1998 AT TIME 10:57:48 VERSION=03-26-1994 *** PROJECT 71TLE :STEWART CASE PARK - 24-INCH RCP OUTLET TO FOOTHILLS CHANNEL *** RETURN PERIOD OF FLOOD IS 5 TEARS RAINFALL INTENSITY FORMULA IS GiVEN *** SUMMARY OF SUBBASIN RUNOFF PREDICTIONS ---•------------------------------------------------------------------ TIME OF CONCENTRATION MANHOLE BASIN OVERLAND GUTTER BASIN RAIN I PEAK FLOLJ _ID NUMBER AREA * C To (M[N) Tf (MIN) Tc (MIN) INCH/HR CFS --------------------------------------------------�---------------- 1.00 8.99 0.00 0.00 0.00 4.75 42.69 2.00 8.99 0.00 0.00 0.00 4.75 42.69 3.00 8.99 0.00 0.00 116.30 0.89 8.00 C�SE�g�k- o✓T THE SHORTEST DESIGN RAINFALL DURATION IS FIVE MINUTES ' FOR RURAL AREA, BASIN TIME OF CONCENTRATION =>10 MINUTES FOR URBAN AREA, BAS1N TIME OF CONCENTRATION =>5 MINUTES AT THE 1ST DESIGN POINT, TC <=(10+TOTAL LENGTH/180) IN MINUTES � WHEN WEIGHTEO RUNOFF COEFF=> .2 , THE BASIN IS CONSIOERED TO BE URBANIZED YHEN TO+TF<>TC, IT INDICATES THE ABOVE DESIGN CRITERIA SUPERCEDES COMPUTATIONS � "*" SUMMARY OF HYDRAULICS AT MANHOLES -------------------------�----------------------------------------------------- MANHOLE CNTRBTING RAINFALL RAINFALL DESiGN GROUND NATER COMMENTS ID NUMBER AREA * C DURATION (NTENSITY PEAK FLOW ELEVATION ELEVATION MINUTES INCH/HR CfS FEET FEET ------------------------------------------------------------•------------------ 1.00 0.00 0.00 0.00 8.00 4917.60 4920.00 NO � No r��G �� f„I,�,L, a� Q' �, L�'�, 2.00 17.98 295.05 0.44 8.00 4923.00 4919.99 OK 3.00 8.99 116.30 0.89 8.00 4923.00 4920.05 OK OK MEANS NATER ELEVATION IS LOHER THAN GROUND ELEVATION *** SUMMARY OF SEWER HYDRAULICS NOTE: THE GIVEN FL041 DEPTH-TO-SEHER SIZE RATIO= .8 --------------------------------------------------�--- ^ ----------------------- SENER MAMHOLE NUMBER SEYER REOUIRED SUGGESTED EXISTING ID NUMBER UPSTREAM DNSTREAM SHAPE DIA(RISE) DIA(RISE) DIA(RISE) HIDTH !D N0. ID N0. (IN) (FT) (IN) (FT) (IN) (FT) (FT) ----------------------------------------�-------------------------------------- 21.00 2.00 1.00 ROUND 18.38 21.00 24.00 0.00 32.00 3.00 2.00 ROUND 18.38 21.00 24.00 0.00 DIMENSION UNITS FOR RWND AND ARCH SEYER ARE IN INCNES DIMENSION UNITS FOR BOX SEWER ARE IN FEET REOUIRED DIAMETER WAS DETERMINED BY SEWER HYDRAULIC CAPACITY. SUGGESTED DIAMETER WAS DETERMINED BY COMMERCIALLY AVAILABLE SIZE. fOR A NEW SENER, FLOW YAS ANALY2ED BY THE SUGGESTED SEWER SIZE; OTHERNISE, EXISITNG SI2E YAS USED A13 --�-------------------------�---------------------------------------------�---- SEWER DESIGN FLON NORMAL NORAML CRiTiC CRITIC FULL FROUDE COMMENT , ' ' ID FLOW � fULL a DEP7H VLCITY DEPTH YLCITY VLClTY N0. __NUMBER CFS CFS FEET FPS FEET FPS FPS --------------------------------------------------------------------- ^ 21.0 8.0 16.4 0.99 5.17 1.03 4.93 2.55 1.04 V-OK 32.0 8.0 16.4 0.99 5.17 1.03 4.93 2.55 1.04 V-OK FROUDE NUM8ER=0 INDICATES THAT A PRESSURED FLOW OCCURS ' -----------------------------�------------------�--------------------- SEUER SLOPE INVERT ELEVATION BUR[ED DEPTH COMMENTS i0 NUMBER UPSTREAM DNSTREAM UPSTREAM DNSTREAM % (FT) (FT) (FT) (FT) ' �--------------�------------------------------------------------------ 21.00 0.52 4918.75 4917.51 2.25 -1.91 NO 32.00 0.52 4918.75 4978.75 2.25 2.25 OK OK MEANS BURIED DEPTH IS GREATER THAN REOUIRED SOIL COVER OF .5 FEET ' ii'" SUhWARY OF HYDRAULIC GRADIENT LINE ALONG SEYERS ' ----------------------'--------------- ^ ---------------------------'----•- " --- SELIER SEYER SURCHARGED CROYN ELEYATION WATER ELEVATION FLOW ID NUMBER LENGTH LENGTN UPSTREAM DNSTREAM UPSTREAM DNSTREAM CONDITION FEET FEET FEET FEET FEET FEET ' ------------------------------------------------------------------------------- 21.00 239.20 75.59 4920.75 4919.51 4919.99 4920.00 JUMP 32.00 0.10 0.00 4920.75 4920.75 4920.05 4919.99 JUMP PRSS'ED=PRESSURED FLOW; JUMP=POSSIBLE HYDRAULIC JUMP; SUBCR=SUBCRITICAL FLOW •** SUMMARY OF ENERGY GRADIENT LINE ALONG SEWERS �---------------------------------------------------------------------�-------- UPST MANHOLE SENER JUNCTURE LOSSES D061NS7 MANHOLE SEYER MANHOLE ENERGY FRCTION BEND BEND LATERAL LATERAL MANHOLE ENERGY ID NO ID N0. ELEV FT FT K COEF LOSS FT K COEF LOSS FT ID FT ------------------------------------------------------------------------------- 21.0 2.00 4920.09 0.09 1.00 0.00 0.00 0.00 1.00 4920.00 32.0 3.00 4920.15 0.05 0.05 0.01 0.00 0.00 2.00 4920.09 BEND LOSS =BEND K" FLOWING FULL VHEAD IN SEWER. LATERAL LOSS= OUTFLOW FULL VHEAD-JCT LOSS K•INFLQW FULL VHEAD FRICTION LOSS=O MEANS IT IS NEGLIGIBLE OR POSSIBLE ERROR DUE TO JUMP. FRICTION LOSS INCLUDES SEWER INVER7 DROP AT MANHOLE NOTICE: VHEAD DENOTES THE VELOCITY HEAD OF FULL FLOW CONDITION. A MINIMUM JUC7ION LOSS OF 0.05 FT WOULO BE IN7RODUCED UNLESS LATERAL K=O. FRICTION LOSS WAS ESTIMATED BY BACKYATER CURVE COMPUTATIONS. a�'� SUMMARY OF EARTH EXCAVATION VOLUME FOR COST ESTIMATE. THE TRENCH SIDE SLOPE = 1 -------------------------�-------- ^ ------------------------------------•------ MANHOLE GROUND INVERT MANNOLE ID NUMBER ELEVATlON ELEVATION HEIGHT FT FT FT ---------------------------------------------------------•�-------------------- 1.00 4917.60 4917.51 0.09 2.00 4923.00 4918.75 4.25 3.00 4923.00 4918.75 4.25 -------•----------------------------------------------------------------------- , SE4ER UPST TRENCH YIDTH DNST TRENCH WIDTH TRENCH WALL EARTN ID NUMBER ON GRWND AT lNVERT ON GROUND AT INVERT LENGTH THICKNESS VOLUME FT FT FT FT FT INCHES CUBIC YD l�l� � ' ------------------------------------------------------------------------------- ' 21.00 8.00 4.50 -0.31 4.50 239.20 3.00 165.7 32.00 8.00 4.50 8.00 4.50 0.10 3.00 0.1 ' TOTAL EARTH VOLUME FOR SEWER TRENCNES = 165.7644 CUB1C YARDS EARTH VOIUME YAS ESTIMATED TO HAVE BOTTOM WIDTH=DIAMETER OR HIDTH OF SEWER + 2* B 8=0NE FEET WHEN DIAMETER OR YIDTN <=48 INCNES ' B=TWO FEET WHEN DIAMETER OR WIDTH >48 INCHES IF BOTTOM NIDTH <MINIMUM YIDTH, 2 FT, THE MINIMUM HIDTH HAS USED. BACKFILL DEPTH UNDER SEYER YAS ASSUMED TO BE ONE FOOT SEWER WALL THICKNESS=EGIVLNT DIAMATER IN INCH/12 +1 IN 1NCHES ' -�ED. BACKFILL DEPTH ' t , 1 ' ' ' , ' 1 ' ' ' �15 ' ' ��om �av'fh�l�5 /��jion���ywAna� �%�i�p' �5-b�,1�- R�l�s►� �IG ' AC Ti AS-BUILT FOOTHILLS BASIN REGIONAL CHANNEL (COTST93.01); 9/25/95 T2 CHANNEI GEOMETRY AND PROFILE DEFINED BY TST (TOB = TOP OF CHANNEL) j� �� ' 73 REGIONAI CHAHNEL 100-YEAR DISCHARGE, F(LE: AB-H2.DAT ,��pp �� Q.,I C V1.�[ Y11'�/ d * 100-YEAR FLOW STAR7ING WSEL DETERMINED FRaM FCRID HYDRAULIC ANALYSIS . �'� -1'fZ •�T ' * AT CROSS SECTION 40.0 (FILE: FCRID-RB.OUT 4/14/94) �r J; � � ` � n �'I /�� iv �'�� J 1 0 2 0 0 0 0 0 0 4879.98 0 ��,� ��s�� C�Ip f�� J2 1 0 -1 ' J3 150 38 43 8 26 1 68 i ��`�" �+ast� on �� * DONNSTREAM END OF ELEMENT 94 x[J l�Q. O �''�9�y /� OT 2 724 7 /l 6 D-•- Z ' NC 0.1 0.3 ��d+� �OV y F�w��/�ks / �, 'NH 5 0.035 492. 0.065 497. 0.028 503. 0.065 508. 0.035 T>e ��� r .� l�,y) NH 549. �� X1 150.0 7 452. 549. 0.0 0.0 0.0 ��� �� �r �1.� / p� ' GR4882.1 452.0 487Z.04 492.0 48n.04 497.0 4871.04 500.0 4872.04 503.0 .� GR4872.0 508.0 4882.37 549.0 �'�tAn� NC 0.045 0.045 0.045 0.3 0.5 'X1 220.0 7 448. 544. 70.0 7U.0 70.0 GR4883.9 448.0 4872.02 494.0 4872.02 497.0 4871.02 500.0 4872.02 503.0 GR4872.0 506.0 4881.85 544.0 � X1 250.0 4 437. 555. 44.0 44.0 44.0 GR4884.0 437.0 4869.67 494.0 4869.67 506.0 4882.0 555.0 � * DROP �11 ltt 264.0 7 472. 528. 14.4 14.0 14.0 � GR4882.8 472.0 4877.37 494.0 4877.37 497.0 4876.37 500.0 4877.37 503.0 ., GR4877.4 5Q6.0 4882.87 5z8.0 NC 0.1 0.3 ' NH 5 0.035 494. 0.065 497. 0.028 503. 0.065 506. 0.035 NN 528. x1 284.0 7 472. 528. 20.0 20.0 20.0 . ' GR4883.3 472.0 4877.81 494.0 4877.81 497.0 4876.81 500.0 4877.81 503.0 GR4877.8 506.0 4883.31 528.0 NH 5 0.035 492. 0.065 497. 0.028 503. 0.065 510. 0.035 ' NH 541. X1 450.0 7 462. 541. 156.0 156.0 156.0 GR4884.5 462.0 4878.97 492.0 4878.97 497.0 4877.97 500.0 4878.97 503.0 ' GR48T9.0 510.0 4884.47 541.0 � • WETLAkD POD #1 ' NH 5 Q.035 486. 0.065 494. 0.428 500. 0.065 546. 0.035 NH 581. X1 550.0 7 462. 581. 100.0 100.0 100.0 ' X3 540 GR4885.2 462.0 4879.67 486.0 487'9.67 494.0 4878.67 497.0 4879.67 500.0 GR48T9.7 546.0 4885.17 581.0 ' 25SEP95 10:51:03 SECNO XLCH 4150.000 75.00 4300.000 150.00 4550.000 250.00 ' 4750.000 200.00 4950.000 200.00 * 5025.000 75.00 * 5105.000 80.00 * 5295.000 190.00 • 5500,000 205.00 * 5650.Q00 15Q.00 * 57T3.900 123.90 ELTRD .00 .00 .00 .00 .00 .00 .00 .00 .00 .aa .00 c►��E� �f �5� : �an, a ELLC ELMIN Q CWSEL CRIWS EG 10"KS .00 4913.24 481.00 4919.23 .00 4919.32 6.99 .00 4914.51 481.00 4919.33 .00 4919.52 20.89 .00 4916.75 481.00 4920.15 .00 4920.81 1T2.97 .00 4918.55 427.00 4922.58 .00 4922.93 66.68 .00 4920.34 42T.a0 4924.04 .00 4924.40 81.74 .00 4921.01 427.00 4924.68 .00 4924.77 28.75 .00 4922.56 427.00 4925.47 4925.47 4926.26 234.74 .00 4923.43 427.00 4927.20 ,00 4927.47 27.36 .00 4925.2T 427.00 4928.30 4928.30 4929.14 275.81 .00 4926.62 427.00 4930.53 .00 4930.79 55.96 .00 4927.73 427.00 4931.35 .00 4931.82 114.50 �;1� A� i� PAGE 33 VCH AREA .01K 2.34 205.48 181.92 3.44 139.63 105.24 6.51 73.90 36.57 4.77 89.55 52.29 4.84 88.15 47.23 2.47 173.15 79.64 7.15 59.73 27.87 4.16 102.57 81.64 7.36 58.01 25.71 4.14 103.09 5T.08 5.50 77.62 39.90 APPENDIX B BASELINE CONDITI4N SWMM MODEL INPUT AND OUTPUT z � � z 3 4 HATERSHED 0 FOOTHILLS BASIN S{�RIM MODEL -- NODIFIED FOR PINECONE OVERALL DRAINAGE PLAN FILE: PCFD-SPL BIISIN 651 SPLIT FOR CASE PARK LIDSTWIE & AIIDERSON OCT 1998 54 0 0 5.0 1 1.0 24 5.0 0.60 0.% 1.44 1.68 3.00 5.04 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.48 0.36 0.36 0.24 0.24 0.24 0.24 0.24 0.24 0.12 0.12 1 -2 0 0000 00.0 00..000 .016 .25 .10 .30 .51 .50 .0018 1 1 1 5400 69.2 40..007 2 4 2100 46.9 40..008 4 105 1650 66.6 40..009 5 103 2100 37.0 40..004 6 8 1800 40.5 39..007 7 202 300 9.7 40..010 8 11 2800 25.0 40..005 9 13 700 4.8 23..010 10 14 3000 68.4 38..011 11 16 1800 50.5 40..010 72 18 4000 64.9 28..003 13 120 500 7.4 10..012 14 21 1100 5.9 40..013 15 120 1000 2.2 0..040 16 98 850 7.2 90..020 17 24 800 3.1 80..015 18 25 1200 24.1 80..005 19 205 980 13.4 90..008 20 27 1200 23.0 90..035 120 206 2000 19.0 40..035 21 28 300 4.8 90..010 121 204 500 10.1 90..010 22 29 1400 25.7 76..009 23 31 4600 40.1 40..005 2G 33 3600 47.9 40..010 25 34 4500 93.0 90..010 26 35 1700 35.3 50..010 27 36 1100 11.6 50..010 28 37 700 4.8 50..040 24 43 4200 64.5 40..009 30 40 2800 64.6 21..010 31 38 4600 57.7 40..005 32 42 1400 26.9 27..008 33 48 500 3.7 90..007 34 45 800 16.9 80..020 35 47 1200 18.0 10..015 36 65 2000 18.0 90..030 37 50 7800269.0 76..030 38 51 4400 34.2 40..010 39 53 1000 32.1 3..010 40 55 T300202.3 40..007 41 172 700 5.8 90..010 42 1T2 1000 14.0 40..010 142 173 1200 35.5 40..010 43 74 600 26.5 7..010 44 58 4600 50.2 40..005 45 62 6600151.8 53..008 46 60 2400 30.2 40..007 47 63 2000 91.4 40..008 48 65 2000 74.1 40..006 49 67 3200 42.2 40..010 50 57 .500 7.3 65..022 150 157 2400 30.1 65..008 51 70 2600 69.7 40..007 52 79 600 16.9 70..005 (�c��nG �on�t�►or� 5W�'11A� P►'�a�e� Tn� 53 75 600 12.3 70..005 54 81 1800 52.7 60..003 55 208 1300 56.5 40..006 56 209 1300 36.1 40..003 57 85 6500166.2 40..020 58 212 2650 60.9 40..004 59 211 1500 20.7 40..006 60 78 1500 24.6 47..005 61 210 500 12.0 64..009 --� 62 77 1800 2.0 99..007 63 193 1310 93.0 40..005 1 641 361 5000 14.5 40.0.0250 .016 .25 .10 .SO .51 1 642 365 1T00 7.1 40.0.0070 .016 .25 .10 .50 .51 1 643 363 3750 23.5 40.0.0070 .016 .25 .10 .50 .51 1 644 364 2850 16,5 40.0.0063 .016 .25 .10 .50 .51 1 645 351 3620 4.5 10.0.0400 .016 .25 .10 .50 .51 650 88 1220 19.6 40..010 ^ 651 88 430 6.9 10..010 �.- 652 88 1200 27.3 6..020 66 94 5800 85.7 14..020 67 86 1500 28.3 40..036 68 87 1800 60.0 40..010 69 95 1300 47.0 40..030 1 301 301 300 1.4 100..001 1 302 302 2800 18.1 55..020 1 303 303 1400 10,3 18..010� 1 304 304 700 4,4 0..010 � 1 305 334 450 5.1 3..012 1 306 306 600 4.5 55..020 1 307 307 600 7.6 85..010 1 308 308 300 4.7 93..010 1 309 309 1000 3.3 24..010 1 310 310 1700 6,0 33..010 1 311 311 700 1.T 100..001 1 312 312 1000 8.5 0..020 1 313 313 2200 3.4 33..020 1 314 314 500 2.8 89..010 1 315 315 500 2.8 89..010 1 316 335 430 5.7 0..008 0 2 650 651 0 1 102 0 1 0 102 5 0 2 0 4 1�2 0 1 0 105 6 0 2 0 5 6 0 5 0 103 201 0 1 0 201 6 0 2 0 6 7 0 5 0 7 10 0 1 0 8 109 0 1 0 9 10 8 2 .0 0. 0.972 2.1 0 109 10 7 2 .0 0. 2.287 23.0 0 202 9 0 2 0. 10 15 0 1 0 11 15 0 1 0 116 19 0 2 0 13 16 0 1 2.0 2700. .010 30.0 2.0 1600. .009 0.0 2.0 2100. .004 30.0 1.5 100. .010 .0 2.0 1650. .002 .0 1.0 1650. .002 30.0 2.0 2400. .009 30.0 1.5 100 .OtO .0 2.5 600. .003 .0 2.0 600. .003 30.0 4.0 1400. .008 3.0 4.0 1000. .007 30.0 0.1 1000. .010 .0 0.056 1.0 0.274 1.420 2.3 1.753 0.1 1000. .010 .0 0.015 0.9 0.528 2.527 36.0 2.614 1.0 100. .010 .0 6.0 1500. .008 3.0 2.0 1300. .010 30.0 4.0 1200. .008 .0 2.0 500. .007 30.0 30.0 0.0 30.0 .0 .0 30.0 30.0 .0 .0 30.0 3.0 30.0 .0 1.5 2.5 .0 5.7 60.0 .0 3.0 30.0 .0 30.0 .5 .0018 .5 .0018 .5 .0018 � .5 .0018 .5 .0018 0.016 100.00 0.013 2.00 0.016 100.00 0.013 1.50 0.013 2.00 0.016 100.00 0.016 100.00 0.013 1.50 0.013 2.50 0.016 100.00 0.040 100.00 0.016 100.00 0.100 0.10 0.586 1.8 2.028 81.2 0.100 0.10 1.436 15 3 0.013 1.00 0.040 100.00 0.016 100.00 0.013 4.00 0.016 100.00 � 0 14 15 0 1 0 15 116 7 2 .0 0. 4.491 64.0 0 16 203 0 1 0 203 120 0 2 0 18 19 0 1 0 19 120 8 2 .0 0.0 5.212 39.0 0 120 29 0 2 0 21 120 0 1 0 98 34 0 1 0 24 25 0 1 0 25 26 0 1 0 26 27 0 1 0 27 50 0 1 0 205 26 0 2 0 206 50 0 2 0 204 34 0 5 0 28 30 0 1 0 29 34 0 5 0 30 32 0 2 0 31 32 0 1 0 32 40 0 2 0 33 40 0 1 0 34 35 0 5 0 35 40 0 4 0 36 51 0 1 0 37 49 0 1 0 38 39 0 1 0 39 42 7 2 .0 0. 4.085 18.9 0 40 41 0 4 0 41 42 9 2 0.001 0.0 0.871 3T8.3 7.135 2731.4 0 42 55 12 2 0. .0 1.37 54.0 21.63 218.0 0 43 44 0 1 0 44 58 5 2 .0 .0 2.242 102. 0 45 49 0 5 0 46 49 0 5 0 47 G6 0 5 0 48 47 0 1 0 49 50 0 1 0 50 53 5 2 0.0 0.0 630.0 880.0 0 51 52 0 5 0 52 53 0 5 2.0 1400. .007 30.0 30.0 0.016 100.00 0.1 1000. .025 .0 .0 0.100 1.3 0.006 1.0 0.398 16. 1.936 39.0 7.423 81. 10.642 97. 2.0 2000. .004 30.0 30.0 0.016 100.00 1.5 100. .010 .0 .0 0.013 1.50 2.0 1500. .012 30.0 30.0 0.016 100.00 0.1 1000. .010 .0 .0 0.100 1.50 0.289 3.0 1.423 13. 3.088 28.0 8.053 56.0 11.9% 78.0 18.262 111.0 4.0 400. .010 .0 .0 0.013 4.00 2.0 1100. .003 30.0 30.0 0.023 1.00 1.0 600. .015 30.0 30.0 0.023 1.00 10.0 800. .0004 3.0 3.0 0.030 100.00 10.0 1200. .0004 3.0 3.0 0.030 100.00 10.0 400. .0004 3.0 3.0 0.030 100.00 10.0 3200. .0004 3.0 3.0 0.030 100.00 1.0 100. .002 .0 .0 0.013 1.00 2.0 100. .010 .0 .0 0.013 2.00 1.5 1200. .004 .0 .0 0.013 1.50 1.0 1200. .004 30.0 30.0 0.016 100.00 2.0 800. .002 30.0 30.0 0.016 1�.00 3.5 800. .005 .0 .0 0.013 3.50 10.0 800. .005 25.0 25.0 0.016 100.00 2.0 2200. .012 .0 .0 0.016 2.00 2.0 2400. .009 30.0 30.0 0.016 100.00 2.0 1650. .006 .0 .0 0.013 2.00 2.0 2600. .010 30.0 30.0 0.016 100.00 4.5 2300. .010 30.0 30.0 0.016 4.50 5.0 2300. .010 30.0 30.0 0.016 100.00 10.0 900. .003 4.0 4.0 0.040 6.00 58.0 900. .003 30.0 30.0 0.060 100.00 1.0 1100. .006 30.0 4.0 0.016 100.00 3.0 800. .013 3.0 3.0 0.040 100.00 2.0 2400. .005 30.0 30.0 0.016 100.00 0.1 1000. .005 .0 .0 0.100 0.10 0.232 4.5 1.213 12.0 2.561 14.9 5.352 18.0 5.T75 42.0 15.0 1000. .002 4.0 4.0 0.040 4.00 47.0 1000. .002 100.0 100.0 0.060 100.00 .1 1000. .010 .0 .0 0.100 .01 0.016 701.5 0.099 290.8 0.300 498.3 1.444 378.3 2.016 458.9 3.968 1213.6 .1 150. .010 .0 .0 0.013 .01 0.007 1.7 0.077 f2.5 Q.359 31.0 4.0T 93.0 8.68 13T.0 14.64 184.0 25.4 230.0 29.Z 243.0 37.2 262.0 2.0 2150. .006 30.0 30.0 0.016 100.00 0.1 1700. .002 .0 .0 O.t00 0.10 0.185 10.5 0.866 21.3 1.884 24.4 3.0 900. .015 .0 .0 0.013 3.00 5.0 900. .015 100.0 100.0 0.016 100.00 1.5 500. .020 .0 .0 0.013 1.50 2.0 500. .020 30.0 30.0 0.016 100.00 2.0 1300. .017 .0 .0 0.013 2.00 2.0 1300. .017 30.0 30.0 0.016 100.00 1.0 500. .002 30.0 1.0 0.016 100.00 10.0 500. .016 5.0 5.0 0.040 100.00 .1 1. .016 .0 .0 1.000 .01 90.0 40.0 250. 220.0 460.0 560.0 1.5 2400. .010 .0 .0 0.013 1.50 2.0 2400. .010 30.0 30.0 0,016 100.00 2.0 1300. .005 .0 .0 0.013 2.00 , �� 0 53 54 0 5 0 54 55 0 5 0 55 56 0 1 0 56 57 8 2 0.0 0.� 6.786 204.7 0 57 157 13 2 0.0 .0 0.88 153.0 2.11 322.0 3.43 823.0 0 15T 78 22 2 0.0 .0 0.14 136.0 2.63 409.0 8.54 540.0 9.99 675.0 11.44 1040.0 0 58 59 0 1 0 59 62 4 2 .0 0.0 0 60 61 0 1 0 61 62 0 1 0 62 162 4 2 .0 0.0 78 162 66 4 3 0 0 0 63 64 0 1 0 64 66 0 5 0 65 66 0 7 0 66 69 T 2 .0 0. 24.512 45.8 0 67 66 0 1 0 69 82 0 5 0 70 71 0 1 0 71 82 5 2 .0 5.8 11.247 1T.2 0 172 173 6 2 .0 0.0 3.384 30.5 0 173 56 0 5 0 74 1T3 0 2 0 75 76 8 1 .0 .0 0.738 3.0 0 79 76 3 2 .0 .0 0 76 T! 0 5 0 77 78 0 5 0 78 88 0 1 0 211 88 2 2 .0 .0 0 212 94 0 2 0 210 T8 9 2 0.0 0.0 0.93 20.65 3.0 1300. .005 G.0 2.0 900. .004 .0 50.0 900. .004 4.0 2.0 1500. .006 .0 3.0 1500. .006 13.0 10.0 3200. .003 3.0 .1 100. .005 .0 0.005 9.1 0.113 17.729 294.4 34.683 0.1 130. .0059 .0 0.01 17.0 0.10 1.42 222.0 1.60 2.44 404.0 2.77 0.1 157. .0046 .0 0.01 9.0 0.02 0.38 254.0 0.83 4.05 452.0 5.81 8.90 558.0 9.2T 10.35 740.0 70.71 11.80 1176.0 2.0 24�0. .006 30.0 1.8 900. .002 .0 0.1 0.0 1.5 5.0 3000. .002 3.0 3.0 1100. .004 4.0 .1 800. .010 .0 9.836 .0 16.533 1. 24 0 54 2.0 1300. .005 30.0 3.0 1400. .008 .0 2.0 1400. .008 30.0 2.0 1300. .003 30.0 .1 1000. .0012 .0 0.007 3.8 0.394 40.910 47.4 47.706 2.0 1200. .006 30.0 2.5 1220. .0117 .0 2.5 1220. .0117 2.5 2.0 1600. .004 30.0 0.1 1000. .004 .0 0.165 9.9 2.826 .1 1000. .008 .0 0.031 3.9 0.435 6.488 34.0 2.3 1500. .0022 .0 2.0 1500. .0022 30.0 1.5 100. .010 .0 .1 1000. .001 1.0 0.020 0.5 0.159 0.971 3.0 1.260 .1 1000. .001 0.0 0.580 10.0 0.600 1.0 700. .003 .0 1.0 700. .003 30.0 2.0 1100. .002 .0 2.0 1100. .002 30.0 5.0 1400. .0084 4.0 0.1 1000. .010 .0 2.27 10. 2.5 100. .010 .0 0.1 80. .005 .0 0.50 6.59 0.62 1.11 23.54 1.29 4.0 0.040 100.00 .0 0.013 2.00 4.0 0.040 100.00 .0 0.013 2.00 13.0 0.040 100.00 3.0 0.04� 100.00 .0 0.013 2.00 39.0 1.536 90.0 358.4 56.319 411.3 .0 0.013 0.1 23.0 0.37 81.0 235.0 1.78 264.0 514.0 3.10 653.0 .0 0.023 0.1 48.0 0.04 92.0 308.0 1.55 362.0 493.0 8.18 531.0 586.0 9.63 6?3.0 822.0 11.08 922.0 30.0 0.016 100.00 .0 0.013 1.8 0.0 3.0 0.0 3.0 0.040 100.00 4.0 0.040 100.00 .0 0.010 .01 18T.5 36.487 1560 30 3000 30 30.0 0.016 100.00 .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.100 .10 24.2 6.483 37.8 48.0 30.0 0.016 100.00 .0 0.013 2.50 2.5 0.040 100.00 30.0 0.016 100.00 .0 0.100 0.1 13.2 8.481 16.4 .0 0.100 1.50 16.8 1.610 28.1 .0 0.013 2.3 30.0 0,016 100.00 .0 0.023 1.50 1.0 0,100 .01 1.3 0.393 2.1 18.4 1.782 60.0 0.0 0.100 .O1 125.0 .0 0.013 1.00 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 4.0 0.036 100.00 .0 0.100 0.10 .0 0.013 2.50 .0 O.Oi3 0.10 13.08 0.78 17.30 26.tt 1.50 28.46 ' 1.71 30.62 0 81 207 0 1 0 207 82 3 2 .0 .0 0 82 83 0 5 0 208 83 3 2 .0 .0 0 83 184 0 5 0 209 184 3 2 .0 .0 0 184 94 0 5 0 85 215 0 1 0 215 95 0 2 0 86 216 0 1 0 216 94 0 2 0 87 95 0 1 0 88 94 0 4 0 90 91 0 5 0 91 96 0 5 0 193 96 0 2 0 94 95 0 1 0 95 96 0 1 0 96 0 1 1 301 321 0 3 1 302 324 0 1 0 303 335 4 2 0.00 0.00 1 304 335 0 1 0 306 307 4 2 0.00 0.00 1 307 308 0 5 1 308 309 0 5 1 309 334 0 5 1 310 336 0 1 1 311 328 0 3 1 312 335 0 1 0 313 334 3 2 0.00 0.00 1 314 307 0 1 1 315 307 0 1 323 321 322 3 3 0.00 0.00 1 322 331 0 3 1 323 302 0 3 326 324 325 3 3 0.00 0.00 1 325 327 0 3 1 326 303 0 1 1 327 335 0 2 330 328 329 3 3 0.00 0.00 1 329 332 0 3 1 330 312 0 3 1 331 306 0 2 1 332 309 0 2 337 336 338 3 3 0.00 0.00 2.5 1850. .005 30.0 30.0 0.016 100.00 0.1 1000. .010 .0 .0 0.100 0.10 5.0 20. 7.0 20. 4.0 1350. .004 .0 .0 0.013 2.50 4.0 1350. .004 30.0 30.0 0.013 100.00 0.1 1000. .010 .0 .0 0.100 0.10 3.7 20. 5.0 20. 4.5 1300. .004 .0 .0 0.016 3.00 4.5 1300. .004 30.0 30.0 0.016 100.00 0.1 1000. .010 .0 .0 0.100 0.10 2.9 9. 4.0 9. 4.5 1850. .0056 .0 .0 0.013 3.00 4.5 1850. .0056 30.0 30.0 0.016 100.00 2.0 6500. .003 30.0 30.0 0.016 100.00 4.0 800. .003 .0 .0 0.013 4.00 2.0 1600. .004 30.0 30.0 0.040 100.00 2.0 100. .010 .0 .0 0.013 2.00 25.0 2600. .0004 3.0 3.0 0.030 100.00 3.0 1350. .012 4.0 4.0 0.040 4.00 35.0 1350. .012 30.0 30.0 0.060 100.00 3.0 2T00. .007 .0 .0 0.013 3.00 2.0 2700. .007 30.0 30.0 0.016 100.00 3.0 7300. .030 .0 .0 0.013 3.00 2.0 1300. .030 1.0 1.0 0.016 3.00 2.5 100. .0055 .0 .0 0.013 2.50 1.0 3000. .010 20.0 20.0 0.040 100.00 25.0 1300. .0004 3.0 3.0 0.030 100.00 25.0 100. .0004 3.0 3.0 0.030 100.00 1 2.0 1650 .009 30. 30. .020 100. 0.1 1 .010 0. 0. .016 8.00 0.60 1.70 1.25 4.80 1.97 8.80 2.0 700 .010 6. 6. .070 100. 0.1 1 .010 0. 0. .016 8.00 0.11 16.40 0.1T 17,60 0.40 82.00 2.5 343 .006 0. 0. .013 2.50 2.0 343 .006 30. 30. .020 100. 3.0 365 .005 �. 0. .013 3.00 2.0 365 .005 30. 30. .020 100. 3.0 532 .007 0. 0. .013 3.00 2.0 532 .015 6. 6. .OTO 100. 2.0 1330 .007 0. 30. .020 100. 1 2.0 1000 .010 6. 6. .070 100. 0.1 1 .010 0. 0. .016 8.00 0.80 2.30 7.T0 6.90 2.0 500 .008 30. 30. .020 100. 2.0 500 .008 30. 30. .020 100. 1 8.60 0.00 1006.T0 1000.00 1 1 1 35.70 0.00 1029.40 1000.00 1 10.0 300 .013 20. 20. .070 8. 2.5 1160 .0054 0. 0. .013 2.5 1 8.10 0.00 1008.10 1000.00 1 1 1.5 439 .0060 0. 0. .013 1.5 1.5 539 .0050 0. 0. .013 1.5 1 16.80 0.00 1016.80 1000.00 ' ' 1 338 213 0 3 1 1 337 335 0 3 1 1 335 213 0 3 1 1 334 213 0 3 1 ' 0 213 90 15 2 0.1 1. .010 .0 .0 0.013 2.00 .0 .0 0.0 9.86 0.2 19.2 0.5 25.16 1.15 32.4 2.1 35.81 3.45 39.04 4.6 41.31 5.45 42.53 6.3 43.28 6.85 43.83 7.25 44.02 , 7.55 44.17 7.7 44.17 7.8 44.08 0 361 362 0 4 0.0 850. .0133 50. 50. .016 .i 40.0 850. .0133 10. 10. ,020 10. 0 362 351 0 1 0.0 1200. .0040 4. 4. .060 10. ' 0 363 351 0 4 0.0 900. .0050 50. 50. .016 .4 40.0 900. .0050 10. 10. .020 10. 0 364 351 0 4 0.0 500. .0050 50. 50. .016 .4 40.0 500. .0050 10. 10. .020 10. F 0 365 351 0 4 0.0 600. .0100 50. S0. .076 .� � 40.0 600. .0100 10. 10. .020 10. 0 351 214 0 3 0.1 1. .1000 0. 0. .024 0.1 0 214 91 11 2 0.1 1. .1000 0. 0. .024 0.1 0.0 0. 1.13 5.63 1.77 8.93 2.62 11.30 3.47 13.25 4.40 14.95 5.33 16.48 6.34 17.88 7.35 19.17 8.44 20.39 9.53 21.53 ' 0 7 88 94 95 % 210 213 304 ENDPROGRAM � � ~ 1 ' • 1 - � • ' • ' ' ' ' ' ' ' ' �SC�rn( (.vn�i�o ENVIRONMENTAL PROTECTION AGENCY - STORM WATER MANAGEMENT MODEL - VERSION PC.1 ✓� m����L��� ' DEVELOPED BY METCALF * EDDY, INC. ' UNIVERSITY OF FLORIDA {lATER RESOURCES ENGINEEERS, INC. (SEPTEMBER 19703 F ` � UPDATED BT � � , TME OR DISK ASSIGNMENTS UNIVERSITY OF FLORIDA (JUNE 1973) HYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS MISSOURI RIVER DIVISION, CORPS OF ENGINEERS (SEPTENBER 1974) BOYLE ENGINEERING CORPORATION (MARCH 1985, JULY 1985) JIN(1) JIN(2) JIN(3) JIN(4) JIN(5) JIN(6) JIN(7) JIN(8) JIN(9) JIN(10) ' 2 1 0 0 0 0 0 0 0 0 li JOUT(1) JOUT(2) JWT(3) JOUT(4) JOUT(5) JOUT(6) JOUT(7) JOUT(8) JOUT(9) JOUTCIO) 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 I � ' WATERSNED PROGRAM CALLED ' '*• ENTRY MADE TO RUNOFF MODEL *"' ' FOOTHILLS BASIN SYMM MODEL -- MODIFIED FOR P[NECOME OVERALL DRAINAGE PLAN FILE: PCFD-SPL BASIM 651 SPLIT FOR WSE PARK LIDSTONE 3 ANDERSON OCT 1998 ' MA�IBER OF TIME STEPS 54 INTEGRATI0�1 TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF IMPERVIOUS AREA HAS ZERO DETENTION DEPTH ' FOR 24 RAINFALL STEPS, THE TIME INTERVAL IS 5.00 MINUTES FOR RAING1lGE NUMBER 1 RAINFALL HISTORY IN INCHES PER HOUR .60 .96 1.44 1.66 3.00 5.04 9.00 3.72 ' 1.20 .8G .60 .48 .36 .36 .24 .24 .24 .24 .12 .12 ' FOOTFIILLS BASIN SYMM MOOEL -- MOOIFIED FOR PINECONE OVERALL DRAINAGE PLAN FILE: PCFD•SPL BASIN 651 SPLIT FOR CASE PARK LIDSTONE i ANDERSON OCT 1998 ' 2.16 1.56 .24 .24 � ' SUBAREA NUMBER .z 1 2 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 120 21 121 u � 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 142 43 44 45 46 47 48 49 50 150 51 52 53 54 55 56 57 GUTTER WIDTH OR MANHOLE (fT) 0 .0 1 5400.0 4 2100.0 105 1650.0 103 2100.0 8 1800.0 202 300.0 11 2800.0 13 700.0 14 3000.0 16 1800.0 18 4000.0 120 500.0 21 1100.0 120 1000.0 98 850.0 24 800.0 25 1200.0 205 980.0 27 1200.0 206 2000.0 28 300.0 204 500.0 29 1400.0 31 4600.0 33 3600.0 34 4500.0 35 1700.0 36 1100.0 37 700.0 43 4200.0 40 2800.0 38 4600.0 42 1400.0 48 500.0 45 800.0 47 1200.0 45 2000.0 50 7800.0 51 4400.0 53 10Q0.0 55 T300.0 172 700.0 172 1000.0 1T3 1200.0 T4 600.0 58 4600.0 62 6600.0 60 2400.0 63 2000.0 65 2000.0 67 3200.0 57 500.0 157 2400.0 70 2600.0 79 600.0 75 600.0 81 1800.0 208 1300.0 209 1300.0 85 6500.0 AREA (AC) .0 69.2 46.9 66.6 3T.0 40.5 9.7 25.0 4.8 68.4 50.5 64.9 7.4 5.9 2.2 7.2 3.1 24.1 13.4 23.0 19.0 4.8 10.1 25.7 40.1 47.9 93.0 35.3 11.6 4.8 64.5 64.6 57.7 26.9 3.7 16.9 18.0 18.0 Z69.0 34.2 32.1 202.3 5.8 14.0 35.5 26.5 50.2 151.8 30.2 91.4 74.1 42.2 7.3 30.1 69.7 16.9 12.3 52.7 56.5 36.1 166.2 PERCENT IMPERV. .0 40.0 40.0 40.0 40.0 39.0 40.0 40.0 23.0 38.0 40.0 28.0 10.0 40.0 .0 90.0 80.0 80.0 90.0 90.0 40.0 90.0 90.0 76.0 40.0 40.0 90.0 50.0 50.0 50.0 40.0 21.0 40.0 27.0 90.0 80.0 10.0 90.0 76.0 40.0 3.0 40.0 90.0 40.0 40.0 7.0 40.0 53.0 40.0 40.0 40.0 40.0 65.0 65.0 40.0 70.0 T0.0 60.0 40.0 40.0 40.0 SLOPE (FT/FT) .0300 .0070 .0080 .0090 .0040 .0070 .0100 .0050 .0100 .0110 .0100 .0030 .0120 .0130 .0400 .0200 .0150 .0050 .0080 .0350 .0350 .0100 .0100 .0090 .0050 .0100 .0100 .0100 .0100 .0400 .0090 .0100 .0050 .0080 .00T0 .0200 .0150 .0300 .0300 .0100 .Q100 .0070 .0100 .0100 .0100 .0100 .0050 .0080 .0070 .0080 .0060 .0100 .0220 .0080 .0070 .0050 .0050 .0030 .0060 .0030 .0200 RESISTANCE IMPERV. .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 FACTOR PERV. .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 SURFACE STORAGE(IN) IMPERV. PERV. .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 300 .100 .300 .100 .300 .100 .300 .�00 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 .100 300 .100 .300 .100 .300 .100 .300 .100 .300 .100 .300 INFILTRATION RATE(IN/HR) MAXIMIJl1 MINIMUM DECAY RATE .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .SO .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .001BQ .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00780 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 .51 .50 .00180 GAGE NO 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 58 212 2650.0 80.9 40.0 59 211 1500.0 20.7 40.0 60 78 1500.0 24.6 47.0 61 210 500.0 12.0 64.0 �t n �soo. o z.a �. o 63 193 1310.0 93.0 40.0 641 361 5000.0 14.5 40.0 642 365 1700.0 7.1 40.0 643 363 3750,0 23.5 40.0 644 364 2850.0 16.5 40.0 645 351 3620.0 4.5 10.0 650 88 1220.0 19.6 40.0 651 88 430.0 6.9 10.0 652 88 1200.0 27.3 6.0 66 94 5800.0 85.7 19.0 67 86 1500.0 28.3 40.0 68 87 1800.0 60.0 40.0 69 95 1300.0 47.0 40.0 301 301 300.0 1.4 99.9 302 302 2800.0 18.1 55.0 303 303 1400.0 10.3 18.0 304 304 700.0 4.4 .0 305 334 450.0 5.1 3.0 306 306 600.0 4.5 55.0 307 307 600.0 7.6 85.0 308 308 300.0 4.7 93.0 309 309 1000.0 3.3 24.0 310 310 1700.0 6.0 33.0 3S1 311 700.0 1.7 99.9 312 312 1000.0 8.5 .0 313 313 2200.0 3.4 33.0 314 314 500.0 2.8 89.0 315 315 500.0 2.8 89.0 316 335 430.0 5.7 .0 TOTAL NUMBER OF SUBCATCHMENTS, 94 TOTAL TRIBUTARY AREA (ACRES), 3303.90 .0040 .0060 .0050 .0090 .oa�o .0050 .0250 .0070 .0070 .0063 .0400 .0100 .0100 .0200 .0200 .0360 .0100 .0300 .0010 .0200 .0100 .0100 .0120 .0200 .0100 .0100 .0100 .0100 .0010 .0200 .0200 .0100 .0100 .0080 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .1Q0 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 FOOTHILLS BASIN SWMM MOpEI -- MODIFIED FOR PINECONE OVERALL DRAINAGE PLAN FILE: PCfD-SPL BASiN 651 SPLIT fOR CASE PARK LIDSTONE 8 ANDERSOk OCT 1998 .300 .300 .300 .300 .300 .300 .500 .500 .500 .500 .500 .300 .300 .300 .300 .300 .300 .300 .300 300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 300 .300 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 .51 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 2 SUBGTCHMENTS - AVERAGE VALUES YITHIN TIME INTERVALS TIME(HR/MIN) 650 651 0 0 0 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 5. 10. 15. 20. 25. 30. 35. 4�, 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. .0 .0 2.5 7.9 15.2 30.2 61.9 66.5 43.6 34.6 29.2 24.6 20.5 17.2 14.6 12.6 11.0 9.7 .0 .0 .5 1.1 1.7 3.7 8.5 10.0 8.5 8.4 7.9 7.3 6.5 5.9 5.3 4.8 4.3 3.9 .SO .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .50 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .0018a .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 .00180 1 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 � ' 1 35. 1 40. 1 45. 1 50. 1 55. 2 0. 2 5. 2 10. 2 15. 2 20. 2 25. 2 30. 2 35. 2 40. 2 45. 2 50, Z 55. 3 0. 3 5. 3 10, 3 15, 3 20. 3 25. 3 30. 3 35. 3 40. 3 45. 3 50. 3 55. 4 0. 4 5. 4 10. 4 15. 4 20. 4 25. 4 30. 8.7 7.9 7.3 6.7 6.1 5.4 4.7 4.1 3.6 3.2 2.9 2.6 2.4 2.2 2.0 1.8 1.7 1.6 1.5 1.4 1.3 1.2 1.1 1.0 1.0 .9 .8 .8 .7 .7 .7 .6 .6 .5 .5 .5 3.6 3.3 3.1 2.9 2.6 2.4 2.2 2.0 1.9 1.8 1.6 1.5 1.4 1.3 1.3 1.2 1.1 1,0 1.0 .9 .9 .8 .8 .7 .7 .7 .6 .6 .6 .5 .5 .5 .5 .4 .4 .4 ' 'FOOTHILLS BASIN SLMM MODEL -- MODIFIED FOR PINECONE OVERALL DRAINAGE PLAN FILE: PCFD-SPL BAS1N 651 SPL1T FOR CASE PARK LIDSTONE & ANDERSON OCT 1948 ' **; CONTINUITY CHECK FOR SUBCATCHMEMT ROUTING IN UDSNM2-PC MODEL **; , YATERSHED AREA (ACRES) TOTAL RAINFALL (INCHES) ' TOTAL INFILTRATION (INCHES) TOTAL WATERSHED OUTFLObI (INCHES) ' TOTAL SURFACE STORAGE AT END OF STROM CINCNES) ERROR IN CWITINUITI', PERCENTAGE OF RAINFALL ' �_ J 3303.900 2.890 .459 2.071 .359 .001 FOOTHILLS BAS1N SWMM MODEL -- MODIFIED FOR PINELONE OVERALL DRAINAGE PLAN FILE: PCFO-SPL BAS1N 651 SPLIT FOR GSE PARK LIOSTONE 8 ANDERSOII OCT 1998 1 ' ' GUTTER GUTTER NUMBER CONNECT[ON , 1 102 102 5 4 102 ' 105 6 5 6 103 201 ' 20S b 6 7 7 10 ' 8 109 9 10 109 10 202 9 10 15 11 15 116 19 13 16 14 15 15 116 16 203 18 19 203 120 19 120 120 21 98 24 25 26 27 205 206 204 28 29 30 31 32 33 34 35 36 37 38 29 120 34 25 26 27 50 26 So 34 30 34 32 32 40 40 35 40 51 49 39 4IDTH INVERT NDP NP OR DIAM IENGTH SLOPE (FT) (FT) (FT/FT) 0 1 CHANNEL 2.0 2700. .0100 0 2 PIPE 2.0 1600. .0090 0 1 CHANNEL 2.0 2100. .0040 0 2 PiPE 1.5 100. .0100 0 5 PIPE 2.0 1650. .0020 OVERfLOY 1.0 1650. .0020 0 1 CHANNEL 2.0 2400. .0090 0 2 PIPE 1.5 100. .0100 0 5 PIPE 2.5 600. .0030 oVERFLOY 2.0 600. .0030 0 1 CHANNEL 4.0 1400. .0080 0 1 CHANNEL 4.0 1000. .0070 8 2 P1PE .1 1000. .0100 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOY .0 .0 .1 1.0 .3 1.5 .6 1.8 2.5 2.0 81.2 7 2 PIPE .1 1000. .0100 RESERVOIR STORAGE iN ACRE-FEET VS SPILLYAY OUTfLOM .0 .0 .0 .9 .5 5.7 1.4 2.6 60.0 0 2 P1PE 1.0 100. .0100 0 1 CHANNEL 6.0 1500. .0080 0 1 CHANNEL Z.0 1300. .0100 0 2 PIPE 4.0 1200. .0080 0 S CHANNEL 2.0 500. .0070 0 1 CHANNEL 2.0 1400. .0070 7 2 P1PE .1 1000. .0250 RESERVOIR STORAGE IN ACRE-FEET VS SPILLHAY OUTFLOk .0 .0 .0 1.0 .4 16.0 1.9 10.6 9T.0 0 1 CHANNEL 2.0 2000. ,0040 0 2 PIPE 1.5 100. .0100 0 1 CHANNEL 2.0 1500. .0120 8 2 P1PE .1 1000. .0100 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTF�OY .0 .0 .3 3.0 1.4 13.0 3.1 12.0 78.0 18.3 111.0 0 2 P1PE 4.0 400. .0100 0 1 CNANNEL 2.0 1100. .0030 0 1 CHANNEL 1.0 600. .0150 0 1 CHANNEL 10.0 800. .0004 0 1 CNANNEL 10.0 1200. .0004 0 1 CHANNEL 10.0 400. .0004 0 1 CHANNEL 10.0 3200. .0004 0 2 PIPE 1.0 100. .0020 0 2 PIPE 2.0 100. .0100 0 5 PIPE 1.5 1200. .0040 OVERFLOW 1.0 1200. .0040 0 1 CNANNEL 2.0 800. .0020 0 5 PIPE 3.5 800. .0050 OVERFLOY 10.0 800. .0050 0 2 PIPE 2.0 2200. .0120 p 1 CHANNEL 2.0 2400. .0090 0 2 PiPE 2.0 1650. .0060 0 1 LHANNEL 2.0 2600. .0100 0 5 DIPE 4.5 2300. .0100 OVERFL011 5.0 2300. .0100 0 4 CHANNEL 10.0 900. .0030 �VERFLOY 58.0 900. .0030 0 1 CHANNEL 1.0 1100. .0060 0 1 CNANNEL 3.0 800. .0130 0 1 CHANNEL 2.0 2400. .0050 SIDE SL�ES OVERBANK/SURCHARGE HORI2 TO VERT MANNING DEPTH JK . L R N (FT) 30.0 30.0 .016 100.00 0 .0 .0 .013 2.00 0 30.0 30.0 .016 100.00 0 .0 .0 .013 1.50 0 .0 .0 .013 2.00 0 30.0 30.0 .016 100.00 30.0 30.0 .016 100.00 0 .0 .0 .013 1,50 0 .0 .0 .013 2.50 0 30.0 30.0 .016 100.00 3.0 3.0 .040 100.00 0 30.0 30.0 .016 100.00 0 .0 .0 .100 .10 0 1.8 1.0 2.1 1.4 2.3 .0 .0 .100 .10 . 0 15.3 2.3 23.0 2.5 36.0 .0 .0 .013 1.00 0 3.0 3.0 .040 100.00 0 30.0 30.0 .016 100.00 0 .0 .0 .013 4.00 0 30.0 30.0 .016 100.00 0 30.0 30.0 .016 100.00 0 .0 .0 .100 1.30 0 39.0 4.5 64.0 7.4 81.0 30.0 30.0 .016 100.00 0 .0 .0 .013 1.50 0 30.0 30.0 .016 100.00 0 .0 .0 .100 1.50 0 28.0 5.2 39.0 8.1 56.0 .0 .0 .013 4.00 0 30.0 30.0 .023 1.00 0 30.0 30.0 .023 1.00 0 3.0 3.0 .030 100.00 0 3.0 3.0 .030 100.00 0 3.0 3.0 .030 100.00 0 3.0 3.0 .030 100.00 0 .0 .0 .013 1.00 0 .0 .0 .013 2.00 0 .0 .0 .013 5.50 0 30.0 30.0 .016 100.00 30.0 30.0 .016 100.00 0 .0 .0 .013 3.50 0 25.0 25.0 .016 100.00 .0 .0 .016 2.00 0 30.0 30.0 .016 100.00 0 .0 .0 .013 2.00 0 30.0 30.0 .016 100.00 0 30.0 30.0 .016 4.50 0 30.0 30.0 .016 100.00 4.0 4.0 .040 6.00 0 30.0 30.0 .060 100.00 30.0 4.0 .016 100.00 0 3.0 3.0 .040 100.00 0 30.0 30.0 .016 100.00 0 ' ' 39 42 7 2 PIPE .1 1000. .0050 .0 .0 .100 .10 0 RESERVOIR STORAGE 1N ALRE-FEET VS SPiLLYAY OUTFLOY .0 .0 .2 4.5 1.2 12.0 2.6 14.9 4.1 18.9 5.4 18.0 ' S.8 42.0 40 41 0 4 CHANNEL 15.0 1000. .0020 4.0 4.0 .040 4.00 0 OVERFIOW 47.0 1000. .0020 100.0 100.0 .060 100.00 41 42 9 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE iN AGRE-fEET VS SPILLWAY CUTFLOW ' .0 .0 . .0 101.5 .1 290.8 ,3 498.3 .9 378.3 1.4 378.3 2.0 458.9 4.0 1213.6 7.1 2T31.4 42 55 12 2 PIPE .1 150. .0100 .0 .0 .013 ,10 0 RESERVOIR STORAGE 1N ALRE-FEET VS SPIILNAY OUTFLOW , .0 .0 .0 1.7 .1 12,5 .4 31.0 1.4 54.0 4.1 93.0 8.7 137.0 14.6 184.0 21.6 218.0 25.4 230.0 29.2 243.0 37.2 262.0 43 44 0 1 CHANNEL 2.0 2150. .0060 30.0 30.0 .016 100.00 0 44 58 5 2 PIPE .1 1700. .0020 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IM ACRE-FEET VS SPILLYAY OUTFLON .0 .0 .2 10.5 .9 21.3 1.9 24.4 2.2 102.0 45 49 0 5 PIPE 3.0 900. .0150 .0 .0 .013 3.00 0 , OVERFLOW 5.0 900. .0150 100.0 100.0 .016 100.00 46 49 0 5 PIPE 1.5 500. .0200 .0 .0 .013 1.50 0 OVERFLOW 2.0 500. .0200 30.0 30.0 .016 10�.00 = ' 47 46 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 2.00 0 ' oVERFL04f 2.0 130�. .0170 30.0 30.0 .016 100.00 48 47 0 1 CHANNEL 1.0 500. .0020 30.0 1.0 .016 100.00 0 49 50 0 1 CHANNEL 10.0 500. .0160 5.0 5.0 .040 100.00 0 50 53 5 2 PIPE .1 1. .0160 .0 .0 1.000 .10 0 ' RESERVOiR STORAGE 1N AGRE-FEET VS SPILLYAY OUTFLOY .0 .0 90.0 40.0 250.0 220.0 460.0 560.0 630.0 880.0 51 52 0 5 PIPE 1.5 2400. .0100 .0 .0 .013 1.50 0 OVERFLOW 2.0 2400. .0100 30.0 30.0 .016 100.00 ' S2 53 0 5 PIPE 2.0 1300. .0050 .0 .0 .013 2.00 0 OVERFL04 3.0 1300. .0050 4.0 4.0 .040 100.00 53 54 0 5 PIPE 2.0 900. .0040 .0 .0 .013 2.00 0 OVERFLOY 50.0 900. .0040 4.0 4.0 .040 100.00 ' S4 55 0 5 PiPE 2.0 1500. .0060 .0 .0 .013 2.00 0 OVERFLOW 3.0 1500. .0060 13.0 13.0 .040 100.00 55 56 0 1 CHANNEL 10.0 3200. .0�30 3.0 3.0 .040 100.00 0 56 57 8 2 PIPE .1 100. .0050 .0 .0 .013 2.00 0 ' RESERVOiR STORAGE !N ACRE-FEET VS SPILLYAY OUTFL041 .0 .0 .0 9.1 .1 39.0 1.5 90.0 6.8 204.7 17.7 294.4 34.7 358.4 56.3 411.3 57 157 13 2 P1PE .1 130. ,0059 .0 .0 .013 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.4 222.0 1.6 235.0 1.8 264.0 2.1 322.0 2.4 404.0 2.8 514.0 3.1 653.0 3.4 823.0 ' � 157 78 22 2 PiPE .1 157. .0046 .0 .0 .023 .10 0 RESERVOIR STORAGE IM ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 9.0 .0 48.0 .0 92.0 .1 136.0 .4 254.0 .8 308.0 1.6 362.0 2.6 409.0 4.0 452.0 5.8 443.0 8.2 531.0 ' 8.5 540.0 8.9 558.0 9.3 586.0 9.6 623.0 10.0 675.0 10.4 740.0 10.7 822.0 11.1 922.0 11.4 1040.0 11.8 1176.0 58 59 0 1 CHANNEL 2.0 2400. ,0060 30.0 30.0 .016 100.00 0 59 62 4 2 PIPE 1.8 900. .0020 .0 .0 .013 1.80 0 ' RESERVOIR STORAGE 1N ALRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 .0 1.5 .0 3.0 .0 60 61 0 1 CHANNEL 5.0 3000. .0020 3.0 3.0 .040 100.00 0 61 1 � 162 1 63 ' 62 0 1 CHANNEL 3.0 1100. .0040 4.0 4.0 .040 162 4 2 PIPE .1 800. .0100 .0 .0 .010 RESERVOIR STORAGE IN ACRE-FEET VS SPILLNAY OUTFLOW .0 .0 9.8 .0 16.5 187.5 36.5 1560.0 66 4 3 .0 1. .0010 .0 .0 .001 D[VERSION TO GUTTER NUMBER 78 - TOTAL G VS DIVERTED 0 IN CFS .0 .0 24.0 .0 54.0 30.0 3000.0 30.0 64 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 .016 100.00 0 .10 0 10.00 78 100.00 0 ' ' 64 66 0 5 PIPE 3.0 1400. .0080 .0 .0 .013 3.00 0 OVERFLOW 2.0 1400. .0080 30.0 30.0 .016 100.00 65 66 0 1 CNANNEL 2.0 1300. .0030 30.0 30.0 .016 100.0� 0 66 69 7 2 P1PE .1 1000. .0012 .0 .0 .100 .10 0 ' RESERYOIR STORAGE IN ACRE-FEET YS SPILLYAT OUTFLOW .0 .0 .0 3.8 .4 24.2 7.0 3T.8 24.5 45.8 40.9 47.4 47.7 48.0 67 66 0 1 CNANNEL 2.0 1200. .0060 30.0 30.0 .016 100.00 0 ' 69 82 0 5 PIPE 2.5 1220. .0117 .0 .0 .013 2.50 0 OVERFLOW 2.5 1220. .0117 2.5 2.5 .040 100.00 70 71 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .016 100.00 0 77 82 5 2 PIPE .1 1000. .0040 .0 .0 .100 .10 0 ' RESERVOtR STORAGE IN ACRE-FEET VS SPILLYAT OUTFLOW .0 5.8 .2 9.9 2.8 13.2 8.5 16.4 11.2 17.2 172 173 6 2 PIPE .1 1000. .0080 .0 .0 .100 1.50 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAT OUTFLOW � .0 .0 .0 3.9 .4 16.8 1.6 28.1 3.4 30.5 6.5 34.0 I� 773 56 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 2.30 0 OVERFLOW 2.0 1500. .0022 30.0 30.0 .016 100.00 74 173 0 2 PIPE 1.5 100. .0100 .0 .0 .Q23 1.50 0 ' 75 76 8 7 CHANNEL .1 1000. .0010 1.0 1.0 .100 .01 0 RESERVOIR STORAGE IN ACRE-FEET YS SPILLWAT OUTFLOH .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.0 3.0 1.3 18.4 1.8 60.0 ' 79 76 3 2 PIPE .1 1000. .0010 .0 .0 .700 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAT OUTFLOW .0 .0 .6 10.0 .6 125.0 76 77 0 5 PIPE 1.0 700. .0030 .0 .0 .013 1.00 0 ' OVERFLOW 1.0 T00. .0030 30.0 30.0 .016 100.00 77 78 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 2.00 0 OVERFLOW 2.0 1100. .0020 30.0 30.0 .016 100.00 78 88 0 1 CHANNEL 5.0 1400. .0084 4.0 4.0 .036 100.00 0 , 211 88 2 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOY .0 .0 2.3 10.0 212 94 0 2 PIPE 2.5 100. .0100 .0 .0 .013 2.50 0 ' 210 78 9 2 PIPE .1 80. .0050 .0 .0 .013 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAT OUTFLOW .0 .0 .5 6.6 .6 13.1 .8 17.3 .9 20.6 1.1 23.5 � 1.3 26.1 1.5 28.5 1.7 30.6 87 207 0 1 CHANNEL 2.5 1850. .0050 30.0 30.0 .016 100.00 0 207 82 3 2 PIPE .7 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAT OUTFIOW ' .0 .0 5.0 20.0 7.0 20.0 82 83 0 5 PIPE 4.0 1350. .0040 .0 .0 .013 4.00 0 OVERFLOW 4.0 1350. .0040 30.0 30.0 .013 100.00 208 83 3 2 PIPE .1 1000. .Ot00 .0 .0 .100 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPiLLWAT oUTFL01�1 .0 .0 3.7 20.0 5.0 20.0 83 184 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 4.50 0 OVERfIOW 4.5 1300. .0040 30.0 30.0 .016 100.00 , 209 184 3 2 PIPE .1 1000. .0100 .0 .0 .100 .10 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLNAT OUTFLOW .0 .0 2.9 9.0 4.0 9.0 184 94 0 5 PIPE 4.5 1850. .0056 .0 .0 .013 4.50 0 ' OVERFL011 4.5 1850. .0056 30.0 30.0 .016 100.00 85 215 0 1 CHANNEL 2.0 6500. .0030 30.0 30.0 .016 100.00 0 215 95 0 2 PIPE 4.0 800. .0030 .0 .0 .013 4.00 0 86 216 0 1 CHANNEI 2.0 1600. .0040 30.0 30.0 ,040 100.00 0 ' 216 94 0 2 PIPE 2.0 100. .0100 .0 .0 .013 2.00 0 87 95 0 1 CHANNEL Z5.0 2600. .0004 3.0- 3.0 .030 100.00 0 88 94 0 4 [HANNEL 3.0 1350. .0120 4.0 4.0 .040 4.00 0 . OVERPlo61 35.0 1350. .0120 30.0 30.0 .060 100.00 90 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 3.00 0 ' OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 100.00 91 96 0 5 PIPE 3.0 1300. .0300 .0 .0 .013 3.00 0 ' ' . ' OVERFLOY 2.0 1300. .0300 1.0 1.0 .016 3.00 193 % 0 2 P1PE 2.5 100. .0055 .0 .0 .013 2.50 0. 94 95 0 1 CHANNEL 1.0 3000. .0100 20.0 20.0 .040 100.00 0 ' 95 96 0 1 CNANNEL 25.0 1300. .0004 3.0 3.0 .030 100.00 0 % 0 0 1 CHANMEL 25.0 100. .0004 3.0 3.0 .030 100.00 0 301 321 0 3 .0 1. .0010 .0 .0 .001 10.00 1 302 324 0 1 GHANNEL 2.0 1650. .0090 30.0 30.0 .020 100.00 1 ' 303 335 4 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IM ACRE-FEET VS SPILLYAY OUTFLOW .0 .0 .6 1.7 1.3 4.8 2.0 8.8 304 335 0 1 CHANNEL 2.0 700. .0100 6.0 6.0 .070 100.00 1 ' 306 307 4 2 PIPE .1 1. .0100 .0 .0 .016 8.00 0 RESERVOIR STORAGE IN ACRE-FEET VS SPILLYAY OUTFLOY .0 .0 .1 16.4 .2 17.6 .4 82.0 307 308 309 310 311 312 313 308 309 334 336 328 335 334 314 307 375 307 321 322 322 331 323 302 324 325 325 327 326 303 327 335 328 329 329 332 330 312 331 306 332 309 336 338 338 213 337 335 335 213 334 213 213 90 361 362 363 364 365 362 351 351 351 351 0 5 PIPE 2.5 343. .0060 .0 .0 .013 OVERFLOY 2.0 343. .�60 30.0 30.0 .020 0 5 PIPE 3.0 365. .0050 .0 .0 .013 OVERFLON 2.0 365. .0050 30.0 30.0 .020 0 5 PIPE 3.0 532. .0070 .0 .0 .013 OVERFL041 2.0 532. .0070 6.0 6.0 .070 0 1 CHANNEL 2.0 1330. .0070 .0 30.0 .020 0 3 .0 1. .0010 .0 .0 .001 0 1 CHANNEL 2.0 1000. .0100 6.0 6.0 .070 3 2 PIPE .1 1. .0100 .0 .0 .016 RESERVOIR STORAGE 1N ACRE-FEET VS SPILLWAT OUTFLOY .0 .0 .8 2.3 1.7 6.9 0 1 CHANNEL 2.0 500. .0080 30.0 30.0 .020 0 1 CNANNEL 2.0 500. .0080 30.0 30.0 .020 3 3 .0 1. .0010 .0 .0 .001 DIVERSION TO GUTTER NUMBER 323 - TOTAL 0 VS DIVERTED 0 IN CFS .0 .0 8.6 .0 1006.7 1000.0 0 3 .0 1. .0010 .0 .0 .001 0 3 .0 1. .0010 .0 .0 .001 3 3 .0 1. .0010 .0 .0 .001 D(VERSION TO GUTTER NUMBER 326 - TOtAL 0 VS DIVERTED 0 IN CFS .0 .0 35.7 .0 1029.4 1000.0 0 3 .0 1. .0010 .0 .0 .001 0 1 CHANNEL 10.0 300. .0130 20.0 20.0 .070 0 2 PIPE 2.5 1160. .0054 .0 .0 .013 3 3 .0 1. .0010 .0 .0 .001 DIVERSION TO GUTTER NUMBER 330 - TOTAL G VS DIVERTEU 0 IN CFS .0 .0 8.1 .0 1008.1 1000.0 0 3 .0 1. .0010 .0 .0 .001 0 3 .0 1. .0010 .0 .0 .001 0 2 PIPE 1.5 439. .0060 .0 .0 .013 0 2 PIPE 1.5 539. .0050 .0 .0 .013 3 3 .0 1. .0010 .0 .0 .001 DIVERSION TO GUTTER NUMBER 337 - TOTAL C VS DIVERTED C IN CFS .0 .0 16.8 .0 1016.8 1000.0 0 3 .0 1. .0010 .0 .0 .001 0 3 .0 1. .0010 .0 .0 .001 0 3 .0 1. .0010 .0 .0 .001 0 3 .0 1. .0010 .0 .0 .001 15 2 PIPE .1 1. .0100 .0 .0 .013 RESERVOIR S70RAGE IM ACRE-FEET VS SPILLWAY OUTFLOY .0 .0 .0 9.9 .2 19.2 .5 25.2 1.1 32.4 3.5 39.0 4.6 41.3 5.5 42.5 6 3 43.3 6.8 43.8 7.5 44.2 7.7 44.2 7.8 44.1 0 4 CHANNEL .0 850. .0133 50.0 50.0 .016 OVERFLON 40.0 850. .0133 10.0 10.0 .020 0 1 CNANMEL .0 1200. .0040 4.0 4.0 .060 0 4 CHANNEL .0 900. .0050 50.0 50.0 .016 OVERFLOY 40.0 900. .0050 10.0 10.0 .020 0 4 CHANNEL .0 500. .0050 50.0 50.0 .016 OVERFL061 40.0 500. .0050 10.0 10.0 .020 0 4 GHANNEL .0 600. .0100 50.0 50.0 .016 2.50 100.00 3.00 100.00 3.00 100.00 100.00 . 10.00 100.00 8.00 1 1 1 1 1 1 0 100.00 1 100.00 1 tO.OQ 323 10.00 1 10.00 1 10.00 326 10.00 8.00 2.50 10.00 10.00 10.00 1.50 1.50 10.00 1 1 1 330 1 1 1 1 337 10.00 10.00 10.00 10.00 2.00 2.1 35.8 7.3 44.0 .40 10.00 10.00 .40 10.00 .40 10.00 .40 1 1 1 1 0 0 0 0 0 0 , . ' OVERFLOW 40.0 600. .0100 10.0 10.0 .020 10.00 351 214 0 3 .1 1. .1000 .0 .0 .024 .10 0 214 91 11 2 PIPE .1 1. .1000 .0 .0 .024 .10 0 ' RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOY .0 .0 1.1 5.6 1.8 8.9 2.6 11.3 3.5 13.3 4.4 14.9 5.3 16.5 6.3 17.9 7.3 t9.2 8.4 20.4 9.5 21.5 TOTAL NUMBER OF GUTTERS/P1PES, 147 ' FOOTHILLS BASIN SYMM MOpEI -- MOOIFIED FOR PINECONE OVERALL DRAINAGE PLAN ' FILE: PCFD-SPL BASIN 651 SPLIT FOR CASE PARK LIDSTONE 8 ANOERSON OCT 1998 � ARRANGEMENT OF SUBCATCHMENTS AND GUTTERS/PIPES f�1TTER TRIBUTARIf GLITTER/PIPE 1 0 0 0 0 0 0 0 0 0 0 � 4 0 0 0 0 0 0 0 0 0 0 5 102 0 0 0 0 0 0 0 0 0 � 6 105 5 201 0 0 0 0 0 0 0 7 6 0 0 0 0 0 0 0 0 0 ' 8 0 0 0 0 0 0 0 0 0 0 9 202 0 0 0 0 0 0 0 0 0 10 7 9 109 0 0 0 0 0 0 0 11 0 0 0 0 0 0 0 0 0 0 ' 13 0 0 0 0 0 0 0 0 0 0 14 0 0 0 0 0 0 0 0 0 0 15 10 11 14 0 0 0 0 0 0 0 16 13 0 0 0 0 0 0 0 0 0 ' 18 0 0 0 0 0 0 0 0 0 0 19 116 18 0 0 0 0 0 0 0 0 21 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 0 0 0 0 0 0 �� 25 24 0 0 0 0 0 0 0 0 0 26 25 205 0 0 0 0 0 0 0 0 27 26 0 0 0 0 0 0 0 0 0 28 0 0 0 0 0 0 0 0 0 0 ' 29 120 0 0 0 0 0 0 0 0 0 30 28 0 0 0 0 0 0 0 0 0 31 0 0 0 0 0 0 0 0 0 0 32 30 31 0 0 0 0 0 0 0 0 ' 33 0 0 0 0 0 0 0 0 0 0 34 98 204 29 0 0 0 0 0 0 0 35 34 0 0 0 0 0 0 0 0 0 36 0 0 0 0 0 0 0 0 0 0 ' 37 0 0 0 0 0 0 0 0 0 0 38 0 0 0 0 0 0 0 0 0 0 39 38 0 0 0 0 0 0 0 0 0 40 32 33 35 0 0 0 0 0 0 0 .. 41 40 0 0 0 0 0 0 0 0 0 42 39 41 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 0 44 43 0 0 0 0 0 0 0 0 0 ' 45 0 0 0 0 0 0 0 0 a 0 46 4T 0 0 0 0 0 0 0 0 0 47 48 0 0 0 0 0 0 0 0 0 48 0 0 0 0 0 0 0 0 0 0 ' 49 37 45 46 0 0 0 0 0 0 0 50 27 206 49 0 0 0 0 0 0 0 51 36 0 0 0 0 0 0 0 0 0 52 51 0 0 0 0 0 0 0 0 0 ' S3 50 52 0 0 0 0 0 0 0 0 54 53 0 0 0 0 0 0 0 0 0 55 42 54 0 0 0 0 0 0 0 0 TRIBUTARr SUBAREA D.A.(AC) 1 0 0 0 0 0 0 0 0 0 69.2 2 0 0 0 0 0 0 0 0 0 46.9 0 0 0 0 0 0 0 0 0 0 116.1 0 0 0 0 0 0 0 0 0 �0 219.7 0 0 0 0 0 0 0 0 0 0 219.7 6 0 0 0 0 0 0 0 0 0 40.5 0 0 0 0 0 0 0 0 0 0 9.7 0 0 0 0 0 0 0 0 0 0 269.9 8 0 0 0 0 0 0 0 0 0 25.0 9 0 0 0 0 0 0 0 0 0 4.8 10 0 0 0 0 0 0 0 0. 0 58.4 0 0 0 0 0 0 0 0 0 0 363.3 11 0 0 0 0 0 0 0 0 0 55.3 12 0 0 0 0 0 0 0 0 0 64.9 0 0 0 0 0 0 0 0 0 0 428.2 14 0 0 0 0 0 0 0 0 0 5.9 17 0 0 0 0 0 0 0 0 0 3.1 l8 0 0 0 0 0 0 0 0 0 2T.2 0 0 0 0 0 0 0 0 0 0 40.6 20 0 0 0 0 0 0 0 0 0 63.6 21 0 0 0 0 0 0 0 0 0 4.8 22 0 0 0 0 0 0 0 0 0 524.7 0 0 0 0 0 0 0 0 0 0 4.8 23 0 0 0 0 0 0 0 0 0 40.1 0 0 0 0 0 0 0 0 0 0 44.9 24 0 0 0 0 0 0 0 0 0 47.9 25 0 0 0 0 0 0 0 0 0 635.0 26 0 0 0 0 0 0 0 0 0 670.3 27 0 0 0 0 0 0 0 0 0 11.6 28 0 0 0 0 0 0 0 0 0 4.8 31 0 0 0 0 0 0 0 0 0 57.7 0 0 0 0 0 0 0 0 0 0 57.T 30 0 0 0 0 0 0 0 0 0 827.7 0 0 0 0 0 0 0 0 0 0 827.7 32 0 0 0 0 0 0 0 0 0 912.3 29 0 0 0 0 0 0 0 0 0 64.5 0 0 0 0 0 0 0 0 0 0 64.5 34 36 0 0 0 0 0 0 0 0 34.9 0 0 0 0 0 0 0 0 0 0 21.7 35 0 0 0 0 0 0 0 0 0 21.7 33 0 0 0 0 0 0 0 0 0 3.7 0 0 0 0 0 0 0 0 0 0 61.4 37 0 0 0 0 0 0 0 0 0 413.0 38 0 0 0 0 0 0 0 0 0 45.8 0 0 0 0 0 0 0 0 0 0 45.8 39 0 0 0 0 0 0 0 0 0 490.9 0 0 0 0 0 0 0 0 0 0 490.9 40 0 0 0 0 0 0 0 0 0 1605.5 � ' 56 57 58 59 60 61 62 63 64 65 66 67 69 70 71 74 � 76 n T8 79 81 82 83 85 86 87 � 90 91 94 95 96 98 102 103 105 109 116 120 157 162 172 173 184 193 201 202 203 204 205 206 207 208 209 210 211 212 213 2!4 215 216 301 302 303 304 55 1T3 0 56 0 0 44 0 0 58 0 0 0 0 0 60 0 0 59 61 0 0 0 0 63 0 0 0 0 0 162 64 65 0 0 0 66 0 0 0 0 0 70 0 0 0 0 0 0 0 0 75 79 0 76 0 0 157 77 210 0 0 0 0 0 0 69 71 207 82 208 0 0 0 0 0 0 0 0 0 0 78 211 0 213 0 0 90 214 0 212 184 216 215 87 94 91 193 95 0 0 0 1 4 0 0 0 0 0 0 0 8 0 0 15 0 0 203 19 21 57 0 0 62 0 0 0 0 0 172 74 0 83 209 0 0 0 0 103 0 0 0 0 0 16 0 0 0 0 0 0 0 0 0 0 0 81 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 338 335 334 351 0 0 85 0 0 86 0 0 0 0 0 323 0 0 326 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 67 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 88 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 � 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 50 0 0 44 0 0 0 0 0 46 0 0 0 0 0 45 0 0 47 0 0 0 0 0 48 0 0 0 0 0 49 0 0 0 0 0 51 0 0 0 0 0 43 0 0 53 0 0 0 0 0 62 0 0 60 0 0 52 0 0 54 0 0 0 0 0 0 0 0 57 0 0 67 0 0 68 0 0 650 651 652 0 0 0 0 0 0 66 0 0 69 0 0 0 0 0 16 0 0 0 0 0 5 0 0 4 0 0 0 0 0 0 0 0 13 15 0 150 0 0 0 0 0 41 42 0 142 0 0 0 0 0 63 0 0 0 0 0 7 0 0 0 0 0 121 0 0 79 0 0 120 0 0 0 0 0 55 0 0 56 0 0 61 � 0 59 0 0 58 0 0 0 0 0 0 0 0 0 0 0 0 0 0 301 0 0 302 0 0 303 0 0 304 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1687.3 0 0 1694.6_ 0 0 114.7 0 0 114.7 0 0 30.2 0 0 30.2 0 0 296.7 0 0 91.4 0 0 91.4 0 0 76.1 0 0 504.4 �. 0 42.2 0 0 504.4 0 0 69,7 0 0 69.7 0 0 26.5 0 0 12.3 0 0 29.2 0 0 31.2 0 U 1742.5 0 0 16.9. 0 0 52.7 0 0 626.8 0 0 683.3 0 0 166.2 0 0 28.3 0 0 60.0 0 0 1867.0 0 0 90.3 0 0 156.4 0 0 2781.3 0 0 3054.5 0 0 3303.9 0 0 T.2 0 0 116.1 U 0 37.0 0 0 66.6 0 0 40.5 0 0 363.3 0 0 499.0 0 0 1724.7 0 0 296.7 0 0 19.8 0 0 81.8 0 0 719.4 0 0 93.0 0 0 37.0 0 0 9.T 0 0 55.3 0 0 10.1 0 0 13.4 0 0 14.0 0 0 52.7 0 0 56.5 0 0 36.1 0 0 12.0 0 0 20.T 0 0 80.9 0 0 90.3 0 0 66.1 0 0 166.2 0 0 28.3 0 0 1.4 0 0 18.1 0 0 10.3 0 0 4.4 1 ' 306 331 0 0 0 0 0 0 0 0 0 306 0 0 0 0 0 0 0 0 0 5.9 307 306 314 315 0 0 0 0 0 0 0 307 0 0 0 0 0 0 0 0 0 19.1 308 307 0 0 0 0 0 0 0 0 0 308 0 0 0 0 0 0 0 0 0 23.8 ' 309 308 332 0 0 0 0 0 0 0 0 309 0 0 0 0 0 0 0 0 0 28.8 310 0 0 0 0 0 0 0 0 0 0 310 0 0 0 0 0 0 0 0 0 6.0 311 0 0 0 0 0 0 0 0 0 0 311 0 0 0 0 0 0 0 0 0 1.7 312 330 0 0 0 0 0 0 0 0 0 312 0 0 0 0 0 0 0 0 0 8.5 313 0 0 0 0 0 0 0 0 0 0 313 0 0 0 0 0 0 0 0 0 3.4 314 0 0 0 0 0 0 0 0 0 0 314 0 0 0 0 0 0 0 0 0 2.8 IY� 315 0 0 0 0 0 0 0 0 0 0 315 0 0 0 0 0 0 0 0 0 2.8 321 301 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 ' 322 321 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.4 323 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 324 302 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.1 325 324 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.1 � 326 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 327 325 d 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 18.1 328 311 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.7 329 328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.7 ' 330 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 331 322 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0. 0 0 0 0 1.4 332 329 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1.7 334 309 313 0 0 0 0 0 0 0 0 305 0 0 0 0 0 0 0 0 0 37.3 � 335 303 304 312 327 337 0 0 0 0 0 316 0 0 0 0 0 0 0 0 0 47.0 336 310 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.0 337 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .0 338 336 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6.0 ' 351 362 363 364 365 0 0 0 0 0 0 645 0 0 0 0 0 0 0 0 0 66.1 361 0 0 0 0 0 0 0 0 0 0 641 0 0 0 0 0 0 0 0 .0 14.5 362 361 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 14.5 363 0 0 0 0 0 0 0 0 0 0 643 0 0 0 0 0 0 0 0 0 23.5 � 364 0 0 0 0 0 0 0 0 0 0 644 0 0 0 0 0 0 0 0 0 16.5 365 0 0 0 0 0 0 0 0 0 0 642 0 0 0 0 0 0 0 0 0 7.1 ORDER OF TREE STRUCTURE (NGUT VALUE) DECREASES THROUGH DIVERSION FROM GUTTER 80 TO 6UTTER 78 COMP THROU6H DiVERSION YILL LAG ONE NONCONVERGENCE IN GUTTER DURING TIME STEP 36 AT CONVETANCE EIEMENT 276 If00THiLLS BASIN S4MM MODEL -- MODIFIED FOR PINECONE OVERALL DRAINAGE PLAN � FILE: PCFD-SPL BASIN 651 SPLIT fOR CASE PARK LIDSTONE 8 ANDERSON OCT 1998 _. HYDROGRAPHS ARE LISTED FOR THE FOLlOYING 7 CONVETANCE ELEMENTS � TNE UPPER NUMBER IS DISCHARGE IN CFS ' THE LONER NUMBER IS ONE OF THE FOLL04ING GSES: () DENOTES DEPTH ABOVE INVERT IN fEET (S) DENOTES STORAGE IN AC-FT FOR DETENTION DAM. DISCHARGE INCLUDES SP[LLWAT OUTF�011. (1) DENOTES GUTTER INFL04 IN CFS FROM SPECIFIED INFL061 HYDROGRAPH ' (D) DENOTES DISCHARGE iN CFS DIVERTED FROM THIS GUTTER (0) DENOTES STORAGE !N AC-FT FOR SURCHARGED QITTER TiME(HR/MIN) 88 94 95 96 210 213 304 ' 0 5. .00 ,00 .00 .00 .00 .01 .00 .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) .00( ) 0 10. .00 .00 .00 .00 .01 .02 .00 ' .00( ) .01( ) .00( ) .00( ) .00(S) .00( ) .00( ) 0 15. 1.65 1.56 .19 7.46 .17 3.73 .00 .28( ) .26( ) .05< ) .18( ) .01CS) .00C ) .00< ) 0. 20. 11.82 9.12 2.44 12.98 .46 11.00 .00 ' .T6( ) .52( ) .25( ) .67( > .03(S) .02(5) .00( ) 0 25. 41.45 30.18 13.66 45.58 1.27 17.02 .00 1.37( ) .82( ) .69( ) 1.39( ) .10(S) .15(5) .00( ) 1 , 0 30. 109.78 82.47 55.33 97.38 2.99 25.05 2.11< ) 1.21C ) 1.56( ) 2.15< ) .23(S) .49(S) 0 35. 258.37 207.03 178.85 217.70 6.65 32.26 3.03( ) 1.72( ) 3.02( ) 3.36( ) .50(S) 1.16(S) 0 40. 405.49 376.72 368.06 421.35 17.38 35.93 3.65( ) 2.16( ) 4.4i( ) 4.78( ) .78(S) 2.15(S) 0 45, 457.31 518.88 543.19 609.89 20.30 38.97 3.83( ) 2.44( ) 5.45( ) 5.7'9< > .91(S) 3.42(S) 0 50. 474.31 621.62 691.32 765.85 21.19 41.35 3.89( ) 2.61( ) 6.17( ) 6.50( ) .%<S) 4.62(S) 0 55. 478.03 683.02 800.16 883.61 21.25 42.66 3.90( ) 2.T1( ) 6.64( ) 6.98( ) .97(S) 5.59(S) 1 0. 474.33 713.39 867.18 956.02 20.SB 43.36 3.89( ) 2.7'S( ) 6.92( ) 7.26( ) .94<S) 6.37(S) 1 5. 469.53 722.88 899.39 992.92 19.95 43.89 3.87( ) 2.77( ) 7.04( ) 7.40( ) .90(S) 6.96(S) 1 10. 466.17 721.32 907.85 1003.63 18.T1 44.08 3.86( ) 2.76( ) 7.08( ) 7.44( ) .84(S) 7.35(S) 1 15. 463.21 714.94 902.63 1000.09 17.38 44.18 3.85( ) 2.76f ) 7.06( ) 7.42( ) .78(S) 7.60(S) 1 20. 459.10 706.62 890.80 988.77 15.82 44.14 3.84( ) 2.74t ) 7.01( ) 7.38< ) .72(S) 7.74(S) 1 25. 453.89 697.11 876.01 974.43 14.31 44.08 3.82< ) 2.73t ) 6.95( ) 7.33( ) .67<S) 7.81(S) 1 30. 448.85 687.03 859.98 958.41 12.TL 44.05 3.80( ) 2.71f ) 6.89t ) 7.27( ) .61(S) 7.84(S) 1 35. 444.66 677.47 844.10 942.56 10.33 44.06 3.79( ) 2.70f ) 6.82( ) 7.21( ) .57(S) T.83(S) 1 40. 441.21 668.88 829.24 927.57 8.54 44.10 3.77( ) 2.69( ) 6.76( ) 7.15( ) .54(S) 7.79(S) 1 45. 438.76 661.46 815.82 914.08 7.19 44.16 3.76( ) 2.68( ) 6.71( ) 7.10( ) .51<S) 7.72(S) 1 50. 437.35 655.33 804.04 902.16 6.48 44.18 3.76( ) 2.6T( ) 6.66( ) 7.05( ) .49(S) 7.64(S) 1 55. 436.32 650.09 T93.58 891.61 6.22 44.17 3.76( ) 2.66( ) 6.61( ) 7.01( ) .47(S) 7.54(S) 2 0. 435.38 645.48 784.16 882.03 5.95 44.11 3.75( ) 2.65( ) 6.57( ) G.97( ) .45(S) 7.42(S) 2 5. 434.17 641.26 775.52 873.24 5.67 44.05 3.75< ) 2.64( ) 6.54( ) 6.94( ) .43(S) 7.29(S) 2 10. 432.58 637.18 767.42 864.95 5.38 43.97 3.74( ) 2.64( ) 6.50( ) 6.91( ) .41(S) 7.14(S) 2 15. 431.02 633.39 759.96 857.27 5.08 43.90 3.74( ) 2.63C ) 6.47( ) G.88C ) .38(S) 6.97(S) 2 20. 429.55 629.95 753.17 850.24 4.79 43.78 3.73( ) 2.63( ) 6.G4( ) 6.85( ) .36t5) 6.79tS) 2 25. 428.22 626.84 747.03 843.81 4.50 43.59 3.73( ) 2.62f ) 6.42( ) 6.82( ) .34(S) 6.60<S) 2 30. 427.02 624.05 741.50 837.95 4.22 43.40 3.72( ) 2.62C ) 6.39( ) 6.80< ) .32(S) 6.41<S) 2 35. 425.85 621.52 736.51 832.61 3.96 43.20 3.72( ) 2.61( ) 6.37( ) 6.78( ) .30(S) 6.21(S) 2 40. 424.40 619.13 731.98 827.73 3.71 43.02 3.71( ) 2.61( ) 6.35( ) 6.76( ) .28(S) 6.00(S) 2 45. 421.97 616.56 727.72 823.15 3.47 42.83 3.71( ) 2.67( ) 6.33( ) 6.74( ) .26(S) 5.78(S) 2 50. 418.10 610.71 722.65 817.89 3.24 42.64 3.69( ) 2.60( ) 6.31( ) 6.72( ) .S<S) 5.57(S) 2 55. 413.33 599.71 714.85 810.07 3.03 42.39 3.67< ) 2.58( ) 6.27( ) 6.68( ) .23<S) 5.35(S) 3 0. 408.53 589.57 T04.74 799.70 2.83 42.07 3.66( ) 2.56( ) 6.23< ) 6.64( ) .21<S) 5.13(S) 3 5. 404.05 581.82 694.70 789.11 2.64 41.75 3.64( ) 2.55{ ) 6.18( ) 6.60( ) .20(s) 4.90(S) 3 10. 399.87 575.09 685.72 779.58 2.47 41.43 3.62C ) 2.54( ) 6.14( ) 6.56( ) .19(S) 4.68(S) .17 .13( ) 1.T1 .G2< ) 4.87 .69( ) 7.03 .81( ) 7.78 .84( ) 7.63 .83( ) 7.02 .81t ) 6.22 .76( ) 5.38 .nc � 4.62 .67( ) 3.97 .63f ) 3.43 .59( ) 2.9T .55( ) 2.60 .52( ) 2.28 .49( ) 2.02 .46( ) 1.79 .43( ) 1.60 .41( ) 1.44 .39( ) 1.29 .37C ) 1.16 .35< ) 1.05 .34( ) .95 .32( ) .86 .31( ) .78 .29( ) .71 .28( ) .65 .27( ) .60 ' .25( ) .55 .24( ) .50 .23( > .46 .22( ) ,43 .29( ) .39 .20( ) C� � 1 ' � � � � � � � � 3 15. 395.94 569.42 6T7.83 771.11 3.61C > 2.53t ) b.11( ) 6.52( ) 3 20. 392.21 564.13 670.86 763.53 3.60( ) 2.52( ) 6.08( ) 6.49( ) 3 25. 388.64 559.30 664.55 756.59 3.58( ) 2.51( ) 6.05( ) 6.46< ) 3 30. 385.19 554.52 658.70 750.11 3.57( ) 2.50( ) 6.02( ) 6.43t ) 3 35. 381.86 549.90 653.12 743.43 3.56( ) 2.50( > 5.99( ) 6.40( ) 3 40. 378,64 537.76 645.58 736.10 3.54( ) 2.47( ) 5.96( ) 6.37( ) 3 45. 375.55 520.42 633.59 7Z3.94 3.53( ) 2.44( ) 5.90( ) 6.31( ) 3 50. 372.81 508.67 619.87 709.50 3.52( ) 2.42< ) 5.84< ) 6.25< ) 3 55. 370.64 500.56 608.07 696.76 3.51( ) 2.41( ) 5.78( ) 6.19( ) 4 0. 368.76 494.36 598.67 686.49 3.51( ) 2.40( ) 5.73( ) 6.15( ) 4 5. 366.90 489.58 591.25 678.23 3.50( > 2.39( > 5.70( ) 6.11( ) 4 10. 365.03 485.37 585.27 671.47 3.49( ) 2,38( ) 5.67( ) 6.08( ) 4 15. 363.14 481.68 580.22 665.59 • 3.48( ) 2.3T( ) 5.64( ) 6.05( ) 4 20. 361,24 478.09 575.76 660.24 3.48< ) 2.37< ) 5.62< ) 6.03t > 4 25. 359.32 474,71 571.65 655.20 3.47( ) 2.36( ) 5.60( ) 6.00( ) 4 30. 357.39 471.34 555.73 640.30 3.46( ) 2.35( > 5.52( ) 5.93( ) THE FOLLOWING CONVETANCE ELEMENTS WERE SURCHARGED DURING THE SIlftJLATION. THIS COULD LEAO TO ERRORS IN THE SIMULATION RESULTS!! 32 74 102 105 193 201 202 203 205 206 212 215 216 327 332 2.30 .17(S) 2.15 .16CS) 2.00 .15(s) 1.87 .14(S) 1.74 .13(S) �.� .12(S) 1.52 .11(S) 1.41 .it<S) 1.32 .10(S) 1.23 .09(S) 1.15 .09<S> 1.07 .08(S) 1.00 .OB(S) .93 .07(S> .8T .07(S) .81 .06(S) 41.03 4.45(S) 40.58 6.23<S) 40.14 4.00(S) 39.70 3.78(S) 39.26 3.56(S) 3s.n 3.34(S) 38.25 3.11(S) 37.T2 2.90(S) 37.20 2.68<S) 36.b9 2.46(S) 36.18 2.25(S) 35.61 2.04<S) 34.86 1.83(S) 34.13 1.63tS) 33.41 1,43(S) 32.71 1.23(S) I THE FOLLOWING CONVEYANCE ELEMENTS HAVE NUMERICAL �STABILITT PR�LEMS THAT LEAD TO HTDRAULIC OSCILLLATIONS DURING THE SIMULATION. �' 6 9 15 19 29 39 41 42 44 45 46 47 49 50 56 57 62 64 66 69 ' 71 74 75 T9 91 96 98 105 109 116 120 157 172 193 201 202 203 205 206 207 208 209 210 211 212 213 214 215 216 303 306 307 308 309 313 331 332 ' ' ' 1 1 FOOTHILLS BASIN SNMM MODEL -- MODIFIED FOR PINECONE OVER1lLL DRAINAGE PLAN FILE: PCFD-SPL BASIN 651 SPLIT fOR CASE PARK L[DS70NE 8 ANDERSON OCT t998 '''* PEAK fLOWS, STAGES AND STORAGES OF GUTTERS AND DETENSION DAMS t** CONVEYANCE PEAK STAGE ELENENT (CFS) (FT) 1 203.2 1.0 4 111.1 1.0 5 23.1 2.5 6 45.7 3.0 7 45.7 1.6 8 120.9 .9 STORA6E TIME (AC-FT) (HR/MIN) 0 40. 0 40. 4 30. 4 30. 3 5. 0 40. .36 .20( ) .33 .19< ) .31 .18( ) .29 .17( ) .27 .17( ) .25 .16< ) .23 .15( ) .21 .15( > .20 .14< ) .18 .14( ) .17 .13( ) .16 .13( ) .15 .12( ) .14 .12< ) .13 .11< ) .12 .11( ) ' ' - ' 9 2.0 .1 .8 4 30. 10 89.5 1.9 1 5. 11 86.7 .7 0 60. 13 14.6 .4 0 40. ' 14 204.1 1.1 0 40. 15 100.3 .1 11.3 1 55. 16 130.7 1.0 0 40. 18 144.7 .9 0 40. , 19 91.4 .1 14.5 3 55. 21 19.0 .5 0 40. 24 13.5 1.1 0 40. 25 88.9 3.0 0 65. 26 87.3 3.0 0 50. �. 27 91.1 3.0 1 0. 28 25.1 .6 0 40. 29 201.# 4.4 0 40. � 30 21.4 1,8 0 45. 31 121.4 .9 0 40. 32 18.8 2.0 4.8 1 45. • � 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 69 70 71 74 75 76 n 78 79 81 82 83 142.5 T33.8 784.8 48.6 24.5 150.3 36.5 854.7 848.8 264.4 188.1 152.7 209.8 47.0 48.0 23.3 287.9 33.5 752.1 127.8 159.9 142.2 550.6 359.5 359.6 215.8 8.2 50.5 47.9 193.8 227.3 201.5 175.9 47.1 145.3 47.1 180.5 15.8 6.4 20.0 70.1 56.8 413.7 120.2 144.9 82.9 102.9 .9 6.0 5.5 .8 1.1 1.0 .1 5.1 .1 .1 1.1 .1 3.5 1.9 2.3 .8 2.2 .1 2.4 4.5 3.1 3.8 5.1 .1 .1 1.2 1.8 2.2 1.9 .1 1.2 3.9 1.2 .1 1.0 2.2 1.2 .1 1.5 .0 1.9 2.8 3.6 .1 1.0 3.0 3.8 5.7 3.0 38.2 2.5 75.3 35.1 2.3 16.8 16.6 37.6 7.5 .8 1.3 .6 0 60. 0 40. 0 45. 0 40. 0 40. 0 40. 1 30. 0 50. 0 50. 1 45. 0 40. 0 45. 0 40. 0 45. 0 40. 0 40. 0 40. 2 45. 0 40. 0 45. 0 55. 1 5. 1 5. 2 65. 2 45. 0 50. 4 10. 0 50. 1 0. 1 5. 0 40. 0 45. 0 40. 3 20. 0 40. 3 20. 0 40. 2 25. 2 25. 0 55. 0 45. 0 50. 1 15. 0 40. 0 45. 2 40. 2 45. ' 85 86 87 88 90 91 94 95 % 98 102 103 105 109 116 120 157 162 172 173 184 193 201 202 203 204 205 206 207 208 209 210 211 212 213 214 215 216 301 302 303 304 306 307 308 309 310 311 312 313 314 315 321 322 323 324 325 326 327 328 329 330 331 332 334 335 257.5 63.5 73.2 478.0 i4.2 b4.4 722.9 907.9 1003.6 51.3 23.1 89.7 11.3 50.9 100.3 103.3 360.7 193.8 27.4 105.6 111.9 32.7 11.3 3.8 11.3 49.1 1.7 24.3 20.0 20.0 9.0 21.3 9.7 44.1 44.1 20.3 84.6 24.3 10.3 85.7 7.7 7.8 30.3 111.0 139.9 136.5 22.7 14.7 15.2 1.4 19.2 19.2 10.3 8.6 1.7 85.7 35.7 42.6 32.4 14.7 8.1 6.6 7.8 8.0 145.7 70.3 1.4 1.1 1.8 3.9 2.0 1.6 2.8 7.1 7.4 .7 2.0 14.0 .8 1.5 7.2 .1 2.6 2.7 2.5 .1 1.5 (DIRECT FLOY) .1 1.5 3.3 2.9 2.5 5.6 1.5 3.5 1.0 .8 1.5 6.1 2.2 1.0 2.7 2.0 1.3 .1 6.1 .1 4.7 ,1 3.6 .1 1.0 .1 2.2 2.5 4.6 .1 7.8 .1 8.4 4.0 10.8 2.0 1.6 (DIRECT FLOY) .8 .1 1.8 .8 .1 .2 3.3 3.9 5.3 .6 (DIRECT FLOW) 1.1 .1 .5 .5 .5 (DIRECI FLOY) (OIRECT fL041) (DIRECT FLOY) (DIRECT FL011) (DIREC? FLOW) .9 2.5 .1 CDIRECT FLOW) (DIRECI FL011) (DIRECT FLOW) 1.2 1.5 .0 (DIRECT FLOY) (DIRECT FL01�1) 50. 45. 55. 55. 55. 50. 5. 10. 10. 35. 25. 40. 35. 0. 0. 50. 50. 5. 55. 45. 45. 40. 10. 40. 30. 40. 5. 0. 0. 45. 10. 55. 30. 20. 30. 40. 0. 25. 35. 40. 15. 50. 40. 40. 40. 45. 40. 35. 50. 10. 35. 35. 35. 35. 35. 40. 55. 40. 55. 35. 35. 35. 35. 35. 45. 50. 0 0 0 0 1 1 1 1 1 0 2 0 2 1 2 3 2 1 0 0 2 1 2 1 2 0 2 1 2 1 2 0 1 1 1 1 2 1 0 0 1 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' ' 336 22.7 (DIRfCT FLOY) 0 40. 337 5.9 (DIRECT FLOY) 0 45. 338 16.8 (D[RECT FLOY) 0 35. 351 227.4 (DIRECT FL011) 0 40. ' 361 T1.T .5 0 40. 362 49.T 2.6 0 45. 363 84.4 .6 0 40. 364 61.3 .6 0 40. ' 365 28.4 .4 0 40. , . ENDPROGRAM PROGRAM CALLED � � • 1 ' . . ' ' 1 ' ' 1 ' � ' , , APPENDIX C WITH-PROJECT CONDITION SWNIM MODEL INPUT AND OUTPUT 1 2 1 1 2 3 4 WATERSHED 0 FOOTHILLS BASIN SWMM MODEL -- MODIFIED FOR PINECONE OVERALL DRAINAGE PLAN FILE: PCFD-WC WITH STEWART CASE PARK REGRADING LIDSTONE & ANDERSON OCT 1998 59 0 0 5.0 1 1.0 1 24 5.0 0.60 0.96 1.49 1.68 3.00 5.09 9.00 3.72 2.16 1.56 1.20 0.84 0.60 0.98 0.36 0.36 0.29 0.29 0.24 0.24 0.29 0.29 0.12 0.12 1 -2 0 0000 00.0 00..000 .016 .25 .10 .30 .51 .50 .0018 1 1 1 5400 69.2 40..007 2 9 2100 96.9 40..008 9 105 1650 66.6 40..009 5 103 2100 37.0 40..009 6 8 1800 40.5 39..007 7 202 300 9.7 40..010 8 11 2800 25.0 90..005 9 13 700 9.8 23..010 10 19 3000 68.9 38..011 11 16 1860 50.5 40..010 12 18 9000 69.9 28..003 13 120 500 7.9 10..012 19 21 1100 5.9 40..013 15 120 1000 2.2 0..090 16 98 850 7.2 90..020 17 29 800 3.1 80..015 18 25 1260 29.1 80..005 19 205 980 13.9 90..008 20 27 1200 23.0 90..035 120 206 2000 19.0 90..035 21 28 300 9.8 90..010 121 209 500 10.1 90..010 22 29 1900 25.7 76..009 23 31 9600 90.1 40..005 29 33 3600 47.9 90..010 25 34 9500 93.0 90..010 26 35 1700 35.3 50..010 27 36 1100 11.6 50..010 28 37 700 9.8 50..090 29 93 9200 64.5 90..009 30 90 2800 64.6 21..010 31 38 9600 57.7 90..005 32 92 1400 26.9 27..008 33 98 500 3.7 90..007 39 95 800 16.9 80..020 35 97 1200 18.0 10..015 36 95 2000 18.0 90..030 37 50 78d0269.0 76..030 38 51 9900 39.2 90..010 39 53 1000 32.1 3..010 90 55 7300202.3 90..007 91 172 700 5.8 90..010 42 172 1000 14.0 40..010 192 173 1200 35.5 90..010 93 79 600 26.5 7..010 94 58 9600 50.2 40..005 45 62 6600151.8 53..008 46 60 2900 30.2 90..007 97 63 2000 91.9 90..008 98 65 2000 79.1 90..006 49 67 3200 92.2 90..010 50 57 500 7.3 65..022 150 157 2900 30.1 65..008 51 70 2600 69.7 90..007 52 79 600 16.9 70..005 53 75 600 12.3 70..005 59 81 1800 52.7 60..003 55 208 1300 56.5 90..006 56 209 1300 36.1 90..003 57 85 6500166.2 90..020 58 212 2650 80.9 90..009 59 211 1500 20.7 90..006 60 78 1500 29.6 97..005 61 210 1050 12.2 69..009 62 77 1800 2.0 99..007 Wrfh ��o�t�- (1�d�fwn ��� ���� �/y�/1� ]'. Y ' 63 193 1310 93.0 90..005 1 691 361 5000 19.5 90.0.0250 .016 1 692 365 1700 7.1 90.0.0070 .016 1 693 363 3750 23.9 90.0.0070 .016 1 649 369 2850 16.5 90.0.0063 .016 1 695 351 3620 9.5 10.0.0900 .016 650 88 1220 19.6 40..010 651 251 700 6.6 9..023 652 88 1200 27.3 6..020 66 99 5600 85.7 19..020 67 86 1500 28.3 90..036 66 87 1800 60.0 90..010 69 95 1300 97.0 90..030 1 301 301 300 1.9 100..001 1 302 302 2800 18.1 55..020 1 303 303 1900 10.5 18..010 1 309 309 700 9.9 0..010 1 305 339 950 5.1 3..012 1 306 306 600 9.5 55..020 1 307 307 600 7.6 85..010 1 308 308 300 9.7 93..010 1 309 309 1000 3.3 29..010 1 310 310 1700 6.0 33..010 1 311 311 700 1.7 100..001 1 312 312 1000 6.5 0..020 1 313 313 2200 3.9 33..020 1 319 319 500 2.8 89..010 1 315 315 500 2.8 89..010 1 316 335 930 5.7 0..008 0 2 650 651 o i ioz o i 0 102 5 0 2 0 9 102 0 1 0 105 6 0 2 0 5 6 0 5 0 103 201 0 1 0 201 6 0 2 0 6 7 0 5 0 7 10 0 1 0 B 109 0 1 0 9 10 8 2 .0 0. 0.972 2.1 0 109 10 7 2 .0 0. 2.287 23.0 0 202 9 0 2 0 10 15 0 1 0 11 15 0 1 0 116 19 0 2 0 13 16 0 1 0 19 15 0 1 0 15 116 7 2 .0 0. 9.491 64.0 0 16 203 0 1 0 203 120 0 2 0 18 19 0 1 0 19 120 8 2 .0 0.0 5.212 39.0 0 120 29 0 2 0 21 120 0 1 0 98 39 0 1 0 29 25 0 1 0 25 26 0 1 0 26 27 0 1 0 27 50 0 1 0 205 26 0 2 0 206 50 0 2 0 204 39 0 5 .25 .10 .50 .51 .25 .10 .50 .51 .25 .10 .50 .51 .25 .10 .50 .51 .25 .10 .50 .51 2.0 2700. .010 30.0 2.0 1600. .009 0.0 2.0 2100. .004 30.0 1.5 100. .010 .0 2.0 1650. .002 .0 1.0 1650. .002 30.0 2.0 2900. .009 30.0 1.5 100 .010 .0 2.5 600. .003 .0 2.0 600. .003 30.0 9.0 1900. .008 3.0 9.0 1000. .007 30.0 0.1 1000. .010 .0 0.056 1.0 0.279 1.920 2.3 1.753 0.1 1000. .010 .0 0.015 0.9 0.528 2.527 36.0 2.619 1.0 100. .010 .0 6.0 1500. .006 3.0 2.0 1300. .010 30.0 9.0 1200. .006 .0 2.0 500. .007 30.0 2.0 1400. .407 30.0 0.1 1000. .025 .0 0.006 1.0 0.398 7.923 81. 10.692 2.0 2000. .009 30.0 1.5 100. .010 .0 2.0 1500. .012 30.0 0.1 1000. .010 .0 0.289 3.0 1.923 8.053 56.0 11.996 9.0 900. .010 .0 2.0 1100. .003 30.0 1.0 600. .015 30.0 10.0 800. .OQ09 3.0 10.0 1200. .0009 3.0 10.0 400. .0004 3.0 10.0 3200. .0009 3.0 1.0 100. .002 .0 2.0 100. .010 .0 1.5 1200. .009 .0 30.0 0.0 30.0 .0 .0 30.0 30.0 .0 .0 30.0 3.0 30.0 .0 1.5 2.5 .0 5.7 60.0 .0 3.0 30.0 .0 30.0 30.0 .0 16. 97. 30.0 .0 3Q.Q .a 13. 78.0 .0 30.0 30.0 3.0 3.0 3.0 3.0 .0 .0 .0 .5 .0018 .5 .0018 .5 .0018 .5 .0018 .5 .0018 0.016 100.00 0.013 2.00 0.016 100.00 a.013 1.50 0.013 2.00 0.016 100.00 0.016 100.00 0.013 1.50 0.013 2.50 0.016 140.00 0.090 100.00 0.016 100.00 0.100 0.10 0.566 1.6 2.U26 81.2 0.100 0.10 1.936 15.3 0.013 1.00 0.090 100.00 0.016 100.00 0.013 9.00 0.016 100.00 0.016 100.00 0.100 1.3 1.936 39.0 0.016 100.00 0.013 1.50 0.016 100.00 o.ioo i.so 3.088 28.0 18.262 111.0 0.013 9.00 0.023 1.00 0.023 1.00 0.030 100.00 0.030 100.00 0.030 100.00 0.030 100.00 0.013 1.00 0.013 2.00 0.013 1.50 ' ' ' �� ' � � ' � � � ' ' ' ' ' ' ' ' 0 28 30 0 1 0 29 34 0 5 0 30 32 0 2 0 31 32 0 1 0 32 40 0 2 0 33 40 0 1 0 34 35 0 5 0 35 40 0 4 0 36 51 0 1 0 37 49 0 1 0 38 39 0 1 0 39 92 7 2 .0 0. 4.085 18.9 0 40 41 0 4 0 41 42 9 2 0.001 0.0 0.871 378.3 7.135 2731.4 0 42 55 12 2 0. .0 1.37 54.0 21.63 218.0 0 43 49 0 1 0 49 58 5 2 .0 .0 2.242 102. 0 45 49 0 5 0 46 49 0 5 0 47 46 0 5 0 48 47 0 1 0 49 50 0 1 0 50 53 5 2 0.0 0.0 630.0 880.0 0 51 52 0 5 0 52 53 0 5 0 53 54 0 5 0 54 55 0 5 0 SS 56 0 1 0 56 57 8 2 0.0 0.0 6.786 204.7 Q 57 157 13 2 0.0 .0 0.88 153.0 2.11 322.0 3.43 823.0 0 157 78 22 2 0.0 .0 0.14 136.0 2.63 409.0 8.54 540.0 9.99 675.0 11.44 1040.0 0 58 59 0 1 0 59 62 4 2 .0 0.0 0 60 61 0 1 0 61 62 0 1 0 62 162 4 2 .0 0.0 78 162 66 4 3 0 0 1.0 1200. .004 30.0 2.0 800. .002 30.0 3.5 800. .005 .0 10.0 800. .005 25.0 2.0 2200. .012 .0 2.0 2400. .009 30.0 2.0 1650. .006 .0 2.0 2600. .010 30.0 4.5 2300. .010 30.0 5.0 2300. .010 30.0 10.0 900. .003 4.0 58.0 900. .003 30.0 1.0 1100. .006 30.0 3.0 800. .013 3.0 2.0 2900. .005 30.0 0.1 1000. .005 .0 0.232 4.5 1.213 5.352 18.0 5.775 15.0 1000. .002 4.0 47.0 1000. .002 100.0 .1 1000. .010 .0 0.016 101.5 0.099 1.444 378.3 2.016 .1 150. .010 .0 0.007 1.7 0.077 4.07 93.0 8.68 25.4 230.0 29.2 2.0 2150. .006 30.0 0.1 1700. .002 .0 0.185 10.5 0.866 3.0 900. .015 .0 5.0 900. .015 100.0 1.5 500. .020 .0 2.0 500. .020 30.0 2.0 1300. .017 .0 2.0 1300. .017 30.0 1.0 500. .002 30.0 10.0 500. .016 5.0 .1 1. .016 .0 90.0 90.0 250. 1.5 2900. .010 .0 2.0 2900. .010 30.0 2.0 1300. .005 .0 3.0 1300. .005 9.0 2.0 900. .004 .0 50.0 900. .004 4.0 2.0 1500. .006 .0 3.0 1500. .006 13.0 10.0 3200. .003 3.0 .1 100. .005 .0 0.005 9.1 0.113 17.729 294.4 34.683 0.1 130. .0059 .0 0.01 17.0 0.10 1.92 222.0 1.60 2.94 909.0 2.77 0.1 157. .0046 .0 0.01 9.0 0.02 0.38 254.0 0.83 4.05 452.0 5.81 8.90 558.0 9.27 10.35 740.0 10.71 11.80 1176.0 2.0 2400. .006 30.0 1.8 900. .002 .0 0.1 0.0 1.5 5.0 3000. .002 3.0 3.0 1100. .004 4.0 .i aoo. .oio .o 9.834 .0 16.533 1. 24 0 54 30.0 30.0 .0 25.0 .0 30.0 .0 30.0 30.0 30.0 4.0 30.0 4.0 3.0 30.0 .0 12.0 92.0 4.0 100.0 .0 290.8 458.9 .0 12.5 137.0 243.0 30.0 .0 21.3 .0 100.0 .0 30.0 .0 30.0 1.0 5.0 .0 220.0 .0 30.0 .0 4.0 .0 4.0 .0 13.0 3.0 .0 39.0 358.4 .0 23.0 235.0 514.0 .0 48.0 30@.0 493.0 586.0 822.0 30.0 .0 0.0 3.0 4.0 .o 187.5 30 0.016 100.00 0.016 100.00 0.013 3.50 0.016 100.00 0.016 2.00 0.016 100.00 0.013 2.00 0.016 100.00 0.016 4.50 0.016 100.00 0.040 6.00 0.060 100.00 0.016 100.00 0.040 100.00 0.016 100.Q0 0.100 0.10 2.561 14.9 0.040 4.00 0.060 100.00 0.100 .O1 0.300 498.3 3.968 1213.6 0.013 .O1 0.359 31.0 14.64 184.0 37.2 262.0 0.016 100.00 0.100 0.10 1.884 24.4 0.013 3.00 0.016 100.00 0.013 1.50 0.016 100.00 0.013 2.00 0.016 100.00 0.016 100.00 0.040 100.00 1.000 .O1 960.0 560.0 0.013 1.50 0.016 100.00 0.013 2.00 0.040 100.00 0.013 2.00 0.040 100.00 0.013 2.00 0.040 100.00 0.040 100.00 0.013 2.00 1.536 90.0 56.319 411.3 0.013 0.1 0.37 81.0 1.78 264.0 3.10 653.0 0.023 0.1 0.04 92.0 1.55 362.0 8.18 531.0 9.63 623.0 11.08 922.0 0.016 100.00 0.013 1.8 3.0 0.0 0.040 100.00 0.090 100.00 o.oio .oi 36.987 1560 3000 30 0 63 64 0 1 0 69 66 0 5 0 65 66 0 1 0 66 69 7 2 .0 0. 24.512 45.8 0 67 66 0 1 0 69 82 0 5 0 70 71 0 1 0 71 82 5 2 .0 5.8 11.247 17.2 0 172 173 6 2 .0 0.0 3.384 30.5 0 173 56 0 5 0 74 173 0 2 0 75 76 8 1 .0 .0 0.738 3.0 0 79 76 3 2 .0 .0 0 76 77 0 5 0 77 78 0 5 0 76 88 0 1 0 211 88 2 2 .0 .0 JO 251 88 7 2 0.00 0.0 0.22 5.0 0 212 99 0 2 0 210 78 9 2 0.0 0.0 0.93 20.65 1.71 30.62 0 81 207 0 1 0 207 82 3 2 .0 .0 0 82 83 0 5 0 208 83 3 2 .0 .0 0 83 189 0 5 0 209 189 3 2 .0 .0 0 189 99 0 5 0 85 215 0 1 0 215 95 0 2 0 86 216 0 1 0 216 99 0 2 0 87 95 0 1 0 88 94 0 9 0 90 91 0 5 0 91 96 0 5 0 193 96 0 2 0 94 95 0 1 0 95 96 0 1 0 96 0 1 1 301 321 0 3 1 302 329 0 1 0 303 335 9 2 0.00 0.00 1 309 335 0 1 0 306 307 9 2 0.00 0.00 1 307 308 0 5 2.0 1360. .005 30.0 3.0 1900. .008 .0 2.0 1900. .008 30.Q 2.0 1300. .003 30.0 .1 1000. .0012 .0 0.007 3.8 0.399 90.910 47.4 47.706 2.0 1200. .006 30.0 2.5 1220. .0117 .0 2.5 1220. .0117 2.5 2.0 1600. .009 30.0 0.1 1000. .009 .0 0.165 9.9 2.826 .1 1000. .008 .0 0.031 3.9 0.935 6.988 39.0 2.3 1500. .0022 .0 2.0 1500. .0022 30.0 1.5 100. .010 .0 .1 1000. .001 1.0 0.020 0.5 0.159 0.971 3.0 1.260 .1 1000. .001 0.0 0.580 10.0 0.600 1.0 700. .003 .0 1.0 700. .003 30.0 2.0 1100. .002 .0 2.0 1100. .002 30.0 5.0 1900. .0089 4.0 0.1 1000. .010 .0 2.27 10. o.i iaoo. .oio .o 0.06 1.0 0.11 0.28 5.1 0.56 2.5 100. .010 .0 0.1 80. .005 .0 0.50 6.59 0.62 1.11 23.59 1.29 2.5 1850. .005 30.0 0.1 1000. .010 .0 5.0 20. 7.0 9.0 1350. .004 .0 9.0 1350. .009 30.0 0.1 1000. .010 .0 3.7 20. 5.0 4.5 1300. .009 .0 9.5 1300. .004 30.0 0.1 1000. .010 .0 2.9 9. 9.0 9.5 1850. .0056 .0 4.5 1850. .0056 30.0 2.0 6500. .003 30.0 9.0 800. .003 .0 2.0 1600. .009 30.0 2.0 100. .010 .0 25.0 2600. .0004 3.0 3.0 1350. .012 9.0 35.0 1350. .012 30.0 3.0 2700. .007 .0 2.0 2700. .007 30.0 3.0 1300. .030 .0 2.0 1300. .030 1.0 2.5 100. .0055 .0 1.0 3000. .010 20.0 25.0 1300. .0004 3.0 25.0 100. .0004 3.0 1 2.0 1650 .009 30. 0.1 1 .010 0. 0.60 1.70 1.25 2.0 700 .010 6. 0.1 1 .010 0. 0.11 16.40 0.17 2.5 343 .006 0. 30.0 0.016 100.00 .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.100 .10 29.2 6.983 37.8 48.0 30.0 0.016 100.00 .0 0.013 2.50 2.5 0.040 100.00 30.0 0.016 100.00 .0 0.100 0.1 13.2 8.981 16.9 .0 0.100 1.50 16.8 1.610 28.1 .0 0.013 2.3 30.0 0.016 100.00 .0 0.023 1.50 1.0 0.100 .O1 1.3 0.393 2.1 18.9 1.782 60.0 0.0 0.100 .O1 125.0 .0 0.013 1.00 30.0 0.016 100.00 .0 0.013 2.00 30.0 0.016 100.00 4.0 0.036 100.00 .0 0.100 0.10 .o o.ioo o.io 2.9 0.17 9.9 5.4 .0 0.013 2.50 .0 0.013 0.10 13.08 0.78 17.30 26.11 1.50 28.46 30.0 0.016 100.00 .0 0.100 0.10 20. .0 0.013 2.50 30.0 0.013 100.00 .0 0.100 0.10 20. .0 0.016 3.00 30.0 0.016 100.00 .0 0.100 0.10 9. .0 0.013 3.00 30.0 0.016 100.00 30.0 0.016 100.00 .0 0.013 9.00 30.0 0.090 100.00 .0 0.013 2.00 3.0 0.030 100.00 4.0 0.040 4.00 30.0 0.060 100.00 .0 0.013 3.00 30.0 0.016 100.00 .0 0.013 3.00 1.0 0.016 3.00 .0 0.013 2.50 20.0 0.040 100.00 3.0 0.030 100.00 3.0 0.030 100.00 30. .020 100. 0. .016 8.00 4.80 1.97 8.80 6. .070 100. 0. .016 8.00 17.60 0.40 82.00 0. .013 2.50 1 � 1 308 309 0 5 1 309 334 0 5 1 310 336 0 1 1 311 328 0 3 1 312 335 0 1 0 313 334 3 2 0.00 0.00 1 314 307 0 1 1 315 307 0 1 323 321 322 3 3 0.00 0.00 1 322 331 0 3 1 323 302 0 3 326 324 325 3 3 0.00 0.00 1 325 327 0 3 1 326 303 0 1 1 327 335 0 2 330 328 329 3 3 0.00 0.00 1 329 332 0 3 1 330 312 0 3 1 331 306 0 2 1 332 309 0 2 337 336 338 3 3 0.00 0.00 1 338 213 0 3 1 337 335 0 3 1 335 213 0 3 1 334 213 0 3 0 213 90 15 2 .0 .0 1.15 32.4 5.45 42.53 7.55 44.17 0 361 362 0 4 0 362 351 0 1 0 363 351 0 4 0 364 351 0 4 0 365 351 0 4 0 351 214 0 3 0 214 91 11 2 0.0 0. 3.47 13.25 7.35 19.17 0 8 88 94 95 ENDPROGRAM O 2.0 343 .006 30. 30. .020 100. 3.0 365 .005 0. 0. .013 3.00 2.0 365 .005 30. 30. .020 100. 3.0 532 .007 0. 0. .013 3.00 2.0 532 .015 6. 6. .070 100. 2.0 1330 .007 0. 30. .020 100. 1 2.0 1000 .010 6. 6. .070 100. 0.1 1 .010 0. 0. .016 8.00 0.80 2.30 1.70 6.90 2.0 500 .008 30. 30. .020 100. 2.0 500 .008 30. 30. .020 100. 1 8.60 0.00 1006.70 1000.00 1 1 1 35.70 0.00 1029.40 1000.00 1 10.0 300 .013 20. 20. .070 8. 2.5 1160 .0054 0. 0. .013 2.5 1 8.10 0.00 1008.10 1000.00 1 1 1.5 439 .0060 0. 0. .013 1.5 1.5 539 .0050 0. 0. .013 1.5 1 16.80 0.00 1016.80 1000.00 1 1 1 1 0.1 1. .010 .0 .0 0.013 2.00 0.0 9.86 0.2 19.2 0.5 25.16 2.1 35.81 3.45 39.04 4.6 41.31 6.3 43.28 6.85 43.83 7.25 44.02 7.7 44.17 7.8 44.08 0.0 850. .0133 50. 50. .016 .4 40.0 850. .0133 10. 10. .020 10. 0.0 1200. .0040 4. 4. .060 10. 0.0 900. .0050 50. 50. .016 .4 40.0 900. .0050 10. 10. .020 10. 0.0 500. .0050 50. 50. .016 .4 40.0 500. .0050 10. 10. .020 10. 0.0 600. .0100 50. 50. .016 .4 40.0 600. .0100 10. 10. .020 10. 0.1 1. .1000 0. 0. .024 0.1 0.1 1. .1000 0. 0. .024 0.1 1.13 5.63 1.77 6.93 2.62 11.30 4.40 14.95 5.33 16.48 6.34 17.88 8.44 20.39 9.53 21.53 96 210 213 251 304 ' ENVIRONfSENTAL PROTECTION AGENCY - STORl1 XAiER NAHAGEMENT HODEL - VERSION PC.1 DEVELOPED BY UPDAT£D BY TAPE OR DI51( ASSIGNlgNTS JINIl) JINf2) JIN13) 2 1 0 JOUT(1) JOUT(2) SOVi(3) 1 2 0 NSCRA7i1) 3 WAYERSHED PROGRAH CALLED ••` ENTAY MADE TO RUNOFF HODEL ••• NE?CALF + EDDY, INC. UNIVERSITY OF FLORIDA RATEA RESOURCES ENGINEEERS, SNC. iSEpT£l�ER 1970) ���'{�-�� �a� �►'���ldn K 5wn�►� � UNIVERSITY OF FLORIDA fJUNE 1973) FSYDROLOGIC ENGINEERING CENTER, CORPS OF ENGINEERS NISSOURI RIVER DIVISION, CORPS OF ENGINEFRS (SEPTII�ER 1971) BOYLE ENGINEERING COAPORATION ([lARCH 1985, JULY 1985) JIN(4) JIN(5) JIN(6) JIN(7) JIN(B) JIN(9) JIN(10) 0 0 0 0 0 0 0 JOU?(�) SOUTIS) JOUT(6) JOUT(7) JOOT(8) 30Ui19) JOUT(10) 0 0 0 0 0 0 0 NSCRAT(2) NSCAAT(3) NSCRAT(41 NSCRAT�S) 9 0 0 0 FOOTHILLS BASIN SWlM MODEL -- MODIFIED FOR PINECONE OV£RALL DRAINAGE PLAN £ILE: PCFD-WC NITH STEWART CASE PARK REGRADING LIDSSONE i ANDERSON OCT 1998 NOlIDER OF TINE STEPS 54 INTE6RATION TIME INTERVAL (MINUTES) 5.00 1.0 PERCENT OF INPEAVIOUS AREA HAS 2ER0 DETENTION DEPT}[ FOR 24 RAINFALL STEPS, THE TIHE INTERYAL IS 5.00 MINfJTES FOA RAINGAGE NUHBER 1 RAZNFALL RZSTORY IN INCHES PEA HOUR .60 .96 1.4� 1.68 3_00 5.0� 9.00 3.72 1.20 .94 .60 .48 .36 .36 .24 .2� .2� .24 .12 .12 FOOTHILLS HASIN SWl4! MODEL -- MODIFIED FOA PINECONE OVERALL DRAINAGE PLAN FILE: PCFD-WC WITH STEWAAT CPSE PARK REGIiADIN6 LIDSIONE 4 ANDERSON OCT 1998 � SUHAAEA GIJTTEA YIDTH NUHBER OR HANHOLE (F!) -2 0 .0 ' 1 1 5400.0 2 4 2100.0 4 105 1650.0 5 103 2100.0 6 8 1900.0 7 202 300.0 ' B 11 2800.0 9 13 700.0 30 14 3000.0 I1 16 1800.0 12 18 4000.0 13 120 500.0 1� 21 1100.0 � 15 120 1000.0 16 98 850.0 17 24 800.0 � 1B 25 1200.0 19 205 980.0 20 2'7 1200.0 ' 120 206 2000.0 21 28 300.0 121 204 500.0 22 29 1400.0 23 31 4600.0 29 33 3600.0 25 3� 4500.0 ' 26 35 1700.0 27 36 1100.0 28 3'i '100.0 29 13 4200.0 30 40 2800.0 31 3B 4600.0 ' 32 � 12 1400.0 33 98 500.0 34 45 800.0 35 �9 1200.0 ARF.A (AC) .0 69.2 46,9 66.6 3�.0 40.5 9.7 25.0 �.8 68.q 50.5 69.9 7.� 5.9 2.z "f . 2 3.1 2�.1 13.� 23.0 19.0 �.8 10.1 25.7 �0.1 47.9 93.0 35.3 11.6 {.8 61.5 64.6 57.7 26.9 3.7 16.9 18.0 PERCENT IIiPERV . .0 �0.0 �0.0 �0.0 �0.0 39.0 �0.0 �0.0 23.0 38.0 10,0 28.0 10.0 40.0 .0 90.0 80.0 80.0 90.0 90.0 40,0 90.0 90.0 16.0 40.0 90.0 90.0 50.0 50.0 50.0 10.0 21.0 �0.0 27.0 90.0 eo.o 10.0 SLOPE (PR/PP) .0300 .0070 .0080 .0090 .00�o .0070 .0100 .0050 .0100 .0330 .0100 .0030 .0120 .0130 .o�oo .0200 .0150 .0050 .0080 ,0350 .0350 .0100 .0100 .0090 .0050 ,0100 .0100 .0100 .0100 .0�00 .0090 .0100 .0050 .00BO .0070 .0200 .0150 2.16 1.56 .24 .2< RESISTANCE FACTOR SUftFACE STORAGEIIN) INPEAV. PEAV. IMPERV. PERV. .016 .250 .100 .300 .016 ,250 .100 .300 .016 .250 .100 .300 .016 .250 .100 ,300 .016 .250 .100 .300 .016 .250 ,100 ,300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 ,100 .300 .016 .250 .300 .300 .016 .250 ,100 ,300 .016 .250 .100 ,300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 ,300 ,300 .016 .250 .100 .300 .016 ,250 ,100 ,300 .016 .250 .100 .300 .016 ,250 .100 .300 .016 .250 ,100 ,300 .016 .250 .100 .300 .016 ,250 .100 .300 .016 .250 .300 .300 .016 .250 .100 .300 .016 .250 ,100 .300 .016 .250 .100 .300 .016 .250 ,100 .300 .016 .250 .100 ,300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 .300 .016 .250 .100 ,300 .016 .250 .100 .300 .016 .250 .100 .300 INFILTRATION RAYE(IN/HR) GAGE MAXIMUH MINIMUM DECAY RATE NO .SI .50 .00180 .51 .50 .00180 1 .51 .50 .00180 1 .S1 .50 .00180 1 .si .so .00leo i .si .so .00ieo i .sl .50 .00180 1 .Sl .50 .001B0 1 .51 .30 .00180 1 .51 .50 .00IBO 1 ,51 .50 .00180 1 .51 .50 .00180 1 .S1 .50 .00180 1 .51 .50 .00180 1 .51 .SO .00160 1 .51 .50 .00180 .1 .51 .50 .00180 1 .51 .SO .00180 1 .51 .50 .00180 1 .S1 .50 .00180 1 .S1 .SO ,00180 1 .51 .SO .00180 1 .S1 .50 .00180 1 .51 .50 .00180 1 .S1 .50 .00180 1 .S1 .50 .00180 1 .51 .SO .00180 1 .51 .50 .00180 1 .51 .50 .00160 1 .51 .50 .0016D 1 .51 .50 .00180 1 .51 .SO .00180 1 .S1 .50 .001B0 1 .51 .50 .001B0 1 .51 .SO .00180 1 .S1 .SO .00180 1 .S1 .SO .00180 1 c ' 36 d5 2000.0 18.0 90.0 37 50 7800.0 269.0 76.0 38 51 7400.0 30.2 40.0 39 53 3000.0 32.1 3.0 AO 55 7300.0 202.3 C0.0 41 172 700.0 5.8 90.0 12 172 1000.0 Ii.O C0.0 li2 173 1200.0 35.5 10.0 43 71 600.0 26.5 7.0 4i 58 i600.0 50.2 40.0 45 62 6600.0 151.8 53.0 46 60 2400.0 30.2 40.0 47 63 2000.0 91.4 40.0 4B 65 2000.0 74.1 40.0 49 67 3200.0 C2.2 40.0 50 57 500.0 7.3 65.0 150 157 2000.0 30.1 65.0 51 70 2600.0 69.7 10.0 52 79 600.0 16.9 70,0 53 75 600.0 12.3 70.0 54 81 1800.0 52.7 60.0 55 208 1306.0 56.5 �0.0 56 209 1300.0 36.1 40.0 57 85 6500.0 166.2 40.0 58 212 2650.0 80.9 40.0 59 211 1500.0 20.7 40.0 60 78 1500.0 24.6 �7.0 61 210 1050.0 12.2 64.0 62 77 1800.0 2.0 99.0 63 193 1330.0 93.0 40.0 641 361 5000.0 14.5 <0.0 642 365 1700.0 7.1 40.0 643 363 3750.0 23.4 40.0 6ii 36d 2850.0 16.5 40.0 645 351 3620.0 4.5 10.0 650 BB 1220.0 19.6 40.0 651 251 700.0 6.6 9.0 652 BB 1200.0 27.3 6.0 66 94 5800.0 85.7 19.0 67 B6 1500.0 28.3 40.0 6B B) 1800.0 60.0 40.0 69 95 1300.0 47.0 40.0 301 301 300.0 1.4 99.9 302 302 2800.0 18.1 SS.Q 303 303 1000.0 10.5 18.0 304 36d 700.0 4.4 .0 305 334 450.0 5.1 3.0 306 306 600.0 4.5 55.0 307 307 600.0 7.6 85.0 308 30B 300.0 4.7 93.0 309 309 1000.0 3.3 24.0 310 310 1700.0 6.0 33.0 311 311 700.0 1.7 99.9 312 312 1000.0 8.5 .0 313 313 2200.0 3.4 33.0 31� 314 500.0 2.8 89.0 315 315 500.0 2.B 89.0 316 335 430.0 5.7 .0 TOTAL NUlIDER OF SUHCATCFII�ENTS, 9C TOTAL TAIH[ITAAY AREA (ACAES), 33D3.90 .0300 .0300 .0100 ,0300 .00�0 ,0100 .0100 .0100 .0100 .0050 .0080 .0070 .00eo .0060 .0100 .0220 .00BO ,00�o .00so .0050 .0030 .0060 .0030 .0200 .0040 .0060 .0050 .0090 .0070 .0050 .0250 .0070 .0070 .0063 .0400 ,0100 .0230 .0200 .0200 .0360 .0100 .0300 .0010 .0200 .0100 .0100 .0120 .0200 .0100 .0100 .0100 .0100 .0010 .0200 .0200 .0100 .0100 ,0080 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .016 .250 .250 .250 .250 .25Q .250 .250 .250 .250 .250 .250 .250 .250 .250 .2so .250 .250 .zso .zso .250 .250 .250 .250 .250 .zso .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .250 .ioo .ioo .300 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .100 .ioo .100 .100 .ioo .ioo .100 .ioo .100 .ioo .300 .ioo .100 .100 .100 .100 .100 .100 .100 .100 .100 .ioo .100 .100 .100 .100 .100 .100 .100 .100 .100 .500 .100 .100 .100 .ioo .100 .100 .100 .100 .100 .100 .100 .100 .100 FOOTHILLS BASIH SWt4�! MOD6L -- lSODZFIED FOA PINECONE OVERAI.L DRAINAGE PLAN FILE: PCF�-NC WITR STEKAAT CASE PARK REGRADING LIDSTONE i ANDERSON OCT 1998 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .500 .500 .500 .500 .500 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 .300 HYDROGRAPHS ARE LISTED FOR THE FOLLONING 2 SVHCA2Git�NTS - AVERAGE VALUES NITHIN TIl� INTERVATC TIHE (!IR/MIN) 650 651 0 0 O 0 0 0 0 0 0 0 0 1 1 1 1 1 1 1 1 1 1 1 1 2 2 2 2 2 2 2 2 2 2 2 2 5. 10. 15. Z0. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20. 25. 30. 35. 40. 45. 50. 55. 0. 5. 10. 15. 20, 25. 30. 35. 40. 45. S0. S5. .0 .D 2.5 7.9 15.2 30.2 61.9 66.5 43.6 34.fi 29.2 24.6 20.5 1�.2 14.6 12.6 11.0 9.7 8.7 7.9 7.3 6.7 6.1 5.4 1.7 4.1 3.6 3.2 2.9 2.6 2.4 2.Y 2.0 1.8 1.7 .0 .0 .7 1.0 1.6 4.3 11.9 15.7 14.2 13.2 11.3 9.6 8.0 6.6 S.5 �.6 3.9 3.4 2.9 2.6 2.3 2.0 1.B 1.6 1.4 1.2 1.1 1.0 .9 .8 .7 .7 .6 .5 .5 00180 OO1B0 00180 00180 OO1B0 00180 00180 00180 00180 OO1B0 OO1B0 00180 OO1B0 00180 ooieo OO1B0 OO1B0 ooieo ooieo ooieo 00180 00180 00180 00180 ooiao OO1B0 00180 00180 00180 00180 00180 00180 00180 00180 00190 00180 00180 00180 00180 00180 00100 00180 00180 OO1B0 00180 OO1B0 00180 00190 ooieo 00180 00180 00180 00180 OO1B0 00180 00180 00180 00180 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i i i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 3 3 3 3 3 3 3 3 3 3 3 3 4 4 a a 9 4 4 o. 5. 10. 15. 20. 25. 30. 35. 40. �5. S0. 55. 0, 5, io. is. 20. 25. 30. i.� 1.: L� 1.: 1.: 1.: Li Li FOOTftILLS BASIN Sfit4f liODEL -- MODIFIED FOR PINECONE OV6AALL DRAINAGE PLAN FILE: PCFD-NC WITH STEWART CASE PARK REGRADING LIDSTONE i ANDEASON OCT 1998 ••` CONSINUITY CHECK FOR SUBCATCIRQEMT AOUSING IN UDSiiH2-PC HODEL ••• NATEEt$HED AREA (ACRES) 3303.900 TOYAL RAINFAI.L (INCHES) 2.890 YOTAL INFILTFiATION (INCHES) .�59 TOYAL NATERSHED OUTFLON (INCl�S) 2.072 TOTAL StTRFACE STOAA6E AT END OF 57RON (INCHES) .359 ERROR IN CONTINUITY, PEACEtiTAGE OF RAINFALL .001 FOO7HILL5 BASIN SWMl1 lIODEL -- MODIFIED FOR PINECONE OVERAI.L DRAINAGE PLAN FILE: PCFD-WC f1ITH STEWART CASE PAA1C REGRADING LIDSTONE 6 ANDERSON OCT 1998 GUTTER N[Jt�EA 1 102 4 105 5 103 201 6 � B 9 109 202 10 11 116 13 ia 15 16 203 1B 19 120 21 98 24 25 26 27 205 206 204 28 29 30 31 32 WIDTH INVERT GUTTER NDP NP OR DIAti LENGYH SLOPE CONNECTION (Y"P) (�7'1 (FY/FT) Y 102 0 1 CHAN1fEL 2.0 2700. .0100 S 0 2 PIPE 2.0 1600. .0090 102 0 1 CHANHEL 2.0 2100. .0090 6 0 2 PIPE 1.5 100. .0100 6 0 5 PIPE 2.0 1650. .0020 OVERFLOfi 1.0 1650. .0020 201 0 1 CHANNEL 2.0 2400. .0090 6 0 2 PIPE 1.5 100. .0100 7 0 S PIPE 2.5 600. .0030 OVERFLOit 2.0 600. .0030 10 0 1 CHANi7EL 4.0 1400. ,0080 109 0 1 CHANNEL 4.0 1000. .0070 10 8 2 PIPE .1 1000. .0100 AESERVOIR STOAAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .1 1.0 .3 1.5 .6 1.8 2.5 2.0 81.2 10 7 2 PIPE .1 1000. .0100 RESEAYOIR STOAAGE IN ACRE-FEET VS SPILL4iAY OUTFLON .0 .0 .0 .9 .5 5.7 1.� 2.6 60.0 9 0 2 PIPE 1.0 100. .0100 15 0 1 CHN7NEL 6.0 1500. ,0080 15 0 1 CHANl7EL 2.0 1300. .0100 19 0 2 PZPE a,0 1200. .00BO 16 0 1 CHANMEL 2.0 500. .0070 15 0 1 CHAHNEL 2.0 1400. .0070 116 7 2 PIPE .l 1000. .0250 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OIITFLON .0 .0 .0 1.0 .1 16.0 1.9 10.6 97.0 203 0 1 CHANNEL 2.0 2000. .0010 120 0 2 PIPE 1.5 100. .0100 19 0 1 CHANNEL 2.0 1500. ,0120 120 8 2 PIPE .1 1000. .0100 RESERVOIR STORAGE IN ACAE-FEES VS SPILLMAY WTFLON .0 .0 .3 3.0 1.� 13.0 3.1 12.0 78.0 19.3 111.0 29 0 2 PIP6 4.0 400. .0100 120 0 1 CHANNEL 2.0 1100. .0030 34 0 1 CHANliEL 1.0 600. .0150 25 0 1 CHANN6L 10.0 800. .0004 26 0 1 CNANHEL 10.0 1200. .0004 27 0 1 CHANN6L 10.0 C00. .00Oi 50 0 1 CHANNEL 10.0 3200. ,OOOC 26 0 2 PIPE 1.0 100. .0020 50 0 2 PIPE 2.0 100. .0100 39 0 5 PIPE 1.5 1200. .00<0 OVEAFLOW 1.0 1200. .00CO 30 0 1 CHANNEL 2.0 800. .0020 3� 0 5 PIPE 3.5 800. .0050 OVEAFLON 10.0 800. .0050 32 0 2 PIPC 2.0 2200. .0120 32 0 1 CHANNEL 2.0 2100. .0090 40 0 2 PIPB 2.0 1650. .0060 SIDE SLOPES ftORIZ TO VERT L R 30.0 30.0 .0 .0 30.0 30.0 .0 .0 .0 .0 30.0 30.0 30.0 30.0 .0 .0 .0 .0 30.0 30.0 3.0 3.0 30.0 30.0 .0 .0 1.8 1.0 .0 .0 15.3 2.3 .0 .0 3.0 3.0 30.0 30.0 .0 .0 30.0 30.0 30.0 30.0 .0 .0 39.0 �.S 30.0 30.0 .0 .0 30.0 30.0 .0 .0 28.0 5.2 .0 .0 30.0 30.0 30.0 30.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 3.0 .0 .0 .0 .0 .0 .0 30.0 30.0 30.0 30.0 .0 .0 25.0 25.0 .0 .0 30.0 30.0 .0 .0 OVERBANR/SURCtSARGE !lANNING DEPYH J!C N (FT) .016 100,00 0 .013 2.00 0 .016 100.00 0 .013 1.50 0 .013 2.00 0 .Olfi 500.00 .016 100.00 0 .013 1.50 0 .013 2.50 0 .016 100.00 .oao ioo.00 0 .016 100.00 0 .100 .10 0 2.1 1.4 2.3 .100 .10 0 23.0 2.5 36.0 .013 1.00 0 .OdO 100.00 0 .016 100.00 0 .013 C.00 0 .016 100.00 0 .016 300.00 0 .100 1.30 0 61.0 7.� 81.0 .016 100.00 0 .013 1.50 0 .016 100.00 0 .100 1.50 0 39.0 8.1 56.0 .013 1.00 0 .023 1.00 0 .023 1.00 0 .030 100.00 0 .030 100.00 0 .030 100.00 0 .030 100.00 0 .013 1.00 0 .013 2.00 0 .013 1.50 0 .016 100.00 .016 100.00 0 .013 3.50 0 .016 100.00 .016 2.00 0 .016 300.00 0 .013 2.00 0 ' 33 40 , 34 35 35 40 36 51 37 99 ' 38 39 39 92 40 41 ' 41 42 42 55 43 44 44 58 45 49 46 49 47 46 48 q7 49 50 50 53 51 52 52 53 53 54 54 55 SS 56 56 57 57 157 157 78 58 59 59 62 60 61 61 62 62 162 162 66 63 64 64 66 65 66 66 69 67 66 69 82 70 �1 71 82 172 173 173 56 74 1?3 75 ?6 79 76 76 77 77 � 18 78 8B 211 88 0 1 CHAHNEL 2.0 2600. .0100 30.0 30.0 .016 0 5 PIPE 9.5 2300. .0100 30.0 30.0 .016 OVERFLOW 5.0 2300. .0100 30.0 30.0 .016 0 9 CHANNEL 30.0 900. .QQ30 9.0 4.0 .090 OVERFLOM 58.0 900. .0030 30.0 36.0 .060 0 1 CHANNEL 1.0 1100. .0060 30.0 �.0 .016 0 1 CHANNEL 3.0 800. .0130 3.0 3.0 .040 0 1 CHANNEL 2.0 2�00. .0050 30.0 30.0 .016 7 2 PIPE .1 1000. .0050 .0 .0 .100 AESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOfi .0 .0 .2 4.5 1.2 12.0 2.6 14.9 4.1 18.9 5.8 42.0 0 4 CHANHEL 15.0 1000. .0020 4.0 �.0 .040 OVERFLOW �7.0 1000. .0020 100.0 100.0 .060 9 2 PIPE .1 1000. .0100 .0 .0 .100 AESERVOIR STORAGE IN ACPE-FEET VS SPILL➢IAY OUTFLOYI .0 .0 .0 101.5 .1 290.8 .3 498.3 .9 378.3 2.0 458.9 C.0 1213.6 7.1 2731.4 12 2 PIPE .1 150. .0100 .0 .0 ,013 RESERVOIR STOEiAGE IN ACRE-FEET VS SPILL9iAY OOTFLOii .0 .0 .0 1.7 .1 12.5 .4 31.0 1.4 54.0 8.7 137.0 14.6 184.0 21.6 218.0 25.4 230.0 29.2 243.0 0 1 CIiANNEL 2.0 2150. .0060 3Q.0 30.0 .016 5 2 PSPE .1 1700. .0020 .0 .0 .300 RESEFVOIR STOFtAGE IN ACRE-FEET VS SPILLWAY OVTFLON .0 .0 .2 10.5 .9 21.3 1.9 2q.4 2.2 102.0 0 5 PLPE 3.0 900. .0150 .0 .0 .013 OVEAFLON 5.0 900. .0150 100.0 100.0 .016 0 5 PIPE 1.5 500. .0200 .0 .0 .013 OVERFLOW 2.0 500. .0200 30.0 30,0 .016 0 5 PIPE 2.0 1300. .0170 .0 .0 .013 OVERFLOfi 2.0 1300. .0170 30.0 30.0 .016 0 1 CHANNEL 1.0 500. .0020 30.0 1.0 .016 0 1 CHANNBL 10.0 500. .0160 5.0 5.0 .040 5 2 PIPE .1 1. .0160 .0 .0 1.000 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFL071 .0 .0 90.0 40.0 250.0 220.0 460.0 560.0 630.0 880.0 0 5 PIPE 1.5 2<00. .0100 .0 .0 .013 OVERFLOM 2.0 2400. .0100 30.0 30.0 .016 0 5 PIPE 2.0 1300. .0050 .0 .0 .013 OVEAfLOW 3.0 1300. .0050 4.0 4.0 .040 0 5 PIPS 2.0 900. .0040 .0 .0 .013 OVERPLOiI 56.0 900. .0040 4.0 4.0 .040 0 5 PIPE 2.Q 1500. .0060 .0 .0 .013 OVZRFLOW 3.0 1500. .0060 13.0 13.0 .040 0 1 CHANNEL 10.0 3200. .0030 3.0 3.0 .040 B 2 PLPE .1 100. .0050 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLfiAY OUTFLOW ,0 .0 .0 9.1 .1 39.0 1.5 90.0 6.B 20G.7 34.7 358.4 56.3 411.3 13 2 PIPE .1 130. .0059 .0 .0 .013 RESERVOIR STORAGE IN ACRE-FEET VS SPILLfiAY OUTFLOFI .0 .0 .0 17.0 .1 23.0 .4 81.0 .9 153.0 1.6 235.0 1.8 264.0 2.1 322.0 2.0 aoa.o 2.8 51�.0 3.4 823.0 22 2 PIPE .1 157. .0046 .0 .0 .023 AESERVOIR SiOEiAGE IN ACRE-FEET VS SPILLNAY WTFLOW .0 .0 .0 9.0 .0 48.0 ,0 92.0 .1 136.0 .B 308.0 1.6 362.0 2.6 409.0 4.0 452.0 5.8 493.0 8.5 540.0 8.9 558.0 9.3 SB6.0 9.6 623.0 10.0 675.0 30.7 822.0 11.1 922.0 11.4 1040.0 11.8 11?6.0 0 1 CHANNEL 2.0 2400. .0060 30.0 30.0 .016 4 2 PIPE 1.8 900. .0020 .0 .0 .013 AESERVOIR STORAGE IN ACRE-FEET VS SPILLRAY OUTFLON .0 .0 .1 .0 1.5 .0 3.0 .0 0 1 CHANNEL 5.0 3000. .0020 3.0 3.0 .040 0 1 CHANNEL 3.0 1100. .0000 4.0 C.0 .040 q 2 PIPE .1 800. .0100 .0 .0 .010 AESERVOIR STOEtAGE IN ACRE-FEET VS SPILLiiAY OUTFLOW .0 .0 9.B .0 16.5 187.5 36.5 1560.0 4 3 .0 1. .0010 .0 .0 .001 DIVERSION TO GUTTER NUHBEA ?8 - TOTAL Q VS DIVEATED Q IN CFS ,0 .0 24.0 .0 54.0 30.0 3000.0 30.0 0 1 CHANNEL 2.0 1300. .0050 30.0 30.0 .016 0 S PIPE 3.0 1�00. .00BO .0 .O .013 OVERFLOfi 2.0 1400. .0080 30.0 30.0 .016 0 1 CHANNEL 2.0 1300. .0030 30.0 30.0 .016 7 2 PIPE .1 1000. .0012 .0 .0 .100 RESEAVOIA STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 3.B .4 24.2 7.0 37.6 24.5 �S.B �7.7 48.0 0 I CHANNEL 2.0 1200. .0060 30.0 30.0 .016 0 5 PIPE 2.5 122D. .0117 .0 .0 .013 OVERFLOW 2.5 1220. .0117 2.5 2.5 .0�0 0 1 CHANNEL 2.0 1600. .0040 30.0 30.0 .016 5 2 PIPE .1 1000. .0040 .0 .0 .100 RESERVOIA STORAGE IN ACRE-FEET VS SPILLMAY OUTFLON .0 5.8 .2 9.9 2.8 13.2 8.5 16.9 11.2 17.2 6 2 PIPE .1 1000. .0080 .0 .0 .100 AESERVOIR STORAGE IN ACRE-FEET V$ SPILLWAY OUTFLOW .0 .0 .0 3.9 .4 16.8 1.6 28.1 3.4 30.5 0 5 PIPE 2.3 1500. .0022 .0 .0 .013 OVERFLOfi 2.0 1500. .0022 30.0 30.0 .016 0 2 PIPE 1.5 100, .0100 .0 .0 .023 8 1 CHANNEL .1 1000. .0010 1.0 1.0 .100 AESEAYOIR STORAGE IN ACAE-FEET VS SPILLWAY OUTFLOW .0 .0 .0 .5 .2 1.3 .4 2.1 .7 3.0 1.3 18.4 1.8 60.0 3 2 PIPE .1 1000. .0010 .0 .0 .100 AESERVOIR STORAGE IN ACRE-FEET VS SPILLNAY OUTPLOiI .0 .0 .6 10.0 .6 125.0 0 5 YIPE 1.0 700. .0030 .0 .0 .013 OVERPLON 1.0 700. .0030 30.0 30.0 .016 0 5 PIPE 2.0 1100. .0020 .0 .0 .013 OV6RFLOW 2.0 1100. .0020 30.0 30.0 .016 0 1 CHANNEL S.0 1C00. .008i 9.0 C.0 .036 2 2 PIPE .1 1000. .0100 .0 .0 .100 100.00 0 4.50 0 100.00 6.00 0 100.00 100.00 0 300.00 0 100.00 0 .10 0 5.4 18.0 C.00 0 100.00 .10 0 l.0 378.3 .10 0 4.1 93.0 37.2 262.0 100.00 0 .10 0 3.00 0 100.00 1.50 0 100.00 2.00 0 100.00 100.00 0 100.00 0 .10 0 1.50 100.00 2.00 100.00 2.00 100.00 2.00 " 100.00 100.00 2.00 17.7 29f.4 .10 i.a zzz.o 3.1 653.0 .10 .4 254.0 8,2 531.0 10.4 790,0 100.00 1.80 100.00 100.00 .10 0 0 0 0 0 0. 0 0 0 0 0 0 0 10.00 78 100.00 0 3.00 O 100.00 100.00 0 .10 0 40.9 i7.4 100.00 0 2.50 0 100.00 100.00 0 .10 0 1.50 0 6.5 3<.0 2.30 0 100.00 1.50 0 .O1 0 1.0 3.0 .10 0 1.00 0 1Q0.00 2.00 0 100.00 100.00 0 .10 0 1 251 212 210 81 207 82 20B B3 209 184 85 215 86 216 87 88 90 91 193 94 95 96 301 302 303 304 306 307 308 309 310 311 312 313 314 315 321 322 323 324 325 326 327 328 329 330 331 332 336 338 337 335 334 213 361 362 363 364 365 351 21� RESERVOIR STORAGE IN ACRE-FEET VS SPILLNAY OUTFLOiI .0 .0 2.3 10.0 88 7 2 PIPE .l 1000. .0100 .0 .0 .100 RESERVOZR STORAGE IN ACRE-FEET VS SPILLWAY OU7FLOW .0 .0 .1 1.0 .1 2.9 .2 4.9 .2 5.0 .6 5.4 94 0 2 PIPE 2.5 100. ,0100 .0 .0 .013 7B 9 2 PIPE .1 80. ,0050 .0 ,0 .013 RESEAVOIR S70RAGE IN ACRE-E'E£T VS SPILLNAY OOTFLOfi .0 .0 .5 6.6 .6 13.1 .8 17.3 .9 20.6 1.3 26.1 1.5 28.5 1.7 30.6 207 0 1 CHANNEL 2.5 1850. .0050 30.0 30.0 .016 82 3 2 PIP6 .1 1000. .0100 .0 .0 .100 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOFI .0 .0 5.0 20.0 7.0 20.0 83 0 5 PIPE 0.0 1350. .0040 .0 .0 .013 OVERFLOW 4.0 1350. .0040 30.0 30.0 .013 B3 3 2 PIPE .1 1000. .0100 .0 .0 .100 RESERVOZR STORAGE IN ACRE-FEET VS SPILLWAY WTFLON .0 .0 3.7 20.0 5.0 20.0 1B4 0 5 PIPE 4.5 1300. .0040 .0 .0 .016 OVERFLOiI 9.5 1300. .0040 30.0 30.0 .016 189 3 2 PIPE .1 1000. .0100 .0 ,0 .100 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOiI .0 .0 2.9 9.0 4.0 9.0 94 0 5 PIPE 0.5 1850. .0056 .0 .0 .013 OVERFLOW 1.5 1850. .0056 30.0 30.0 .016 215 0 1 CHANNEL 2.0 6500. .0030 30.0 30.0 .016 95 0 2 PZPE 4.0 800. ,0030 .0 .0 .013 216 0 1 CliAl7HEL 2.0 1600. .0040 30.0 30.0 .040 94 0 2 PIPE 2.0 100. .0300 .0 .0 .013 95 0 1 CHANNEL 25.0 2600. .0004 3.0 3.0 .030 94 0 4 CHANNEL 3.0 1350. .0120 4.0 i.0 .040 OVERFLOiI 35.0 1350. .0120 30.0 30.0 .060 91 0 5 PIPE 3.0 2700. .0070 .0 .0 .013 OVERFLOW 2.0 2700. .0070 30.0 30.0 .016 96 0 5 PIPE 3.0 1300. ,0300 .0 .0 .013 OVERFLOW 2.0 1300. .0300 1.0 1.0 .016 96 0 2 YIPE 2.5 300. .0055 .0 .0 .013 95 0 1 CHANNEL 1.0 3000. .0100 20.0 20.0 .040 96 0 1 CHANNEL 25.0 1300. .0004 3.0 3.0 .030 0 0 1 CHANNEL 25.0 100. .0004 3.0 3.0 .030 321 0 3 .0 1. .0010 .0 .0 .001 324 0 1 CHN7NEL 2.0 1650. .0090 30.0 30.0 .020 335 4 2 PIPE .1 1. .0100 .0 .0 .016 RESEAVOIA STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOW .0 .0 .6 1.7 1.3 4.8 2,0 8.B 335 0 1 CHANNEL 2.0 700. .0100 6.0 6.0 .070 307 9 2 PSPE .1 I. .0100 .0 .0 .016 RESERVOIR STORAGE IN ACAE-FEET VS SPILLWAY OIITFLOi1 � _0 .0 .1 16.4 .2 17.6 .4 82.0 308 0 5 PIPE 2.5 343. .0060 .0 .0 .013 OVERFLOW 2.0 343. .0060 30.0 30.0 .020 309 0 5 PIPE 3.0 365. .0050 .0 .0 .013 OVERFLOW 2.0 365. .0050 30.0 30.0 .020 334 0 5 PIPE 3.0 532. .0070 .0 .0 .013 OVERFLOW 2.0 532. .0070 6.0 6.0 .070 336 0 1 CNANNEL 2.0 1330. .0070 .0 30.0 .020 328 0 3 .0 1. .0010 .0 .0 .001 335 0 1 CHANNEL 2.0 1000. .0100 6.0 6.0 .070 334 3 2 PIPE .1 1. .0100 .0 .0 .016 RESERVOIR STORAGE IN ACRE-FEET VS SPILLWAY OUTFLOiI .0 .0 .8 2.3 1.7 6.9 307 0 1 CHANNEL 2.0 500. .0080 30.0 30.0 .020 307 0 1 CHANNEL 2.0 500. .0080 30.0 30.0 .020 322 3 3 .0 1. .0010 .0 .0 .001 DIVERSION TO GUTTER NOMB£R 323 - TOTAI. Q VS DIVERTED 0 IN CFS ,0 .0 8.6 .0 1006.7 1000.0 331 0 3 .0 1. .0010 .0 .0 .001 302 0 3 .0 1. .0010 .0 .0 .001 325 3 3 .0 1. .0010 .0 .0 .001 DIVERSION 70 GUTTER N[RfBER 326 - iOTA7. Q VS DIVERTED Q IN CFS .0 .0 35.7 .0 1029.4 1000.0 327 0 3 .0 1. .0010 .0 .0 .001 303 0 1 CHAHNEL 10.0 300. .0130 20.0 20.0 .070 335 0 2 PIPE 2.5 1160. .0054 .0 .0 .013 329 3 3 .0 1. .0010 .0 .0 .001 DIVERSSON TO GUT7ER NUMBER 330 - 70TAL 0 VS DIVER7ED p IN CFS .0 .0 8.1 .0 1008.1 1000.0 332 0 3 .0 1. .0010 .0 .0 .001 312 0 3 .0 1. .0010 .0 .0 .001 306 0 2 PIPE 1.5 439. .0060 .0 .0 .013 309 0 2 PIP6 1.5 539. .0050 .0 .0 .013 338 3 3 .0 1. .0010 .0 .0 .001 DIVERSION TO GUTSEA NOl�EA 337 - TOTAL 0 VS DIVEATED p IN CFS .0 .0 16.8 .0 1016.8 1000.0 213 0 3 .0 1. .0010 .0 .0 .001 335 0 3 .0 1. ,0030 .0 .0 .001 213 0 3 .0 1. .0010 .0 .0 .001 213 0 3 .0 1. .0010 .0 .0 .001 90 15 2 PIPE .1 1. .0100 .0 .0 .013 AESEAVOIR STOAAGE IN ACRE-FEET VS SPILLWAY OUSFLOW .0 .0 .0 9.9 .2 19.2 .5 25.2 1.1 32.4 3.5 39.0 0.6 11.3 S.5 42.5 6.3 43.3 6.8 43.8 7.5 44.2 7.7 aa.z 7.8 44.1 362 0 4 CHANNEL .0 850. .0133 SQ.O 50.0 .016 OVERFIAW �0.0 850. .0133 10.0 10.0 .020 351 0 1 CHANNEL .0 1200. .0090 1.0 4.0 .060 351 0 9 CHAlR7EL .0 900. .0050 50.0 50.0 .016 OVERFLOii i0.0 900. .0050 10.0 10.0 .020 351 0 4 CHANNEL .0 500. .0050 50.0 50.0 .016 OVERFLOW 10.0 500. ,0050 10.0 10.0 .020 351 0 4 CHANNEL -0 600. ,0100 50.0 50.0 .016 OVERFLOW 40.0 600. ,0100 10.0 10.0 .020 214 0 3 .1 1. ,1000 .0 .0 .024 91 11 2 PIPE .1 1. .1000 .0 .0 .024 RESERVOIA STORAGE IN ACRE-fEET VS SPILLWAY OUTFLOW .10 .3 5.1 2.50 .10 1.1 23.5 300.00 .10 4.00 100.00 .10 �.50 100.00 .10 4.50 100.00 300.00 4.00 100.00 2.00 100.00 4.00 100.00 3.00 100.00 3.00 3.00 2.50 100.00 100.00 100.00 10.00 100.00 8.00 100.00 8.00 2.50 100.00 3.00 100.00 3.00 100.00 100.00 10.00 100.00 8.00 100.00 100.00 10.00 10.00 10.00 10.00 10.00 8.00 2.50 10.00 10.00 10.00 1.50 1.50 10.00 10.00 10.00 10.00 10.00 2.00 2.1 35.8 7.3 44.0 .40 10.00 30.00 .40 10.00 .40 10.00 .40 10.00 .10 .10 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ' 0 0 0 0 0 1 1 0 1 0 1 1 1 1 3 1 0 1 1 323 1 1 326 1 1 1 330 1 1 1 1 337 1 1 1 1 0 0 0 0 0 0 0 0 1 .0 .0 1.1 5.6 1.8 B.9 2.6 11.3 3.5 13.3 4.4 14.9 ' S.3 16.5 6.3 17.9 7.3 19,2 8.4 20.� 9.5 21.5 TOTAL MRiBEA OF GUTTERS/PIPCS, 148 1 ' ' � � ' � 1 , ' 1 ' 1 ' ' 1 FOOTHILLS BASIN SWl41 HODEL -- HODIFIED FOR PINECONE OVERALL DRAINAGE PLAl1 FSLE: PCFD-FIC WZTH STENAAT CASE PARR REGRADING LIDSTOHE 4 ANDERSON OC7 1998 ARRANGElfENi OF SUBCATCIiMENTS AND GUTTERS/PIPES GUTTER 1 4 5 6 7 8 9 io I1 13 14 15 16 18 19 21 24 25 26 27 28 29 30 31 32 33 34 35 36 37 38 39 40 91 42 43 44 95 46 47 i8 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 69 70 71 74 75 76 77 78 79 81 82 83 BS 86 87 88 90 91 94 95 96 9B 102 103 105 109 116 120 157 162 372 173 184 TRIBUTARY GUTTER/PIPE 0 0 0 0 0 0 0 0 0 0 102 0 0 0 0 105 5 201 0 0 6 0 0 0 0 0 0 0 0 0 202 0 0 0 0 7 9 109 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 10 I1 1� 0 0 13 0 D 0 0 0 0 0 0 0 116 18 0 0 0 0 0 0 0 0 0 0 0 0 0 24 0 0 0 0 25 205 0 0 0 26 0 0 0 0 0 0 0 0 0 120 0 0 0 0 28 0 0 0 0 0 0 0 0 0 30 31 0 0 0 0 0 0 0 0 98 204 29 0 0 34 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 36 0 0 0 0 32 33 35 0 0 40 0 0 0 0 39 O1 0 0 0 0 0 0 0 0 43 0 0 0 0 0 0 0 0 0 47 0 0 0 0 48 0 0 0 0 0 0 0 0 0 37 45 46 0 0 27 206 49 0 0 36 0 0 0 0 51 0 0 0 0 50 52 0 0 0 53 0 0 0 0 92 59 0 0 0 55 173 0 0 0 56 0 0 0 0 C4 0 0 0 0 56 0 0 0 0 0 0 0 0 0 60 0 0 0 0 59 61 0 0 0 0 0 0 0 0 63 0 0 0 0 0 0 0 0 0 162 69 65 67 0 0 0 0 0 0 66 0 0 O 0 0 0 0 0 0 70 0 0 0 0 0 0 0 0 0 0 0 0 0 0 75 19 0 0 0 76 0 0 0 0 157 77 210 0 0 0 0 0 0 0 0 0 0 0 0 69 71 207 0 0 82 208 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 78 211 251 0 0 213 0 0 0 0 90 214 0 0 0 212 189 216 88 0 215 87 94 0 0 91 193 95 0 0 0 0 0 0 0 1 4 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0 0 0 15 0 0 0 0 203 19 21 0 0 S7 0 0 0 0 62 0 0 0 0 0 0 0 0 0 172 74 0 0 0 83 209 A 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TRIHUTARY 1 0 2 0 0 0 0 0 0 0 6 0 0 0 0 0 e o 9 0 10 0 0 0 11 0 12 0 0 0 14 0 17 0 18 0 0 0 20 0 21 0 22 0 0 0 23 0 0 0 24 0 25 0 26 0 27 0 ze o 31 0 0 0 30 0 0 0 32 0 29 0 0 0 34 36 0 0 35 0 33 0 0 0 37 0 38 0 0 0 39 0 0 0 90 0 0 0 50 0 44 0 0 0 46 0 0 0 45 0 47 0 0 0 48 0 0 0 49 0 O O 51 0 0 0 �3 0 53 0 0 0 62 0 60 0 52 0 54 0 0 0 0 0 57 0 67 0 6B 0 650 652 0 0 0 0 66 0 69 0 0 0 16 U 0 0 5 0 4 0 0 0 0 0 13 15 150 0 0 0 41 42 142 0 0 0 S[18AAEA 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D.A.IAC) i 69.2 i �6.9 i 116.1 i 219.7 i 219.7 i 40.5 i 9,7 i 269.9 � 25.0 I 4.8 i 68.� i 363.3 i 55.3 i 6d.9 i 428.2 i 5.9 � 3.1 I 27.2 � 40,6 i 63.6 I 4.8 i 524.7 � 4.8' i 40.1 i 44.9 i 47.9 � 635.0 i 670.3 i 11.6 i 4.8 i 57.7 � 57.7 827.� 827.7 912.3 64.5 64.5 34.9 21.7 21.� 3.7 61,4 413.0 45.8 45.8 490.9 C90.9 1605.5 1687.3 1694.6 114.7 114.7 30.2 30.2 296.7 91.4 91.4 71.1 509.0 42.2 504.i 69.7 69.7 26.5 12.3 29.2 31.2 1792.7 16.9 52.7 626.8 683.3 166.2 28.3 60.0 1866.9 90.5 156.5 2781.2 3054.1 3303.9 7.2 116.1 37.0 66.6 40.5 363.3 499.0 1724.7 296.7 39.8 B1.8 719.0 ' LJ 193 0 0 0 0 0 0 0 0 0 0 63 0 0 ' 201 103 0 0 0 0 0 0 0 0 0 0 0 0 202 0 0 0 0 0 0 0 0 0 0 7 0 0 203 16 0 0 0 0 0 0 0 0 0 0 0 0 2QC 0 0 0 0 0 0 0 0 0 0 121 0 0 205 0 0 Q 0 0 0 0 0 0 0 19 0 0 206 0 0 0 0 0 0 0 0 0 0 120 0 0 , 207 81 0 0 0 0 0 0 0 0 0 0 0 0 208 0 0 0 0 0 0 0 0 0 0 55 0 0 209 0 0 0 0 0 0 0 0 0 0 56 0 0 210 0 0 0 0 0 0 0 0 0 0 61 0 0 211 0 0 0 0 0 0 0 0 0 0 59 0 0 212 0 0 0 0 0 0 0 0 0 0 58 0 0 , 213 338 335 33< 0 0 0 0 0 0 0 0 0 0 214 351 0 0 0 0 0 0 0 0 0 0 0 0 215 85 0 0 0 0 0 0 0 0 0 0 0 0 216 B6 0 0 0 0 0 0 0 0 0 0 0 0 251 0 0 0 0 0 0 0 0 0 0 651 0 0 301 0 0 0 0 0 0 0 0 0 0 301 0 0 302 323 0 0 0 0 0 0 0 0 0 302 0 0 , 303 326 0 0 0 0 0 0 0 0 0 303 0 0 30� 0 0 0 0 0 0 0 0 0 0 304 0 0 306 331 0 0 0 0 0 0 0 0 0 306 0 0 307 306 314 315 0 0 0 0 0 0 0 307 0 0 308 307 0 0 0 0 0 0 0 0 0 308 0 0 309 308 332 0 0 0 0 0 0 0 0 309 0 0 ' 310 0 0 0 0 0 0 0 0 0 0 310 0 0 311 0 0 0 0 0 0 0 0 0 0 311 0 0 312 330 0 0 0 0 0 0 0 0 0 312 0 0 313 0 0 0 0 0 0 0 0 0 0 313 0 0 33i 0 0 0 0 0 0 0 0 0 0 319 0 0 315 0 0 0 0 0 0 0 0 0 0 315 0 0 321 301 0 0 0 0 0 0 0 0 0 0 0 0 ' 322 321 0 0 0 0 0 0 0 0 0 0 0 0 323 0 0 0 0 0 0 0 0 0 0 0 0 0 324 302 0 0 0 0 0 0 0 0 0 0 0 0 325 324 0 0 0 0 0 0 0 0 0 0 0 0 326 0 0 0 0 0 0 0 0 0 0 0 0 0 327 325 0 0 0 0 0 0 0 0 0 0 0 0 , 328 311 0 0 0 0 0 0 0 0 0 0 0 0 329 328 0 0 0 0 0 0 0 0 0 0 0 0 330 0 0 0 0 0 0 0 0 0 0 0 0 0 331 322 0 0 0 0 0 0 0 0 0 0 0 0 332 329 0 0 0 0 0 0 0 0 0 0 0 0 334 309 313 0 0 0 0 0 0 0 0 305 0 0 , 335 303 304 312 327 337 0 0 0 0 0 316 0 0 336 330 0 0 0 0 0 0 0 0 0 0 0 0 337 0 0 0 0 0 0 0 0 0 0 0 0 0 33B 336 0 0 0 0 0 0 0 0 0 0 0 0 351 362 363 36� 365 0 0 0 0 0 0 6�5 0 0 361 0 0 0 0 0 0 0 0 0 0 6<1 0 0 362 361 0 0 0 0 0 0 0 0 0 0 0 0 , 363 0 0 0 0 0 0 0 0 0 0 643 0 0 364 0 0 0 0 0 0 0 0 0 0 6�4 0 0 365 0 0 0 0 0 0 0 0 0 0 642 0 0 ORDER OF TREE STAUCTURE (NGUT VALQE) DECREASES THROIIGH DIVEASION FRQ1 GOTTER 80 TO GUTTER STEP (JNLESS GUSTEA CARDS AEtE MODIFIED TO AEVER56 DIVERSION. NONCONVERGENCE IN GIITTER DURING TItg S1EP 36 AT CONVEYANCE ELEMENT 216 , , FOOTAILLS BASIN SillMi NODEL -- MODIFIED FOR PINECONE OVERALL DRAIHAGE PLAN FZLE: YCFD-MC NITH STENART CA56 PARX AEGRADING LZOSTONE i ANDEASON OCT 1998 HYDROGRAPHS ARE LISTED FOR THE FOLLOWING 8 CONVEYANCE ELEl�NTS 0 0 0 0 0 0 0 93.0 0 0 0 0 0 0 0 37.0 0 0 0 0 0 0 0 9. 7 0 0 0 0 0 0 0 55.3 0 0 0 0 0 0 o io.i 0 0 0 0 0 0 0 13 . 4 0 0 0 0 0 0 0 19. 0 0 0 0 0 0 0 0 52.7 0 0 0 0 0 0 0 56.5 0 0 0 0 0 0 0 36.1 0 0 0 0 0 0 0 12 . 2 0 0 0 0 0 0 0 20.7 0 0 0 0 0 0 0 80.9 0 0 0 0 0 0 0 90.5 0 0 0 0 0 0 0 66.0 0 0 0 0 0 0 0 � 166.2 0 0 0 0 0 0 0 28.3 0 0 0 0 0 0 0 6. 6 0 0 0 0 0 0 0 1.1 0 0 0 0 0 0 0 � 18.1 0 0 0 0 0 0 0 10 . 5 0 0 0 0 0 0 0 4. 4 0 0 0 0 0 0 0 5. 9 0 0 0 0 0 0 0 19. 1 0 0 0 0 0 0 0 23.8 0 0 0 0 0 0 0 28.8 0 0 0 0 0 0 0 6. 0 0 0 0 0 0 0 0 1. 7 0 0 0 0 0 0 0 B.S 0 0 0 0 0 0 0 3. 4 0 0 0 0 0 0 0 2. 8 0 0 0 0 0 0 0 2. 6 0 0 0 0 0 0 0 1.�� 0 0 0 0 0 0 0 � 1. 4 0 0 0 0� 0 0 0 .O 0 0 0 0 0 0 0 IB.1 � 0 0 0 0 0 0 0 18.1� 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 18.1 0 0 0 0 0 0 0 1. 7 0 0 0 0 0 0 0 1. 7 0 0 0 0 0 0 0 . 0 0 0 � 0 0 0 0 0 1.4 0 0 0 0 0 0 � 0 1.7 0 0 0 0 0 0 0 37.3 0 0 0 0 0 0 0 47.2 0 0 0 0 0 0 0 6. 0 0 0 0 0 0 0 0 . 0 0 0 0 0 0 0 0 6. 0 0 0 0 0 0 0 0 66.0 0 0 0 0 0 0 0 11 . 5 0 0 0 0 0 0 0 14 . 5 0 0 0 0 0 0 0 23.4 0 0 0 0 0 0 0 16. 5 0 0 0 0 0 0 0 7. 1 78 CCFSP THRWGH DIVEASION NILL LAG ONE TIHE THE UPPER NQMBER IS DISCHARGE ZN CFS TftE LOWER NCRSBER IS ONE OF THE FOLLOWING CASES: I , O DENOTES DEPTH AEOVE INVEAT IN FEET (5) DENOTES STORAGE IN AC-FT FOR D6TENTION DAN. DISCHARGE INCLUDES SPILLWAY OU'fFLOW. (I) DENOTES GUTTEA INFL011 IN CFS FRON SPECIFIED INFLOW NYDAOGMPH (D) DENOTES DISCHARGE IN CFS DIVEATED FAON THIS GUTTER (0) DENOTES STORAGE IN AC-FT FOR SURCHARGED GSTTTEA 1 ' , , , 1 SItgIHR/MIN) 88 94 0 5 o io 0 15 0 20 0 25 0 30 0 35. 0 40. 0 �5. 0 50. 0 55. 1 0. 1 5. 1 10. .00 .00 .00{ ) .00f I .00 .00 .00( ) .OI( I 1.16 1.55 .26( ) .25( I 11.14 9.02 .741 ) .52f 1 10.25 29.85 1.36( ) .82( ) 107.35 81.60 2.09( ) 1.211 1 253.97 205.05 3.01( 1 1.72f ) 403.87 374.05 3.64( ) 2.16( ) 458.27 517.a8 3.83( ) 2.i<( ) 473.96 620.72 3.89( ) 2.61( ) 477.55 682.33 3.90( ) 2.71( ) 474.1C 712.86 3.89( ) 2.75( ) 469.84 722.63 3.87( ) 2.771 I 467.03 721.17 3.86( ) 2.77( ) 95 96 .00 .00 .00( ) .00( ) .00 .00 .00( 1 .00t ) .19 1.46 ,OS( ) .18� 1 2.43 12.97 .25( ) .671 1 13.62 45.53 .69f ) 1.39( ) 55.05 97.1� 1.55( ) 2.15( � 177.98 216.90 3.01( ) 3.35( ) 366.30 �19.65 4.19( ) 4.)7( I 541.03 607.'71 5.<�( ) 5.78( ) 689.53 763.98 6,16( ) 6.�9( � 798.91 BB2.32 6.61( } 6.98( ) 866.30 955.10 6.911 1 7.26( � 898.81 992.30 �.o�c 1 �.�ot ) 907.59 1003.33 7.07( I 7.�4I 1 210 .00 .00( ) .�1 .00�s) .19 .O1(5) ,78 .06(5) 1.94 .IS(5) 4.23 .32(5) 1�.00 .65(S) 21.07 .96(5) 22.84 1.07(5) 23.31 I.10�S) 23.09 1.08 (S) 22.<2 i.oacs) 21.12 .98(S) 20.09 .90(5) 213 .O1 . 00 ( ) .02 .00� t 3.73 .00( I 11.00 .02(5) 27.02 .15(51 25.05 .09(S) 32.26 1.14(5) 35.93 2.15(5) 38.98 3.i2 (S) �1.35 4,62(5) 42.66 5.59(5I �3.36 6.37(5) 43.89 6.96(5) 44.08 7.35 (S) 251 .00 .00( ) .00 .00c > .08 .00(5) .18 .O1(5) .33 .02(5) .76 .OS(S) 3.05 .11(S) i.95 .20(5) 5.07 .26(5) 5.14 .31(S) 5.18 .36(S) 5.22 .39(5) s.za .a1ls) 5.25 .42(5) 304 .00 . 00 ( ) .00 .00� � .00 .00( ) .00 .00( ) .00 .00f 1 .17 .13( ) 1.71 .421 1 4.87 .69( ) 7.03 .91( ) 7.78 .e�l 1 7.63 .831 ) 7.02 .81( ) 6.22 .76( 1 5.38 .72( ) 1 � < 5 6 7 8 9 10 11 13 11 is 16 18 19 21 24 25 26 27 2B 29 30 31 32 33 34 35 36 37 38 39 40 41 �2 �3 �4 �5 16 �7 4B 49 50 51 52 53 SC 55 56 57 58 59 60 61 62 63 64 65 66 67 69 70 71 �4 75 76 77 78 79 81 82 83 85 B6 8� 88 90 91 94 95 96 98 102 103 105 109 116 120 157 162 112 173 184 193 201 202 203 204 205 206 207 208 209 210 211 212 203.2 111.1 23.1 �5.7 45.7 120.9 2.0 89.5 86.7 14.6 2aa.i 100.3 130.7 144.7 91.1 19.0 13.5 BB.9 87.3 91.1 25.1 201.3 21.4 121.4 1B.B 142.5 733.8 78d.8 48.6 24.5 150.3 36.5 854.7 848.8 26i.i 188.1 152.7 209.8 47.0 48.0 23.3 287.9 33.5 152.1 127.8 159.9 142.2 550.6 359.5 359.6 215.8 8.2 50.5 �7.9 193.8 227.3 201.5 175.9 47.1 1�5.3 97.1 180.5 15.8 6.4 20.0 70.1 56.B �14.9 120.2 144.9 82.9 102.9 257.5 63.5 73.2 �77.5 CC.2 64.4 722.6 907.6 1003.3 51.3 23.1 89.7 11.3 50,9 300.3 103.3 360.7 193.8 27.0 105.6 111.9 32.7 11.3 3.B 11.3 �9.1 1.7 24.3 20.0 20.0 9.0 23.3 9.7 49.1 1.0 1.0 2.5 3.0 1.6 .9 .1 .B 1.9 .7 .4 i.i .1 11.3 1.0 .9 .1 14.5 .6 1.1 3.0 7.0 3.0 .6 1.4 1.8 .9 z.o a.e .9 6.0 5.5 .8 1.1 1.0 .1 5.7 5.1 .1 3.0 .1 38.2 1.1 .1 2.5 3.5 1.9 2.3 .8 2.2 .1 75.3 2.� �.5 3.1 3.8 5.1 .1 35.1 .1 2.3 1.2 1.8 16.8 2.2 1.9 .1 16.6 1.2 3.9 1.2 .1 37.6 1.0 2.2 1.2 .1 7.5 1.5 .8 .0 1.3 1.9 2.8 3.6 .1 .6 1.0 3.0 3.8 1.� 1.1 1.8 3.9 2.0 1.6 2.8 7.1 7.0 .7 2.0 1�.0 .8 1.5 7.2 .1 2.6 2.7 2.5 .1 1.5 (DIRECT FLOU) .1 1.5 3.3 2.9 2.5 5.6 1.5 3.3 1.0 .B 1.5 6.1 2.2 1.0 2.7 2.0 1.3 .1 6.1 .1 �.7 .1 3.6 .1 1.1 .1 2.2 2.5 <.8 40. C0. 30. 30. 5. �0. 30. 5. �0. 40. 10. 55. 40. 40. 55. 40. 40. 45. 50. 0. 40. 40. 95. 40. 45. 40. 40. 45. 90. 40. 90. 30. S0. 50. 45. 40. 45. 40. 45. 90. 40. 40. 45. 40. 45. 55. 5. 5. �S. 45. 50. 10. 50. 0. 5. 40. i5. 40. 20. �0. 20. 40. 25. 25. S5. �5. S0. 15. 90. 45. 40. 45. 50. �5. 55. 55. 55. 50. 5. 10. 10. 35. 25. 40. 35. 0. 0. S0. 50, 5. 55. 45. 95. 40. 10. 40. 30. �0. S. 0. 0. 45. 10. 50. 30. 20. ' 1 1 � 1 « 1 1 213 214 215 216 251 301 302 303 304 306 307 308 309 310 311 312 313 314 315 3Y1 322 323 324 325 3Z6 327 329 329 330 331 332 334 335 336 337 338 351 361 362 363 364 365 44.0 20,3 84.6 24.3 5.2 10.3 85.7 7.1 7.8 30.3 111.0 139.9 136.5 22.7 14.'1 15.2 1.4 19.2 19.2 10.3 8.6 1.1 85.7 35.7 42.6 32.4 14.7 8.1 6,6 7.8 B.0 145.7 70,3 22.7 5.9 16.8 227.1 71.7 99.7 84.1 61.3 28,4 .i i.e .1 8.4 4.0 10.8 2.0 1.6 .1 .9 (DIRECT FLOW) .8 .1 1.8 .8 .1 .2 3.3 3.9 5.3 .fi (DIRECT FLOii) 1.1 .1 .5 .5 .5 (DIREC7 FLOii) (DIAECT FLON) IDIRECT FLOW1 (DIRECT FLOii) (DIRECT FLOW) .9 2.5 .l (DIRECT FLOW) (DIItECT FIAW) (DIRECT FLON) 1.2 1.5 .0 1DIAECT FLOii) (DIRECT FLOW) (DIAECT FLOW) (DIRECT FLON) (DIRECT FLOW) (DIRECT FLOW) .5 2.6 .6 .6 .4 I 30. 1 40. 2 0. 1 25. 1 15. 0 35. 0 40. 1 15. 0 50. 0 90. 0 90. 0 40. 0 45. 0 40. 0 35. 0 50. 1 10. 0 35. 0 35. 0 35. 0 35. 0 35. 0 40. 0 55. 0 40. 0 55. 0 35. 0 35. 0 35. 0 35. 0 35. 0 45. 0 50. 0 90. 0 45. 0 35. 0 40. 0 40. 0 45. 0 40. o ao. o ao. � � ENDPROGRAM PROGItAM CALLED I 1 I 1 I ' � � ' I 1 1 I ' 1 1 Worksheet Worksheet for Circular Channel ' 1 � i ' i � � � � � ' � ' ' ' ' ' ProjeG Description Worksheet Circular Channel �� �S 'p�N�JL, ��W Flow Element CircuiarChannel UN�� �����/ � �pT Method Manning's Fortnu `� Solve For Channel Depth �� 4 - 8 P� P►=s Input Data Mannings Coeffic 0.013 �--�(� N� ��1C�� �� �' l�� Slope 004000 ft/ft �� Diameter 8 in �y y Discharge 0.80 cfs �---- �4, Q u.fDlnE� fN U GR-r '� /��S Do w�SfD2 �t � N� P-t2T ��j�� Results Depth 0.57 ft [�5 L• l�. ---/ Flow Area 0.3 ft' Wetted Pe�ime 1.59 ft Top Width 0.46 ft CritiCal Depth 0.42 R PerCent Full 86.1 % Critical Slope 0.008176 fVft / Velocity 2.49 ft/s +f-- ���tc�,CT� �-C��.L ��Z�s d� VelocityHead 0.10 ft �� u$�Q �U� a(}� p��(� Specific Energy 0.67 ft e' Froude Numbe 0.53 Maximum Disc 0.82 cfs Discharge Full 0.76 cfs Slope Full 0.004329 R/ft Flow Type ubcritical 5�� = o , 004� Project Engineer. Michelle Heintz ' untitled.im2 Academic Edition FlowMaster v6.1 (814k] 09/08/03 04:13:29 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 oi 1 � ANdERSON CONSU�TINC� ENfjINEERS� INC Civi1 � Water Resources • Emironmento! Amsr-ProjsCt So�T L� o U� D�Ir�� suoject R�p �-� s�z� �t� :` �P��, NU G�- �� �� � � ��Z� �+P2 A�P '''D �'2o r"'cz-r INLr-r- � pu �,�T �G P�p� DlLft' N��` iL;��J I�IN �L-a'1? {�i112 KLN�1 L� 4-- �,� Prp�s o. �7 _.�S = �� rz�r��L (d��'�'C5�-!)��. C L�S a(Z I P�it�P `�_C� �� � s �-l� � Z.s , 004 '�� !. o � �, aL — ,.S)' 2.5-1. �' C�/� (o � f� 2P-� N oT N�F_i� ��u.T ,. ��(��I�tG-NQG� "� �'2� V�.=1U� r2�:. �N hT l N i.��� �4 N � G1.��'� � T� r�' P�. PrpjsCt Nu�bsr Pap� Ot COF=GZ���-�� ay Dats 1ML�i- ��` � o i o3 (�»ckb Sy D�ts I � 1 1 � � � . M r � � , � 1 ' 1 1 1 1 APPENDIX C.2 WATER QUALITYPOND SUPPORTING DOCUMENTATION � ' Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 1 of 3 Designer: (V1l�}i� ' Company: F4NIDkQb�f�1 La1J�Ut.l.T1 ►�1� oate: SiZ`►/o3 ' Project: �fi L� ol,Y) rA'32.4L Location: v, � r � b r n � � 1' � ' ' ' � , 1. Basin Storage Volume 18 = 15.00 °/a A) Tributary Area's Imperviousness Ratio (i = la / 100 ) i= 0.15 8) Contributing Watershed Area (Area) Area = 17.04 acres C) Water �uality Capture Volume (W�C� WC�CV = 0.09 watershed inches (VN(1CV =1.0 ' (0.91 ' 13 - 1.19 ' IZ + 0.78 ' I)) D) Design Volume: Vol =(WQCV / 12) ' Area ' 1.2 Vol = 0.159 acre-feet 2. Outlet Works A) Outlet Type (Check One) Orifice Plate Perforated Riser Pipe x Other: 21" RCP B) Depth at Outlet Above Lowest Perforation (H) H= 1.00 feet C) Required Maximum Outlet Area per Row, (Ao) Ao = 1.20 square inches D) Perforation Dimensions (enter one only): i) Circular Perforation Diameter OR D= 0.8750 inches, OR ii) 2" Height Rectangular Perforation Width W= inches E) Number of Columns (nc, See Table 6a-1 For Maximum) nc = 2 number F) Actual Design Outlet Area per Row (Ao) Ao = 1.20 square inches G) Number of Rows (nr) nr = 3 number H) Total Outlet Area (A,� A� = 3.61 square inches 3. Trash Rack A) Needed Open Area: A, = 0.5 '(Figure 7 Value) ' A�, A, = 125 square inches B) Type of Outlet Opening (Check One) X < 2" Diameter Round 2" High Rectanqular Other: C) For 2", or Smaller, Round Openina (Ref.: Figure 6a): i) Width of Trash Rack and Concrete Opening (W� from Tabie 6a-1 W�„� = 6 inches ii). Height of Trash Rack Screen (HTR) HTR = �_ inches Design Forms.xls, EDB 1 Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 2 of 3 Designer: , Company: Date: ' Project: Location: � � 1 C� ' ' L�' � F w , ' 1 � � ' , iii) Type of Screen (Based on Depth H), Describe if "Other" X S.S. #93 VEE Wire (US Filter) Other: iv) Screen Opening Slot Dimension, Describe if "Other" X 0.139" (US Filter) Other: v) Spacing of Support Rod (O.C.) 0.75 inches Type and Size of Support Rod (Ref.: Table 6a-2) #156 VEE vi) Type and Size of Holding Frame (Ref.: Table 6a-2) 3!8 in. x 1.0 in. flat bar D) For 2" High Rectanaular Openinq (Refer to Figure 6b): I) Width of Rectangular Opening (VV) W= inches ii) Width of Perforated Plate Opening (VN� = W+ 12") W�,� = inches iii) Width of Trashrack Opening (W,�,,,,,,9) from Table 6b-1 W�,,;�9 = inches iv) Height of Trash Rack Screen (HrR) HrR = inches v) Type of Screen (based on depth H) (Describe if "Other") KlempT"" KPP Series Aluminum Other: vi) Cross-bar Spacing (Based on Table 6b-1, KlempT"" KPP inches Grating). Describe if "Other" Other: vii) Minimum Bearing Bar Size (KlempT"" Series, Table 6b-2) (Based on depth of WQCV surcharge) 4. Detention Basin length to width ratio (LIW} 5 Pre-sedimentation Forebay Basin - Enter design values A) Volume (5 to 10% of the Design Volume in 1 D) acre-feet B) Surface Area acres C) Connector Pipe Diameter inches (Size to drain this volume in 5•minutes under inlet control) D) Paved/Hard Bottom and Sides yes/no Design Forms.xls, EDB Design Procedure Form: Extended Detention Basin (EDB) - Sedimentation Facility Sheet 3 of 3 Designer: Company: Date: Project: Location: 6. Two-Stage Design A) Top Stage (D�„a = 2' Minimum) DWa = feet Storage= acre-feet B) Bottom Stage (DBS = DWa + 1.5' Minimum, D,,,,o + 3.0' Maximum, DBS = feet Storage = 5°/a to 15°/a of Total WQC� Storage= acre-feet Surf. Area= acres C) Micro Pool (Minimum Depth = the Larger of Depth= feet 0.5 • Top Stage Depth or 2.5 Feet) Storage= acre-feet Surf. Area= acres D) Total Volume: Vol,,, = Storage from 5A + 6A + 66 Vol�o, = acre-feet Must be > Design Volume in 1 D 7. Basin Side Slopes (Z, horizontal distance per unit vertical) Z= 4.00 (horizontal/vertical) Minimum Z= 4, Flatter Preferred 8. Dam Embankment Side Slopes (Z, horizontal distance Z= 4.00 (horizontal/vertical) per unit vertica!) Minimum Z= 4, Flatter Prefened 9. Vegetation (Check the method or describe "Other") Native Grass x Irrigated Turf Grass Other: Notes: Design Forms.xls, EDB r BMP PLANNING FOR NEW DEVELOPMENT DRAINAGE CRITERIA MANUAL (V. 3) , AND SIGNIFICANT REDEVELOPMENT 100 • ' ' 90 I - i .• I � � � SO ; �� I % •.� � Le�el 0 � �! � = 70 i Tradiqonal i . �� � > U 3 60 w � 50 w � � � 40 _ a� � L a 30 20 K 10 ts 10 20 30 40 50 60 70 80 90 100 Total Percent of Watershed Imperviousness IQ � 1 De�,elopment '�,�, i I Practice . .� � � � i � , ; Level1 I ! i�( i. I I LeveI12 MDCIA � I.' � MDCIA � �i � � i � i I � ; � � � i � �I �', ; , I � , �_'. � � � .� � � I . :� , ! � I I � � � �- ' ' i .i� •{ � : i'� � ' � i � I '� �' ' � � I ,� � , _ i _ `�, �!_. . i .' � - � � I ' � i� �' I ' i FiGURE ND-1 Imperviousness to Use With Water Quality Capture Volume (WQCV) � � N D-8 9-1-99 Urban Drainage and Flood Conirol District � ' STRUCTURAL BEST MANAGEMENT PRACTICES DRAINAGE CRITERIA MANUAL (V. 3) � ' 0.50 ; , � I 1 � � � ! ' I 0.45 ' ' � �eraed �ece�,o«, sas+� � 0.40 'I i 40-hour Or�n T'une I j ' I � ' i I � Constructed Wetland B�in I � 0.35 i 24-hour Drain Time r � , � c 0•30 WOCV=A•lA.91i�.1.1Al=+Q7Arl . � � a L I I � � I � 0.25 8-�r drain eme a= 0.7 ' ' i a 12-hr drain dme a= 0.8 j ; j j � ' ; 24hr drain bme a= Q.9 ; I � I , I � Q.20 40-hr drain time a= 1.0 ' 3 0.15 � � I I 1 ; ; ; Q. � Q _ , Retenaon Pond, Porous Pavement _ , 0°1 -- --, � i Detenti0n and POrOus � 0.05 , ' �.aridscape oetenv«, � i 12-har Drain Tune � � � � � i � ,� 0.00 , IS �. 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 • Total Imperviousness Ratlo (/ � /„0l100 ) � ' FIGURE EOB-2 Water Quality Captu�e Volume (WQC1�, 80"' Percentile Runoff Event � , ' ' � ' . • ' ' S-42 Rev.6-2002 • Urban Drainage and Flood Control District ' DRAINAGE CRITERIA MANUAL (V. 3) 1 STRUCTURAL BEST MANAGEMENT PRACTICES m 0, � � a eo m 0. � � > m � � �, U .I' �. .� � � � � 0. 3 � � � FIGURE EDB-3 Water Quality Outlet Sizing: Extended Detention Basin (Dry) With 40-hour Drain Time fo� Capture Volume Rev. 6-2002 S-43 Urban Drainage and Flood Control Oistrict o.c . 0.02 0.04 0.06 0.10 0.20 0.40 0.60 �,p �. Zv 2.0 4.0 6.a Requirad Area per Row,a (in.2 ) N� Orifice Plate Perforation Sizino Circular Perforation SizinQ Chart may be applied to orifice plate vertical pipe outlet. —� Rectangular Perforation Sizing Only one column of rectangulor perforations allowed. Rectangular Height = 2 inches Rectangular Width (inches) = Required Area per Row (sq in) 2" Rectangular Min. Steel Hole �dth Thickness 5" 1 4 6" 1 4 7" 5/32 " g" 5/16 „ g" 11 32 " 10" 3/8 " >i 0" � �2 �. Urban Drainage and Figure 5 Flood Control District WQCV Outlet Orifice Drainage Criteria Martuai (V.3) Perforation Sizing �or aeaoLa+�ro ' Deaigner may interpdate to the nearest 32nd inch to better match the required area, if desired. 1 � , F w� —f �• � � T'able 6a-1: Standardized WQCV Outlet Design Using Z" Diameter Circulaz Openings. Minimum Width (W ��.) of Concrete Opening for a Well-Screen-Type Trash Rack See Figure 6-a for Explanation of Terms. Maximum Dia. Width of Trash Rack nin (W�o,�. Per Column of Holes as a Function of Water De th H of Circulaz Maximum Opening Number of (inches) H=2.0' H=3.0' H�.O' H=5.0' H=6.0' Columns < 0.25 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.50 3 in. 3 in. 3 in. 3 in. 3 in. 14 < 0.75 3 in. 6 in. 6 in. 6 in. 6 in. 7 < 1.00 --� 6 in. -- 9 in. 9 in. 9 in. 9 in. 4 < 1.25 9 in. l2 in. 12 in. 12 in. 15 in. 2 < 1.50 12 in. 15 in. 18 in. 18 in. l8 in. 2 < 1.75 18 in. 21 in. 21 in. 24 in. 24 in. 1 < 2.00 21 in. 24 in. 27 in. 30 in. 30 in. 1 Table 6a-2: Standardized WQCV Outlet Design Using 2" Diameter Circulaz Openings. US FilterTM Stainless Stee] Well-Screen' (or equal) Trash Rack Design � Specifications. Max. Width I Screen #93 VEE I Support Rad I Support Rod, I Total Screen of Opening Wire Slot Opening Type On-Center, Thickness . 4 � � ,�„ :� 9" 18" 24" 27„ 30" 36" 42" US Fill DESIGN EXAMPLE: 0.139 # 156 VEE 0. l39 I'E .074"x.50" 0.139 TE .074"x.75" 0.139 TE .074"x.75" 0.139 TE .074"x1.0" 0.139 TE .074"x1.0" 0.139 I'E .105"x1.0" ', St. Paul, Minnesota, USA '� � � � � � � 0.31' 0.655 1.03" 1.03" 1.155" 1.155" 1.155" Given: Find: A WQCV outlet with three columns of 5/8 inch (0.625 in) diameter openings. Water Depth H above 1 he [owest opening of 3.5 feet. The dimensions for a well screen hash rack within the mounting frame. Carbon Steel Frame Type '/q'k I .0"flat bar '/." x 1.0 angle 1.0" x 1'/�" angle 1.0" x 1'/z" angle 1 '/,`k 1'/z" angle 1 '/,`k 1 �/:" angle 1 '/,`k 1'/z"an�le � Solution: From Table 6a-1 with an outlet opening diameter of OJS inches (i.e., rounded up from 5/8 inch actual diameter of the opening) and the Water Depth H= 4 feet (i.e., rounded up from 3.5 feet). The � minimum width for each column of openings is 6 inches. Thus, the total width is W�o��. = 36 = 18 incheS. The total height, after adding the 2 feet below the lowest row of openings, and subtracting 2 inches for the flange of the top support channel, is 64 inches. Thus, �� � Trash rack dimensions within the mounting frame = 18 inches wide x 64 inches high From Table 6a-2 select the ordering specifications for an 18'; or less, wide opening trash rack using US ' Filter (or equa]) stainless steel well-screen with #93 VEE wire, 0.139"openings between wires, TE .074" x.50" support rods on 1.0" on-center spacing, total rack thiclmess of 0.655" and'/." x 1.0" welded carbon steel frame. � i � J � Table 6a � � ' � Wabr Quality Pond WSE Area (ft�) Incremental Total Storage (acre-ft) Storage (acre-ft) 4973.5 0 0.00 0 4974 13036 0.05 0.05 4974.5 - - 0.22 4975 17202 0.35 0.40 `Interpoiated Velues 1 � ' ' � 1 ' � 1 1 � ' ' � 8/22/2003 � • r`-- WAT'� QL�-�L� I`' � IJ r '�Ot_.u.!�� ���t,� i ,2�:= ;� �J D�a u_ : ;�. I ' A�-c - � Hydrology Input.xls STEEL PERFORATED FLOW CONTROL PLATE AND CONCRETE TRICKLE PAN SECTION D-D NOT TO SCALE � Plate Width � f 1 .i" 6" 3" ORIFICE PERFORATION = STAtNLESS I � STEEL BOLTS 7/8" DIA. � I I � I I MODIFY CONCRETE PAN a- PLATE TO BE O � � p I TO MATCH INVERT 5/16" THICK � O � ELEVATION OF ORIFICE I I PERORATIONS �. Oi ip � � � — �• �: :�. � POND INVERT 1• :. '';. �" � • � �.- • .3 ' � ' � . � ' � � EL 4973 5 CONCRETE TRICKLE PAN . ... .:... .. �� .•. .: • � . . . � . , �. • . � . ,.••�: . 6• � �r' .. , . . . . . . �. . . . , . ,'. . • , .,�. :. � , ,: :� � � � � � �� � �� -� �� � 1 .� : s.. . . . . . .. . : : .... .. .. , ,• :� � • 'A ; , . . , � _ .:� � • . c • r- f 2' ANdERSON CONSUI.TINC� ENf,�INEERS� INC Civil • Water Resources • Environmental rns�-Pro7ect ��'T C.� c�l.,D ��SC $ub�ect WJ�TE� Q l�r�Ll �� FoN D OLIiLET' cS1 Z-E S P I LLW �� I� 1'Z/�1►J � I� 'CW',N = "�lt���:� i-k Vv Aa1� Q��. l�t. �� �:�N�:. ��A�+� �C�S ► �,,� Q = �-2.3 � �s I'I.. = D , O(o 5�op � = o. o? �(,c..� s � pc � i�-� _ �.� �' Pro��Ct Nu�ber CO�C2�3-� � � � CtNckb By Paps Of Date s/u/�3 Date � �,, � 9�7� . d4-+S -- � — q�i74.S ;�-------- � � � , �� ? S` I � � � vc.� r�%� I�� ',fl � u! i=.21 �t ��� � C Ft�L lL y�,= U � 03 � ��v� = o . � �3 v� - 31 �+ 4 �_�; � h � _ �2�3r�s - �j= 3.a�_��IS , � ' 1 Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Channe Flow Element Trapezoidal Channe Method Manning's Fortnula Solve For Bottom Width Input Data Mannings Coeffic 0.060 �-- ���f LLN {/� Slope 030000 ft/ft Depth 0.50 ft Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Discharge 42.30 cfs �= i�� [� Results Bottom wdth 30.65 ft Flow Area 16.3 ft= Wetted Perime 34.77 ft Top Width 34.65 ft Critical Depth 0.38 ft Critical Slope 0.073628 ft/ft Velocity 2.59 ft/s Velocity Head 0.10 ft Specific Energ 0.60 ft Froude Numbe 0.67 Flow Type ubcritical Project Engineer: Michelle Heintr untitled.fm2 Academic Edition FlowMaster v8.1 [614k] 08/22/03 11:43:55 AM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1886 Page 1 of 1 It ' I 1 I � Worksheet Worksheet for Trapezoidal Channel Projed Description Worksheet Trapezoidal Channe Flow Element Trapezoidal Channe Method Manning's Formula Solve For Channel Depth Input Data Mannings Cceffic 0.030 = V�L� u�—/ �'�� � , r� `, Slope 030000 ft/ft � Left Side Stope 4.00 H: V Right Side Stope 4.00 H: V Bottom �dth 31.00 ft Discharge 42.30 cfs Resuks Depth 0.33 ft Flow Area 10.6 ft' Wetted Perime 33.71 ft Top Width 33.63 ft Critical Depth 0.3& ft Critical Slope d.018446 ft/ft Velocity 3.98 ft/s •+f---- {� ;,,}(�� Velocity Head 0.25 ft Specific Energ 0.57 ft Froude Numbe 1.25 Flow Type upercritical Projed Engineer. Michelle Heintz p:\cofc2003\07�spreadsheets�sgp.fm2 Academfc Ediqon FlowMaster v8.1 [B14k] OS/25l03 03:14:42 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 1 ' � 1 ' � � APPENDIX C.3 MAGPIE MEANDER NATURAL AREA POND SPILLWAY SUPPORTING DOCUMENTATION � ANdERSON CONSU�TINfj ENfjINEERS� INC Civil • Water Resources • Environmental a+ner-Proj�ct �o�r U� ���z� ;�o�e�t � M� L��'lc M��ND�r� �A��� r�� Pro]ect Nu�b�r �.C�2�3''sl � M L}{ Ch�Ck�d by �o f•� L��`�t � r ��� ►� nt �=�.- Ta ►�A1 U 71'�1 ti1 M M,V I� P�J IJ (� vtic l� i� �,2A1rJ S'1� (L�.�l �C�vu� �12oNt �i�k , � N S► �?3 D j- C.c�N � tZ�. TE G��='G W�'LL ��w f','L.� jL� � _ �, OO�o y� = 0 � 0� s� -4�� ����t w � �� _ �5�� J�.��y� �- �Z,3C� ���.� 1�P7't' ' �,q � t�' ��i � �E����= �. � .�- � v���u�y c�-c-� � �= �. n3 � ��= o.�o � Vc-L.a.c-t� - Z.s7-�s Paqe Of D�te S/Zz/� Data 4q7� -� ,— _ , (,, q , ,. 4 �973�5— -- �-- Z S ' -----� � ;`� Ht�k �� 4Z I P� A P N C--�� , r7 �-r �_ C��-sS � �.5 � �_ :�: � �- .� Cd��,s�ss-��.�� ��7�.�fsS_-} ,�� 2.s .o c� _ 1,J7 No �p���nl� ,5>� ��s-��.��. - , Worksheet � Worksheet for Trapezoidal Channel Projed Description Worksheet MMNA POND Flow Element Trapezoidal Cha Method Manning's Formu Solve For Channel Depth Input Data Mannings Coeffic 0.060 Stope 006000 ft/ft Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Bottom Width 25.00 ft Discharge 42.30 cfs �� Yya�(�N Q Results Depth 0.90 ft f--- Flow Area 25.7 ft' Wetted Perime 32.42 ft Top Width 32.20 ft Critical Depth 0.44 ft Critical Slope 0.071014 ft/ft Velocity 1.64 ft/s Velocity Head 0.04 ft Specific Energ 0.94 ft Froude Numbe 0.32 Flow Type ubcritical Projed Engineer: Michelle Heintz p:�cofc2003\07�spreadsheets�sgp.frn2 Academic Edidon FlowMaster v8.1 [814k] 08/25/03 02:57:13 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA (203) 755-1666 Page 1 of 1 Worksheet Worksheet for Trapezoidal Channel Project Description Worksheet Trapezoidal Channe Flow Element Trapezoidal Channe Method Manning's Fortnula Solve For Channel Depth Input Data Mannings Coeffic 0.030 .�---� Siope 006000 ft/ft Left Side Slope 4.00 H: V Right Side Slope 4.00 H: V Bottom Width 25.00 ft Discharge 42.30 cfs �-- p�s( (� � � Results Depth 0.60 ft Flow Area 16.4 ft= Wetted Perime 29.95 ft Top Width 29.80 ft Critical Depth 0.44 R Critical Slope 0.017753 ft/ft Velocity 2.57 ft/s v�---- Velocity Head 0.10 ft Specific Energ 0.70 ft Froude Numbe 0.61 Flow Type ubcritical Project Engineer: Michelle Heinfz untitled.fm2 Academic Edition FlowMaster v6.1 [614k] 08/22/03 02:48:34 PM m Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 08708 USA (203) 755-1686 Page 1 of 1 .I - �� , , , 1 � � � �. � ' 1 1 ' 1 1 1 APPENDIX D EROSION CONTROL SU�POR TING DOCUMENTA TIDN 1 ANdERSON CONSU�TINC,� ENC�INEERS� INC Civi1 • A'ater Resources • Environmenta! wner-Pro)eCt ��ics �c-� r� N.� N �� 4 D E� EtoGµ�.t.�T -��r L�bt1� PI�Qx ub)BCt �(I �SI ON � � �O �.,. 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