The URL can be used to link to this page

Browse Search

Home My WebLink About20112706.tiff • Exhibit N Drainage Report • • 2011-2706 • DRAINAGE REPORT FOR SULLIVAN COMPRESSOR STATION dcp Midstream, DCP Midstream, LP 370 17th Street Denver, CO 80202 • June 2011 ENERCON Excellence—Every project Every day. Submitted By: tQ vY r k " Anubhav Gaur- Technical Specialist ? o; :<15"✓ ............• ,�) .,ll SS/Jt'i \_ idi 10 -I 2O 1I Reviewed By: Professional Engineer: Pat Brunette, P.E. Registration Number: 39164 State: CO Suraj Balan - Project Engineer • der) DRAINAGE REPORT SULLIVAN COMPRESSOR STATION • Midstream. TABLE OF CONTENTS 1.0 Purpose 2.0 Site location 3.0 Site Layout 4.0 Methodology 5.0 Watershed Delineation 6.0 Design Inputs 7.0 Calculation 8.0 References Appendices: Appendix A HydroCAD Existing Condition Appendix B HydroCAD Proposed Condition • Appendix C FlowMaster Analysis Attachments: Attachment A: Existing Onsite Basin Map Attachment B: Proposed Onsite Basin Map Attachment C: Grading Plan Attachment D: Erosion Control Plan Attachment E: Erosion Control Details • ID ENERCON E R C O N (405) 722-7693 2 dC DRAINAGE REPORT �� SULL IVAN VAN COMPRESSOR STATION III Midstream., 1 .0 Purpose The purpose of this Drainage Report (Report) is to establish overall storm water drainage patterns, constraints and details for a proposed Sullivan Compressor Station (site). It includes an analysis of onsite and offsite hydrology, and calculations to substantiate onsite and offsite hydraulic design. 2.0 Site Location The site is located on an approximately 35-acre (ac) parcel of vacant land located in the southeast quarter of Section 17, Township 7 North, Range 62 West, approximately twenty (20) miles northeast of the town of Greeley, Colorado. The site is located east of the intersection of Weld County Road 80 and Highway 392. The location is shown in Figure 1 . According to the Federal Emergency Management Agency (FEMA), the Flood Insurance Rate Map (FIRM) is not printed for the site. ; I , I 1 l \ ' • LANOVOrwGIL * r;ell '� t0 i 853 , C` I • 49431 b' "a ` } wr Al- -' iQQlrble 1 -. 49? 14--' _ '- ,_ ` .°- � - 1 i-{ ( h e' ~ I , • is itr ! ' - A, ' �I 17-r� `,\ --- I '/...c—f_ ' _ I ( f ...,.+�: - _ ,r FHA fl � ,, I � i ( [ C gr. + + 1 Ai Ls I 4967 plIll be I r �- R. )' C� --- - --- 1 7 S F �� I I •4- r a j' 1 S • _ _ t. T� _� Unii SITE 'fl/ F {i�s a� 4d ' -, - i-% • i '1 _i4B1t 4074 1 i «w41 ii .._.tri t... ....: ti , in --fr0 (� • r . ` n - -- , 700 • 4 l ,t ` ;; +t fN ir. 4 \ 4744 �r i b K f ` -- -,4- YV - ` '%' C:. /bielf , 7 r It? 1 itimple,r ' 4 1 • — Djec ._�.1_ —ark n I keit �> ' � � �� .._ ��! f-, 1 1 f t i u Cl t ( 46s—T'f GGG I )M 14nsj f -; � -. -ms -- _ -- • ` � ��-f ; i 1 .\ __. -N. ,e, --\ t 1)\.ttpit' it: \—I 1 , a i 4588 11 ttitt . • . 1 ! 14 L e1 eat__ 1 rj ol.�r d� 7 r J 11 e!-I K�.,,,C M\ 4°9 4537 r,—s'-L 6110 7 ll'I ! 11 -- - ... 4 -�'. ' 4338 f n t anrvonee k Figure 1 — Site Location • Fli E N E R C O N (405) 722-7693 3 dC P DRAINAGE REPORT SULLIVAN COMPRESSOR STATION II Midstream. 3.0 Site Layout The general site layout is provided in Figure 2. Figure 2 also shows the general storm water drainage pattern and the proposed storm water detention basin location. Detention -----\ -----W-rBasin r 11 a i l � y r •A t� 4,— es 11 - [rid tsn� ■n l�� 0 \\_ - t 9 t Figure 2 — Proposed rainfall-runoff Flow Pattern 4.0 Methodology The overall hydrology of the site and hydraulics of the storm water drainage system were analyzed using HydroCAD (Reference 1 ) and FlowMaster (Reference 2) software. HydroCAD utilizes Natural Resources Conservation Service (NRCS) Soil Conservation Service (SCS) TR- 20 methodology to compute runoff. The results are presented in Appendix A — HydroCAD IIIExisting Condition, Appendix B - HydroCAD Proposed Condition, and Appendix C — CI ENERCON E R C O N (405) 722-7693 4 dCP DRAINAGE REPORT SULLIVAN COMPRESSOR STATION Midstream_ FlowMaster Analysis. The limits of drainage remained the same as the existing condition. However, there were minor shifts in sub-basin boundaries to accommodate the grading. The rainfall-runoff analysis is performed within HydroCAD software using the NRCS SCS methodology. The standard SCS 24-hour storm is used to identify the rainfall events. The SCS Type II rainfall distribution is the distribution applicable to Weld County, Colorado as shown in Figure 3. The SCS unit hydrograph method is used to transform rainfall to runoff. The SCS curve number method is used to account for precipitation losses during the storm event. Storage- Induction method was used within HydroCAD for reach and pond routing. Site parameters (e.g., elevations, distances, areas, etc.) are determined using AutoCAD (Reference 3) software and the existing/proposed site contours. The increase in runoff due to site development will be staged at the detention basin. The proposed conditions runoff staged at the detention basin will be released at a controlled rate so as to not exceed the existing conditions runoff rate. The detention basin is designed to have adequate storage to provide extreme flood control for up to a 100 Year, 24 Hour storm event runoff from the proposed site. The proposed embankment will be an earthen embankment structure. The embankment slopes are 3: 1 (horizontal: vertical). The erosion control plan and details are shown in Erosion Control Plan and Detail Sheets (Attachments D & E) respectively. 5.0 Watershed Delineation • The historic onsite drainage pattern for the project site is generally to the northwest. The rainfall-runoff is conveyed as sheet flow and shallow concentrated flow across the site. Under the existing condition, drainage areas for the project site have been divided into three (3) sub- basins EOB1 , EOB2, and EOB3 as shown in the Existing Onsite Drainage Map (Attachment A). Sub-basin EOB 1 represents the proposed compressor station site. Sub-basin EOB2 represents the proposed detention basin area. Sub-basin EOB3 represents the area just east-southeast of the proposed site which includes the proposed access road. There is an additional offsite area which was analyzed for hydraulic design of the proposed culvert across the proposed access road at the intersection of Weld County Road 80. Sub-basin EOB4 indicates the area along the northern end of Weld County Road 80 just east of access road. This area (EOB4) will drain across the proposed access road via an 18-inch Corrugated Metal Pipe (CMP). Under the proposed conditions, drainage areas for the project site have been subdivided into three (3) sub-basins POB 1 , POB2, and POB3 as shown in the Proposed Onsite Drainage Map (Attachment B). A detention basin is proposed at the northwest corner of the proposed development; this is represented by sub-basin POB2. Runoff from sub-basin POB3 discharges to the proposed gravel lined swale in POB 1 via a 24-inch CMP. The combined runoff from POB3 and POB 1 is carried to the proposed detention basin via proposed gravel lined swale. • ENERCON E R C O N (405) 722-7693 5 dCDRAINAGE REPORT P SULLIVAN COMPRESSOR STATION • Mu/stream. 6.0 Design Inputs Rainfall Depth As shown in Figure 3, the SCS Type II distribution is applicable to Weld County, Colorado. The HydroCAD software incorporates the SCS Type II distribution. However, in order to fully describe the rainfall event, the 24-hour total rainfall depth is needed. The National Oceanic Atmospheric Administration (NOAA) Atlas 2 (Reference 4) provides rainfall frequency maps for various events. The total rainfall depths for 5-year and 100-year frequencies are provided in Table 1 and are based on the location of the site as shown in Figures 4 and 5. I A I*u1, 4Tn Afil Tf� 6 =t`'s Vii . +I � ■"�%t'ft11:1444r51.- ��ti�� m asitairTi al) Sf�*. ••t ivi"i! �f i�/' off 1fifRl��*� �1 • j�, +►�� a6f. ' :iii:/ ::•�`y1 f w ��f ;�. .•...; i "r :a •.".•M/ •a j`; • '+ • i fir s�ngli'�b�•••{a�/At l+��IIII �._�_. �• ■f ■�/•/ y t1 p .� ♦mot -t" 1 f Il,' rfl�t _� frN , . .'te + •p.�� ;•rid ►�t1 _;'_- .��f��. '•\ III I ,ta- t , livilLickserild tri4 ` Rainfall • -----zr: . lips nsalmi:; �i',Vii! i. ._ 3,+ . .i i . Distribution essor Esti Type I Station 4.r � ,'% MO Type IA •. w � �, ;$o. .• - `, Type II $ ♦ ! , ill ` .. ) ER Type III III r. . .Vr.. .4• r { In r J Figure 3 — SCS Rainfall Distributions The rainfall intensity affecting the Site has been referenced from NOAA Atlas 2. The rainfall depths with the proposed site location for 5-year and 100-year for 24-hour events are shown in Table 1 . Rainfall Depths Storm Event for a 24-hour storm (inch) 5-year 2.20 100-year 3.80 Table 1 - Rainfall Depths for 24-hour storm • ID ENERCON E R C O N (405) 722-7693 6 dC P DRAINAGE REPORT SULLIVAN COMPRESSOR STATION • Midstream. �. �. _si - lit-: i y � \lt--te I . 1 / J � 2i. �_ , ' j.�.. 1 ,.� -'�gr* ,•. ■ _T` liven 1 "* J. ti ‘j\I-.11 cics i ' •. 1 41 I Os elt Pit-- a � �• ,�' - • sit - -"-- _ l's . - --- . ow1) CI �JLLL, �� l am •• 1 I I cam, - ' s �'.a` ' � l -1 roar, 1 mit ` t�.`3 . 1141*2 41 ` ; ' • Li 016 J .t e .Z ? IC j � t' li ' ` i �� • 1 V t/ •4 4 J.—.— . - �i 'fi �.�.. ��{- L�w� —r..-- -Jl , * , * `_ •M Ili i r YYY is 1 .•.fOva t r.—. r...r. ' • 1 . 4 • M Cas I -•Ti:Al•.-•".rt." -. 60.tu.V4s C.}1.2$NA 14100414:0 IN - an ......r,.Ss ow.•.,...• nsTn$Of AN np. •fir b W .y. y...,IIb. •;$ to. le, 1p ,n1 a Figure 4 - 5-Year, 24-Hour Rainfall• es t w, S - 11113« — -� --- — _.- - — al TT— J Irt��, 111 3 . r I - rcir, Gam., " I , , F r "► ' - - T - r--- 10• _ 4 11 i r - - -�►�`f��. �\ f u� � SullivanI • Compr - 2'CL ±\c TStation • t *IS cry a H I.SS, t• VVfI� ' ' Ft s r 1 l' . �I �N _• �/ A I I n �. _ / ; IIj. , y, �� tir 1 l I • ' . . 15. ,1 • a I ....,*. " " -te — ' ►al se 77.. sees l ss rPi 1 ut 01 �.- • , • 174: I COLORADO r r an a ear r"•`i ■ f. .w ann t.....• rent 31 A f • t1 'a v Ps.**W rot... r=-i-- sa —, an avowal��.~"'�"r,.•�'.•.: sonlmus of l=1 21 fa ratcNrtnal l ..s. �_ ,t1,•�,.,A.s II WO Of NI INCH iY '•fAO•,.�.Irr• r� ! 1M I 1 • In '01 NA IN for al, al Figure 5 — 100-Year, 24-Hour Rainfall CI ENERCON E R C O N (405) 722-7693 7 dern DRAINAGE REPORT SULLIVAN COMPRESSOR STATION • Midstream Soil Type The NRCS Web Soil Survey (Reference 5) was used to determine the hydrologic soil group for the site. The soil map shown in Figure 6 identifies that the area of concern has a hydrologic soil group of C. The hydrologic soil group is used for the SCS curve number method. Hydrologic Soil Group—Weld County. Colorado, Northern Pad V 3 3 556 555400 a 566 00 .; n :.n 556100 :a.n 566400 . W ICS 34'26 Soil Ratings $ Ill A _ ® AID % a x Drainage Area li mil c $ Rough Outline L CO 0 D / \, \ Not rated or not available 3 - 5 8 1 . - -:. 8 I '1 _ • i jai L \ - 5 8 ti - - is .. _ ._ ate. - ' ,..n ..- - 1 -- - list_ •a _• 40 33 57' • S 3 40J357 n + ..t•n . to : � '. 0 `• .: ..10D .:.0 .:cu . •. . Map Scale 18.3204rrrsconA size(8S'x11'�sheet "' k - Meters 3 0 50 100 200 300 a A Peet 2.1 0 350 Tao 1400 00 Natural Resources b Soil Survey 5119/2011 Conservation Service We National Cooperative Sol Survey Page 1 of 4 Figure 6 — NRCS Soils Map Curve Number The NRCS Technical Release No. 55 (TR-55) identifies the SCS curve numbers (CN) for the various cover conditions and hydrologic soil group. Currently, the site is vacant pastureland. Under developed conditions, there are three (3) types of cover to consider. There are impervious areas (e.g., parking lot, buildings, etc.), gravel lined areas, and open ground cover areas adjacent to the impervious/gravel areas that are bare or maintain short growth vegetation. • C1ENERCON (405) 722-7693 8 sm.P dC DRAINAGE REPORT SULLIVAN COMPRESSOR STATION • Midstream. of 88 was used for gravel lined Impervious cover corresponds to a CN of 98. Curve Number areas; which corresponds to urban industrial area. The open ground cover is categorized as fair condition with 50% to 75% ground cover corresponding to w a CN of 79 for Type C soil. )ii 6Yaar tan . • Pfpa I.E.■ ...OOr 0 00 Yaa►51mn iided) 1T Pga.1E.• aY •B I.E.450240 Croat•4103' Oral Saida HS LF. Gravel Sal 24'OAP Mt B' Appda 316 • 010011' eotbn%IS 4 Aram]0 LF]0 L F 2H:1V 0.011' go =1.1177% S+doopa Slops 2H:1V 91 2b%• rat ii 48,44 As Hood 1/f I ,1 Low • 11 u 'r ` "� f a Channel Gin • u n Appal750LF. Apps: LP. Bolbta We 4' 0•111131 I. Olds a i1.I +:. .: ti Mops r 1 1 P i B3 .11, • ■II • F. &ton 4' • 1.0 51da .. 21t .2.5 / Aamis t t C OS End aaalon 1,CMP Apia 20 LF. *SP 0•111Kart5 0.50% a Ma 0'.a.d) a 1 Figure 7 — Impervious Cover • Fj ENERCON E R C O N (405) 722-7693 9 (der DRAINAGE REPORT SULLIVAN COMPRESSOR STATION • Midstream,. ---- .._. ____:- 0 OO Yrr:tlam . IT • • ROt I - .. . ■d'I.E.4002.60 Civet•4007 'Idiot. _ M0d4 AOpor UI L y•CMP w i,;;.. O V Dal-.W,dOi 4 Awe*00 Ls (� . . at1v ONO+' sops Sops 24% 00% I1' `� •1.07% S Sops NAV if ifilar -.=-11 a / 1 i7 I! • fi; A I Aces Rawl We s�iW� ) t FmnI� lrrl�a.,�it ishi c omm riirlmaima Al PMoaSr p tom- irtill- ni frig ffr . sops � I(•�� 1 0,�// i I _.1 .,..�. ( 'kill ;:i i if - . : r , sip Kli,,, wig, ‘1 e f 4 fit.. S. Irr All r . • 1.0' OM • • 2,t : .. •� 1 `i • / I i Canasls I End swlon /rare Awns LR20 Son 01016 (6%010 I Thi aa as Figure 8 — Open Ground Cover As described below sub-basin POB 1 has an area of 3.30 ac comprising the proposed compressor station site. The impervious cover area for sub-basin POB 1 is approximately 0. 17 ac and is shown in Figure 7. The open ground cover area for sub-basin POB 1 is approximately 0.02 ac and is shown in Figure 8. The remaining drainage area of 3. 11 ac (3.30 ac - 0. 17 ac — 0.02 ac) for sub-basin POB 1 is gravel. CNimpervious * Areaimpervious + CNopen * Areaonen + CNgravei * Areagravel Drainage Area CNponi = (88 * 3. 11 ac + 79 * 0.0.02 ac + 98 * 0. 17 ac) / 3.30 ac = 88.5 = 89 As described below sub-basin POB3 has an area of 5.46 ac comprising of access road and open • ground cover just southeast of proposed site. The access road area is approximately 0.45 ac. O ENERCON E R C O N (405) 722-7693 10 tic DRAINAGE REPORT SULLIVAN COMPRESSOR STATION Midstream. • - sub-basin POB2 is open ground The remaining drainage area of 5.01 ac (5.46 ac 0.45 ac) for cover as in existing condition; which corresponds to CN of 79. The composite CN value for sub-basin POB3 is determined as follows: CNPOB3 = (79 * 5.01 ac + 88 * 0.45 ac) / 5.46 ac = 79.7 = 80 Sub-basins EOB2 and POB2 represent proposed detention basin area for existing and proposed conditions respectively. Sub-basins EOB 1 , EOB2, EOB3, and EOB4 represent open ground cover corresponding to CN of 79. Design Length and Slope for Time of Concentration HydroCAD utilizes SCS TR-55 method to determine the time of concentration (Tc). The SCS TR-55 method consists of categorizing portions of the hydraulic length into overland flow, shallow concentrated flow, or channel flow. The travel time for each segment of flow is summed to result in the time of concentration. Weld County Drainage Manual (Reference 6) recommends minimum Tc value of 10 minutes for non-urban watersheds. The time of concentration is estimated using initial sheet flow and channelized flow within the ditches. HydroCAD analysis (Appendix A and B) indicates that the estimated Tc value for each sub-basin and storm event is less than 10 min. Therefore, Tc value of 10 min. was used for runoff analysis except for sub- basin POB2. As indicated above, sub-basin POB2 represents the detention basin area; therefore Tc value of 0 min. is used in the runoff analysis to indicate instantaneous runoff. • The sheet flow and channelized flow characteristics (length and slope) are determined using the grading plan (Attachment C) for the site. The initial overland, sheet, and channel flow lengths used in HydroCAD are summarized below in Table 2. The initial overland flow length of 100 feet (ft) was used for each sub-basin except for sub-basins POB2 and EOB4. Shallow Sheet Flow Concentrated Channel Flow Sub- Area Flow Basin (ac) Length Slope Length Slope Length Slope (ft) (ft/ft) (ft) (ft/ft) (ft) (ft/ft) Existing Conditions EOB 1 3.30 100 0.0231 477 0.0231 - - EOB2 0.53 100 0.0278 180 0.0278 - - EOB3 5.46 100 0.0205 730 0.0205 - - Total 9.29 Offsite Basin (Access Road Culvert) EOB4 1 .28 25 0.0100- 1224- 0.0107- - - Total 1 .28 Proposed Conditions POB l 3.30 100 0.0246 325 0.0246 750 0.0250 POB2 0.53 - - - - - - POB3 5.46 100 0.0175 630 0.0175 756 0.0159 Total 9.29 111 Table 2 — Length & Slope Inputs for Tc Determination ENERCON E R C O N (405) 722-7693 11 �c' DRAINAGE REPORT SULLIVAN COMPRESSOR STATION • Midstream, Storage Volume The storage area at each elevation was determined using the AutoCAD 5 ft and 1 ft interval contours. The storage areas were then used to determine the storage volume. The storage areas are shown in Figure 9. The storage volume is presented in Table 3. 4803 ' 4798' • Figure 9 - Storage Area Elevation Area Volume (ac-ft) (ft) (ac) Incrementala Cumulative" 4798 0. 18 0 0 4799 0.22 0.200 0.200 4800 0.27 0.245 0.445 4801 0.32 0.295 0.740 4802 0.37 0.345 1 .085 4803 0.43 0.400 1 .485 Table 3 - Storage Volume a) Incremental = (Area X + Area Y) / 2 • b) Cumulative = Incremental X + Incremental C3 ENERCON E R C O N (405) 722-7693 12 �O DRAINAGE REPORT --�■ SULLIVAN COMPRESSOR STATION • Midstream. Manning's Roughness Manning's roughness coefficients used in hydraulic analysis utilizing FlowMaster are listed below in Table 4. Material Manning's Roughness Coefficient Gravel 0.029 CMP 0.024 Table 4—Manning's Roughness Coefficient Source: Chow Book(Reference 7) 7.0 Calculation Hydraulic and Hydrologic Calculations The overall hydrology of the existing and proposed site conditions was analyzed using HydroCAD software. The existing condition results are presented in Appendix A. The proposed condition results are presented in Appendix B. Resultant rates of runoff for the 5-year and 100- year frequency storms are summarized in Table 5- Runoff Summary. The proposed conditions will increase the peak storm water runoff. The increase in runoff due to change in land cover will be staged at the detention basin. The proposed conditions runoff detained at the detention basin will be released at a controlled rate so as to not exceed the existing conditions runoff rate. The proposed storm water drainage structures (i.e. swales, pipes, and detention basin) have been • designed to have adequate capacity to convey discharges from up to a 100-year, 24 hour storm frequency. The hydraulic capacity of the proposed drainage system was assessed using the FlowMaster software. The proposed detention basin is 5 ft deep with a crest elevation at 4803 ft and a 6 ft embankment width. The detention basin has three outlets which involve pipes for 5-year and 100-year runoff and an emergency spillway. An 8-inch HDPE pipe has been proposed to discharge 5-year rainfall-runoff. The invert for 8-inch HDPE pipe is at elevation 4799 ft. A 12-inch HDPE pipe is proposed to discharge 100-year rainfall-runoff. The invert for 12-inch HDPE pipe is at elevation 4800 ft. A concrete spillway (emergency spillway) is located at elevation 4802.5 ft near the north end of the detention basin. The detention basin calculations are shown in Appendix B. The hydraulic calculations for swales and pipes are shown in Appendix C. • Q ENERCON E R C O N (405) 722-7693 13 DRAINAGE REPORT ide� SULLIVAN COMPRESSOR STATION • Midstream. Peak Flow (cfs) Drainage Area Sub Basin 5-Year 100-Year Storm Storm Existing Conditions EOBI 3.09 9.01 EOB2 0.50 1.45 EOB3 5.46 9.30 EOB4 1.45 3.44 Total 10.50 23.20 Proposed Conditions POB1 6.60 15.00 POB2 0.80 2.39 POB3 6.36 18.94 Total 13.76 36.33 Table 5—Runoff Summary Note Composite hydrograph presents peak flow at the design outlet point. Individual drainage areas represent unroutedpeakflows. flows. The flows within the proposed swales were analyzed using FlowMaster software. The runoff from sub-basin POB3 will drain via proposed gravel swale along the access road. The flows • from sub-basin POB3 cross the access road via 24-inch CMP. This flow will then conveyed via gravel swale along the north boundary combining with flows from sub-basin PO131 along the way and ultimately draining to the detention basin via gravel swale (top width 14 ft). Please refer to the Proposed Onsite Drainage Map (Attachment B) for swale and pipe locations. The results from the FlowMaster analysis are shown in Table 6. • ENERCON E R C O N (405) 722-7693 14 DRAINAGE REPORT -�� SULLIVAN COMPRESSOR STATION • Midstream. 100-Year Slope Depth of Flow Velocity Runoff (cfs) (ft/ft) (ft) (ft/sec) Swale POBI+POB3 33.94 0.0167 0.80 5.13 @ 3.70% slope Swale POB1 @ 2.50% slope 15.00 0.025 0.80 5.54 Swale POB3@ 1.70%slope 18.94 0.017 0.86 4.98 Swale POB1 @ 2.50% slope (flows from POB3; swale 18.94 0.025 0.76 5.67 along northern boundary) 24-inch CMP(POB3) 18.94 0.025 1.60 7.03 18-inch CMP 0,005 • (Intersection of Access Road 3.44 1.07 2.56 and County Road) (mm.) Table 6—FlowMaster Analysis Results Water Quality Capture Volume (WOCV) Calculation As indicated in the Weld County Drainage Manual, the required WQCV can be estimated using the following equation: WQCV=a (0.91 I3- 1.1912+ 0.78 I) (Reference 6; Equation 3-1,Page 930) Where: WQCV= Water Quality Capture Volume (watershed inches) a=Coefficient corresponding to WQCV drain time I = Imperviousness (%) As indicated in the Drainage Manual (Reference 6), the value of coefficient "a" ranges from 0.8 to 1.0 depending on drain time. The value of coefficient "a" chosen was 0.80 corresponding to 12 hour drain time. The Drainage Manual indicates a percentage imperviousness value of 80 for light industrial facilities. Therefore value of I was chosen to be 0.80. The transformed basin areas will be sub-basin POB1, POB2 and access road area from sub-basin POB3. As discussed earlier access road area is 0.45 ac; therefore water quality drainage area will 4.28 ac (3.30 ac + 0.53 ac + 0.45 ac) • ENERCON E R C O N (405) 722-7693 15 CIC_- DRAINAGE REPORT SULLIVAN COMPRESSOR STATION • Midstream. WQCV= 0.80 (0.91 * 0.803- 1.19 * 0.802 + 0.78 * 0.80) =0.80 (0.46592-0.7616 +0.624)watershed inches =0.262656 * (4.28 ac) * (lft/12inch) =0.094 ac-ft<0.200 OK As mentioned earlier, the invert elevation for the 8-inch HDPE Pipe is 4799 ft. Therefore, there is one (1) foot of water quality storage available. Table 3 indicates that for the first one foot of the detention basin, the available volume is 0.200 ac-ft. The WQCV is less that the available volume. 8.0 References 1) HydroCAD 8.0, HydroCAD Software Solutions LLC, P.O. Box 477, Chocorua, NH 03817. 2) FlowMaster 3.1, Service Pack 3, Open Channel Design & Analysis, Haestad Methods,Inc., 37 Brookside Road, Waterbury, CT 06708-149. 3) Autodesk, AutoCAD Lite Desktop Software, 2006. 4) U.S. Department of Commerce, National Oceanic and Atmospheric Administration, and National Weather Service's NOAA Atlas 2 Precipitation- Frequency Atlas of the western United States, Volume- III Colorado, prepared by • J.F. Miller, R.H. Fredrick, and R.J.Tracey, 1973 5) United States department of Agriculture, Natural Resource Conservation Service, Soil Data Mart http://soildatamart.nrcs.usda.gov/. 6) Urban Drainage and Flood Control District's, Denver Colorado — "Urban Storm Drainage Criteria Manual", Volumes 1,2, and 3;, June 2001 Revised April 2008. 7) Chow, V.T., "Open Channel Hydraulics," McGraw-Hill,New York, 1959. END OF REPORT • ENERCON E R C O N (405) 722-7693 16 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A • 1 S 28 3S EOB1 EOB2 Proposed Detention Pond Area EOB3 • (4S) EOB4 Offsite Basin (Access Road Culvert) • 4bcta) Reach on Link Drainage Diagram for CS#4_Exisitng Conditions Prepared by{enter your company name here} 5/19/2011 HydroCAD®8.00 sin 004197 ®2006 HydroCAD Software Solutions LLC Page 1 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A CS#4_Exisitng Conditions • Prepared by {enter your company name here} Page 2 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Area Listing (all nodes) Area (acres) CN Description (subcats) 9.290 79 Pasture/grassland/range, Fair, HSG C (1S,2S,3S) 1.280 86 <50% Grass cover, Poor, HSG C (4S) 10.570 • • Page 2 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A CS#4_Exisitng Conditions Type II 24-hr 5-year Rainfall=2.20" • Prepared by{enter your company name here} Page 3 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: EOB1 Runoff Area=3.300 ac Runoff Depth=0.64" Flow Length=577' Slope=0.0231 '/' Tc=10.0 min CN=79 Runoff=3.09 cfs 0.177 af Subcatchment 2S: EOB2 Proposed Detention Pond Area Runoff Area=0.530 ac Runoff Depth=0.64" Flow Length=280' Slope=0.0278 '/' Tc=10.0 min CN=79 Runoff=0.50 cfs 0.028 af Subcatchment 3S: EOB3 Runoff Area=5.460 ac Runoff Depth=0.64" Flow Length=830' Slope=0.0205'/' Tc=25.8 min CN=79 Runoff=3.06 cfs 0.293 af Subcatchment 4S: EOB4 Offsite Basin (Access Road Culvert)Runoff Area=1.280 ac Runoff Depth=1.00" Flow Length=1,249' Slope=0.0107'/' Tc=19.0 min CN=86 Runoff=1.45 cfs 0.107 af Total Runoff Area= 10.570 ac Runoff Volume= 0.605 af Average Runoff Depth = 0.69" 100.00% Pervious Area = 10.570 ac 0.00% Impervious Area =0.000 ac • • Page 3 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A • CS#4_Exisitng Conditions Type II 24-hr 5-year Rainfall=2.20" Prepared by {enter your company name here} Page 4 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 1S: EOB1 Runoff = 3.09 cfs @ 12.03 hrs, Volume= 0.177 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 5-year Rainfall=2.20" Area (ac) CN Description 3.300 79 Pasture/grassland/range, Fair, HSG C 3.300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 100 0.0231 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 7.5 477 0.0231 1.06 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.1 577 Total, Increased to minimum Tc= 10.0 min Subcatchment 1S: EO61 Hydrograph ■Runoff • 13.09 cfs 3 Type--.II 24-hr 51,Year Rainfall=2.20" Runoff Area=3.300 ac Runoff Volume=O 177-af 2- Runoff Depth 0.64„ Flow Length=57,7. Slope=0.023'117" 1- Tc=10.0 min CN=79 0 2 4 6 8 1012141618202224262630323436364042444648505254565860626466687072 Time (hours) • Page 4 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A CS#4_Exisitng Conditions Type II 24-hr 5-year Rainfall=2.20" • Prepared by {enter your company name here} Page 5 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 2S: EOB2 Proposed Detention Pond Area Runoff = 0.50 cfs @ 12.03 hrs, Volume= 0.028 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 5-year Rainfall=2.20" Area (ac) CN Description 0.530 79 Pasture/grassland/range, Fair, HSG C 0.530 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 1.5 100 0.0278 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 2.6 180 0.0278 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.1 280 Total, Increased to minimum Tc = 10.0 min Subcatchment 2S: EOB2 Proposed Detention Pond Area Hydrograph • 0.55- •Runoff { 0.50 cfs 0.5- Type III 24-hr 5lyeer, 0.452 Rainfall=2.20" 0.4 I 'Runoff Area=0.530 ac 0.35 Runoff Volume=0.0'28 af 0.3 Runoff Depth=0.64" LL 025 Flow Length=280' 02 SPope=0.0278 015 Tc=10.0 ruin 0., CN=79 0.05 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 5 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A • CS#4_Exisitng Conditions Type 1124-hr 5-year Rainfall=2.20" Prepared by {enter your company name here) Page 6 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 3S: EOB3 Runoff = 3.06 cfs @ 12.22 hrs, Volume= 0.293 af, Depth= 0.64" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 5-year Rainfall=2.20" Area (ac) CN Description 5.460 79 Pasture/grassland/range, Fair, HSG C 5.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 730 0.0205 1.00 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.7 100 0.0205 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 1.60" 25.8 830 Total Subcatchment 3S: EOB3 Hydrograph • ■ 3.06 cfs Runoff` 3- Type II 24-firl5:year Rainfall=2.20" Runoff Area=5.460 ac Runoff Vglume=0.293 of 2- - Runoff Depths 0.64" LL Flow L;efgth=83,0' Slgp',e=4.0210'5 "P 1- Tc=25.8 min CN=79 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 6 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A CS#4_Exisitng Conditions Type 1124-hr 5-year Rainfall=2.20" • Prepared by{enter your company name here} Page 7 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 4S: EOB4 Offsite Basin (Access Road Culvert) Runoff = 1.45 cfs @ 12.12 hrs, Volume= 0.107 af, Depth= 1.00" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 5-year Rainfall=2.20" Area (ac) CN Description 1.280 86 <50% Grass cover, Poor, HSG C 1.280 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 5.9 25 0.0107 0.07 Sheet Flow, Grass: Short n= 0.150 P2= 1.60" 13.1 1,224 0.0107 1.55 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.0 1,249 Total Subcatchment 4S: EOB4 Offsite Basin (Access Road Culvert) Hydrograph / ■Runoff • 1.45 cfs Type II, 24-hr 5-year Rainfall=2.20rr Runoff Area=1.280 ac Rundff Volume=0.107 at Runoff Depth 1.00' Flow 'Length=1',24'9' Slope=0.0107,'/' Tc=19.0 min CN=86 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 7 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A CS#4_Exisitng Conditions Type 1124-hr 100-year Rainfall=3.80" • Prepared by {enter your company name here} Page 8 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 15: EOB1 Runoff Area=3.300 ac Runoff Depth=1.80" Flow Length=577' Slope=0.0231 '/' Tc=10.0 min CN=79 Runoff=9.01 cfs 0.496 af Subcatchment 2S: EOB2 Proposed Detention Pond Area Runoff Area=0.530 ac Runoff Depth=1.80" Flow Length=280' Slope=0.0278'/' Tc=10.0 min CN=79 Runoff=1.45 cfs 0.080 af Subcatchment 3S: EOB3 Runoff Area=5.460 ac Runoff Depth=1.80" Flow Length=830' Slope=0.0205'/' Tc=25.8 min CN=79 Runoff=9.30 cfs 0.820 af Subcatchment 4S: EOB4 Offsite Basin (Access Road Culvert)Runoff Area=1.280 ac Runoff Depth=2.37" Flow Length=1,249' Slope=0.0107'/' Tc=19.0 min CN=86 Runoff=3.44 cfs 0.252 af Total Runoff Area= 10.570 ac Runoff Volume= 1.648 af Average Runoff Depth = 1.87" 100.00% Pervious Area = 10.570 ac 0.00% Impervious Area= 0.000 ac • • Page 8 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A • CS#4_Exisitng Conditions Type 1124-hr 100-year Rainfall=3.80" Prepared by {enter your company name here} Page 9 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 1S: EOB1 Runoff = 9.01 cfs @ 12.02 hrs, Volume= 0.496 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=3.80" Area (ac) CN Description 3.300 79 Pasture/grassland/range, Fair, HSG C 3.300 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 100 0.0231 1.03 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 7.5 477 0.0231 1.06 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 9.1 577 Total, Increased to minimum Tc= 10.0 min Subcatchment 1S: EOB1 Hydrograph 10 / ■Runoff • 19.01 cfs 9 type II 24-hr 100-year 6 Rainfall=3.80" 7 Runoff Area=3.300 ac Runoff VoIume=0.496 af 6 Runoff Depth=1.80" 5 Flow Length=57,7' LL S;Iope=0.0231 V Tc=10.0 min 2 CN=79 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 3234363840424446485052 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 9 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A CS#4_Exisitng Conditions Type I124-hr 100-year Rainfall=3.80" • Prepared by(enter your company name here} Page 10 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 2S: EOB2 Proposed Detention Pond Area Runoff = 1.45 cfs @ 12.02 hrs, Volume= 0.080 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=3.80" Area (ac) CN Description 0.530 79 Pasture/grassland/range, Fair, HSG C 0.530 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 1.5 100 0.0278 1.11 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 2.6 180 0.0278 1.17 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 4.1 280 Total, Increased to minimum Tc= 10.0 min Subcatchment 2S: EOB2 Proposed Detention Pond Area Hydrograph • 1.45 cfs I •Runoff Type II 24-hr 100�year Rainfall=3.80" Runoff Area=0.530 ac 1- Runoff Volume=0.080 of Runoff Depth=1.80" LL Flow Length=280' Slope=0.0278 'I' Tc=10.0 min CN=79 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 10 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A • CS#4_Exisitng Conditions Type 1124-hr 100-year Rainfall=3.80" Prepared by{enter your company name here} Page 11 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 3S: EOB3 Runoff = 9.30 cfs @ 12.20 hrs, Volume= 0.820 af, Depth= 1.80" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=3.80" Area (ac) CN Description 5.460 79 Pasture/grassland/range, Fair, HSG C 5.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 12.1 730 0.0205 1.00 Shallow Concentrated Flow, Short Grass Pasture Kv= 7.0 fps 13.7 100 0.0205 0.12 Sheet Flow, Grass: Short n= 0.150 P2= 1.60" 25.8 830 Total Subcatchment 3S: EOB3 Hydrograph • 10_ I •Runoff 9.30 cfs type II 24-hr 100lyear Rainfall=3.80" 6 Runoff'Area=5.460 ac Ruooff Volume=0.020 at 6 Runoff)Depth=1.80" 5 Flow Length=830' 4 SIgpe=0.0205'''I' 3 I Tc=25.8 min 2 CN=79 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page '11 of 12 Sullivan Compressor Station HydroCAD Existing Conditions Appendix A CS#4_Exisitng Conditions Type 1124-hr 100-year Rainfall=3.80" • Prepared by{enter your company name here} Page 12 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 4S: EOB4 Offsite Basin (Access Road Culvert) Runoff = 3.44 cfs @ 12.11 hrs, Volume= 0.252 af, Depth= 2.37" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=3.80" Area (ac) CN Description 1.280 86 <50% Grass cover, Poor, HSG C 1.280 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (f/ft) (ft/sec) (cfs) 5.9 25 0.0107 0.07 Sheet Flow, Grass: Short n= 0.150 P2= 1.60" 13.1 1,224 0.0107 1.55 Shallow Concentrated Flow, Grassed Waterway Kv= 15.0 fps 19.0 1,249 Total Subcatchment 4S: EOB4 Offsite Basin (Access Road Culvert) Hydrograph ■Runoff • - 3.44 cfs Type II 24-hr 100-year 3- Rainfall=3.80" Runoff Area=1.280 ac Runoff Volume=0.252 af a 2- Runoff Depth=2.37" Flow Length=1,249' Slope=40'107 /' tc=19.0 min CN=86 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 82 84 66 68 70 72 Time (hours) • Page 12 of 12 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B • 1S ! POB1 POB3 • 5S? �D 2P Detention Pond (POB2) Sullivan Compressor Station Detention Pond • 4.6„) Reach on. Link Drainage Diagram for CS#4_Proposed Conditions Prepared by{enter your company name here} 5/19/2011 HydroCAD®8.00 sin 004197 ®2006 HydroCAD Software Solutions LLC Page 1 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Prepared by {enter your company name here} Page 2 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Area Listing (all nodes) Area (acres) CN Description (subcats) 0.530 79 (5S) 5.460 80 (3S) 3.300 89 Urban industrial, 72% imp, HSG B (1S) 9.290 • • Page 2 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type 1124-hr 5-year Rainfall=2.35" • Prepared by {enter your company name here) Page 3 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: POB1 Runoff Area=3.300 ac Runoff Depth=1.32" Flow Length=1,175' Slope=0.0246 '/' Tc=10.0 min CN=89 Runoff=6.60 cfs 0.364 af Subcatchment 3S: POB3 Runoff Area=5.460 ac Runoff Depth=0.79" Flow Length=1,486' Slope=0.0175 7 Tc=10.0 min CN=80 Runoff=6.36 cfs 0.358 af Subcatchment 5S: Detention Pond (POB2) Runoff Area=0.530 ac Runoff Depth=0.74" Flow Length=1' Tc=0.0 min CN=79 Runoff=0.80 cfs 0.033 af Pond 2P: Sullivan Compressor Station DePeak Elev=4,799.75' Storage=0.379 af Inflow=13.06 cfs 0.755 af Primary=1.08 cfs 0.554 af Secondary=0.00 cfs 0.000 af Outflow=1.08 cfs 0.554 af Total Runoff Area = 9.290 ac Runoff Volume= 0.755 af Average Runoff Depth = 0.98" 74.42% Pervious Area = 6.914 ac 25.58% Impervious Area= 2.376 ac • • Page 3 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B • CS#4_Proposed Conditions Type 1124-hr 5-year Rainfall=2.35" Prepared by {enter your company name here} Page 4 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 1S: POB1 Runoff = 6.60 cfs @ 12.01 hrs, Volume= 0.364 af, Depth= 1.32" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 5-year Rainfall=2.35" Area (ac) CN Description 3.300 89 Urban industrial, 72% imp, HSG B 0.924 Pervious Area 2.376 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.6 100 0.0246 1.06 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 2.0 750 0.0246 6.37 51.00 Trap/Vee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.07' Top.W=11.00' n= 0.029 1.7 325 0.0246 3.18 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 1,175 Total, Increased to minimum Tc= 10.0 min • Subcatchment 1S: POB1 Hydrograph ■Runoff 7 6.60 cfs I . Type II. 24-hr 5-year 6- Rainfall=2.35" 5- Runoff Area=3.300 eo Runoff Volume=0,3,64 at Runoff'Depth=1.32" Flow Length=1',,1,75' LL 3 Slope...=0.0x4;6,Y' 2 Tc=10.0 min CN=89 0 2 4 6 8 10 12 14 16 18 20 22 24 26 26 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 4 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type 1124-hr 5-year Rainfall=2.35" • Prepared by {enter your company name here} Page 5 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 3S: POB3 Runoff = 6.36 cfs @ 12.02 hrs, Volume= 0.358 af, Depth= 0.79" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 5-year Rainfall=2.35" Area (ac) CN Description 5.460 80 5.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 1.8 100 0.0175 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 4.9 630 0.0175 2.13 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.4 756 0.0175 5.23 36.62 TrapNee/Rect Channel Flow, Bot.W=4.00' D=1.00' Z= 3.0 '/' Top.W=10.00' n= 0.029 9.1 1,486 Total, Increased to minimum Tc= 10.0 min Subcatchment 3S: POB3 • Hydrograph 7 Lu Runoff` 6.36 cfs 6- Type II 24-hr 5-year Rainfall=2.35" 5- Runoff Area=5.460 ac Runoff Volume=0.35$ at 4 Runoff Depth=0.79" LL 3 Flow Length=1,486' Slope=0.0175''/' 2 Tc=10.0 min CN=80 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 5 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B • CS#4_Proposed Conditions Type 11 24-hr 5-year Rainfall=2.35" Prepared by{enter your company name here} Page 6 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 5S: Detention Pond (POB2) [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.80 cfs @ 11.90 hrs, Volume= 0.033 af, Depth= 0.74" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 5-year Rainfall=2.35" Area (ac) CN Description 0.530 79 0.530 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 0.0 1 12.69 Lake or Reservoir, Mean Depth= 5.00' Subcatchment 5S: Detention Pond (POB2) Hydrograph 0.97 085" 10,80 cfs • °4T 8 Type if 24-hr 5 yeas 0.75? 0,= Rainfalls 2.35" 0.65. Runoff Area=0.530 at 055 Runoff Volume0:033 of - Runoff Depth=0.74" 0.45 LL 0.4 Flow Length=1' 0.35 Tc=0.0 min 0.3 0.25 CN=79 0.2 0.15- 0.1- 0.05= 0" 2 4 8 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 80 62 64 66 68 70 72 Time (hours) • Page 6 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B • CS#4_Proposed Conditions Type II 24-hr 5-year Rainfall=2.35" Prepared by {enter your company name here} Page 7 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Pond 2P: Sullivan Compressor Station Detention Pond Inflow Area = 9.290 ac, Inflow Depth = 0.98" for 5-year event Inflow = 13.06 cfs @ 12.02 hrs, Volume= 0.755 af Outflow = 1.08 cfs @ 12.85 hrs, Volume= 0.554 af, Atten= 92%, Lag= 50.0 min Primary = 1.08 cfs @ 12.85 hrs, Volume= 0.554 af Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev= 4,799.75' @ 12.85 hrs Surf.Area= 0.257 ac Storage= 0.379 af Plug-Flow detention time= 315.4 min calculated for 0.553 af(73% of inflow) Center-of-Mass det. time= 215.6 min ( 1,058.5 - 842.9 ) Volume Invert Avail.Storage Storage Description #1 4,798.00' 1.485 af Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 4,798.00 0.180 0.000 0.000 4,799.00 0.220 0.200 0.200 4,800.00 0.270 0.245 0.445 4,801.00 0.320 0.295 0.740 • 4,802.00 0.370 0.345 1.085 4,803.00 0.430 0.400 1.485 Device Routing Invert Outlet Devices #1 Primary 4,799.00' 8.0"Veil. Orifice/Grate C= 0.600 #2 Primary 4,800.00' 12.0"Vert. Orifice/Grate C= 0.600 #3 Secondary 4,802.50' 5.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max=1.08 cfs @ 12.85 hrs HW=4,799.75' (Free Discharge) t1=Orifice/Grate (Orifice Controls 1.08 cfs @ 3.11 fps) 2=Orifice/Grate ( Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=4,798.00' (Free Discharge) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) • Page 7 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type II 24-hr 5-year Rainfall=2. 35" 1111 Prepared by {enter your company name here} Page 8 HydroCAD® 8.00 s/n 004197 © 2006 HydroCAD Software Solutions LLC 5/19/2011 Pond 2P : Sullivan Compressor Station Detention Pond Hydrograph IIIIIIIIII i I I I I I 1 1 I III III 1 _ 1 ._ L _1 _ J _ 1 _ I_ _I _ I _ L _I_ J _ .1 _ L _I _ A _ L _I_ J _ 1 _ L _I- 1 _ L _I_ J - 1 _ L _I _ 1 _ L _I_ J _ 1 ' I I I I I I I I I I I I I I I I I I I I I I I I I I ® Inflow 13.06 cfs I I 1 1 I 1 -1_ 1 _ 1 __I _I I, I_ -I _ I _ l I t I I. I t I t I 1 outflow I I I , mil-1 1 I I , I 1 ' 1 1 I ' ' 1 I . ® Primary t t — r 1 I — r r I r r Inflow ' Area9 290 ac El Secondary 1 1 I I I t 1 I I I I I 1 I 1 I t I 14 I _ 1 _ L _ 1 - 1- -1 _ 4 _ L _1_ J _ 1 _ L _t _ 1 _ L peak Elev ` 4 799 .75 I 1 I 1111 1 1 t 1 I I I 1 1 I 1 1 i � , 13' I I I I 1 I 1 I I t 1 tit I I i - i I T I i I I I t l I t i r t l i i I 12 . I ' t 1 1 1 I - r - r - r - r -1 - -* - t- -I- 7 - s - r -1 - -r - r- -I- -I - r - 1 I I 1 1 1 1 I I I I I I I I I I I I I I I Ile II 11 : 1 _ 1 _ L 1 1 1 1 L 1 1 1 ' I 1 L I J 1 I 1 -i L I J 1 L I 1 L I J 1 II I 1 I I I I 1 1 1 1 1 1 1 1 1 I I IIII I I I 111111 10 - II I 1 1 1 1 I I I I I I I I I II I IIII I 1 I 1 1 1 1 1 1 I - I I I I 1 1 1111111111 I IIII I I I IIIIII 9 I I I IIII I I I I I I I I I I 1 I I I I I I I I IIIIII - t - r -1 - 1 - r- -I- 1 - t - r -1 - Y - r -I- -1 - t - r -1- 1 - r --r- -I - t - f-I- 1 - r -1- -i - t sd - II I IIII I IIIIIIIIII I I I I 1 I I 1 IIIIII ✓ 8 . 1 _ 1 _ t - - 1 - L _I _ 1 _ L _I_ J - 1 _ L -I- 1 - L -I- J - 1 - I_ _I _ 1 _ L _I- J - 1 _ I- _1_ 1 _ L _1_ J _ 1 II I 1 1 1 I 1 I I 1 1 1 1 I 1 I 1 I If II I I I 111111 3 7- I 1 1 1 I I I I I I I I I I I I 1 I I IIII I I 1 111111 O I - 1 - IIII I IIIIIIIIII I 1111 I I I I 1 I I I 1 It 6- I I I I I I I 1 IIIIIIIIII I 1111111111111 I - + - F- t - I- -1 - t - F- -1- 4 - + - r -I - + - I- -1- -1 - t - 1- -1 - ^I - I- -1- 1 - + - r -I - 4 - r - I- 1 - + II I I I t I 1 IIIIIIIIII I I I I I I I I I I I I I 1 5 . I _ 1 _ 1 _ 1_ -I _ J _ L _I_ J _ L _ 1 _I _ •1 _ L _I._ _I _ 1 _ L _I_ 1 _ L _1_ J _ 1 _ L _1_ _I _ L _1- J _ 1 _ fill 1 1111111111 I 1 I 1 1 1 1 1 1 1 1 1 1 1 4 1 I I I I I I I I I I I I I I I 1 I I I I I I 1 I I I I I Ir I 1 i I I 1 T I I 1 r 1 •I - T - I 1 - 7 - r -I I I 1 I I I I I I 3 • 1 .08 cfs 2- age 0.00 cfs ! ��* �f�/� , ////�//�//� 0 2 4 6 8 1012 14 16 18 20 2224 26 28 3032 34 36 38 40 4244 4648 50 52 54 56 5860 6264 66 68 7072 • Time (hours) • Page 8 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type II 24-hr 100-year Rainfall=4.30" • Prepared by {enter your company name here} Page 9 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Time span=1.00-72.00 hrs, dt=0.05 hrs, 1421 points Runoff by SCS TR-20 method, UH=SCS Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method Subcatchment 1S: POB1 Runoff Area=3.300 ac Runoff Depth=3.11" Flow Length=1,175' Slope=0.0246'/' Tc=10.0 min CN=89 Runoff=15.00 cfs 0.854 af Subcatchment 3S: POB3 Runoff Area=5.460 ac Runoff Depth=2.29" Flow Length=1,486' Slope=0.0175'1 Tc=10.0 min CN=80 Runoff=18.94 cfs 1.043 of Subcatchment 5S: Detention Pond (PO82) Runoff Area=0.530 ac Runoff Depth=2.21" Flow Length=1' Tc=0.0 min CN=79 Runoff=2.39 cfs 0.098 of Pond 2P: Sullivan Compressor Station DePeak Elev=4,801.62' Storage=0.946 of Inflow=34.29 cfs 1.995 of Primary=6.53 cfs 1.794 af Secondary=0.00 cfs 0.000 of Outflow=6.53 cfs 1.794 af Total Runoff Area= 9.290 ac Runoff Volume= 1.995 af Average Runoff Depth = 2.58" 74.42% Pervious Area= 6.914 ac 25.58% Impervious Area= 2.376 ac • • Page 9 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type II 24-hr 100-year Rainfall=4.30" • Prepared by{enter your company name here} Page 10 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 1S: POB1 Runoff = 15.00 cfs @ 12.01 hrs, Volume= 0.854 af, Depth= 3.11" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=4.30" Area (ac) CN Description 3.300 89 Urban industrial, 72% imp, HSG B 0.924 Pervious Area 2.376 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (f/sec) (cfs) 1.6 100 0.0246 1.06 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 2.0 750 0.0246 6.37 51.00 TrapNee/Rect Channel Flow, Bot.W=5.00' D=1.00' Z= 3.0'/' Top.W=11.00' n= 0.029 1.7 325 0.0246 3.18 Shallow Concentrated Flow, Paved Kv= 20.3 fps 5.3 1,175 Total, Increased to minimum Tc= 10.0 min • Subcatchment 1S: POB1 Hydrograph / ■Runoff 16- 115.00 cfs 15 Type II �$-hr 100-year ,3 Rainfall=4.30rr 12 Runoff;A';rea=3:300 eo Runoff Volume=0.854 of 107 Runoff Depth=3..11" LL Flow Leln0th=1,1 T5' Slope=0.0246_Y' 5= Tc=10:0 min 3- CN=89 0- .................................... 2 4 8 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 10 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B • CS#4_Proposed Conditions Type II 24-hr 100-year Rainfall=4.30" Prepared by {enter your company name here} Page 11 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 3S: POB3 Runoff = 18.94 cfs @ 12.02 hrs, Volume= 1.043 af, Depth= 2.29" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=4.30" Area (ac) CN Description 5.460 80 5.460 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (fUft) (ft/sec) (cfs) 1.8 100 0.0175 0.92 Sheet Flow, Smooth surfaces n= 0.011 P2= 1.60" 4.9 630 0.0175 2.13 Shallow Concentrated Flow, Unpaved Kv= 16.1 fps 2.4 756 0.0175 5.23 36.62 TrapNee/Rect Channel Flow, Bot.W=4.00' D=1.00' Z= 3.0'1 Top.W=10.00' n= 0.029 9.1 1,486 Total, Increased to minimum Tc = 10.0 min Subcatchment 3S: POB3 • _ Hydrograph . ' ■Runoff 20i 118.94 cfs 19 Type II 24-hr100-year 8 17 Rainfall=4.30" 15 Run;off;Area 5.460 ac 14 13 Runoff Valume=1.043af a 12 Runoff Depth=2.29" g 10 Flow Lehgth=1,,48:6' LL 9 8 Slope=0.0175 `/' 6 Tc:10.0 min 4 CN=80 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 11 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type 1124-hr 100-year Rainfall=4.30" • Prepared by {enter your company name here} Page 12 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Subcatchment 5S: Detention Pond (POB2) [46] Hint: Tc=O (Instant runoff peak depends on dt) Runoff = 2.39 cfs @ 11.89 hrs, Volume= 0.098 af, Depth= 2.21" Runoff by SCS TR-20 method, UH=SCS, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Type II 24-hr 100-year Rainfall=4.30" Area (ac) CN Description 0.530 79 0.530 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (fUsec) (cfs) 0.0 1 12.69 Lake or Reservoir, Mean Depth= 5.00' Subcatchment 5S: Detention Pond (POB2) Hydrograph ■Runoff 2.39 cfs Type II 24-hr 100-year Rainfall=4.30" 2_ Runoff Area=9.530 ac Runoff Vglume=0.098 af Runoff's Depth=2.21" u. FlOW Length=l' Tc=0.0 mih CN=79 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 Time (hours) • Page 12 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type 1124-hr 100-year Rainfall=4.30" IllPrepared by{enter your company name here} Page 13 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/19/2011 Pond 2P: Sullivan Compressor Station Detention Pond Inflow Area = 9.290 ac, Inflow Depth = 2.58" for 100-year event Inflow = 34.29 cfs @ 12.01 hrs, Volume= 1.995 af Outflow = 6.53 cfs @ 12.30 hrs, Volume= 1.794 af, Atten= 81%, Lag= 17.2 min Primary = 6.53 cfs @ 12.30 hrs, Volume= 1.794 af Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 af Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev=4,801.62' @ 12.30 hrs Surf.Area= 0.351 ac Storage= 0.946 af Plug-Flow detention time= 184.5 min calculated for 1.792 af(90% of inflow) Center-of-Mass det. time= 134.9 min ( 951.3- 816.5 ) Volume Invert Avail.Storage Storage Description #1 4,798.00' 1.485 af Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 4,798.00 0.180 0.000 0.000 4,799.00 0.220 0.200 0.200 4,800.00 0.270 0.245 0.445 4,801.00 0.320 0.295 0.740 • 4,802.00 0.370 0.345 1.085 4,803.00 0.430 0.400 1.485 Device Routing Invert Outlet Devices #1 Primary 4,799.00' 8.0"Veil. Orifice/Grate C= 0.600 #2 Primary 4,800.00' 12.0"Veil. Orifice/Grate C= 0.600 #3 Secondary 4,802.50' 5.0' long x 0.50' rise Sharp-Crested Rectangular Weir 2 End Contraction(s) 0.5' Crest Height rimary OutFlow Max=6.53 cfs @ 12.30 hrs HW=4,801.61' (Free Discharge) 1=Orifice/Grate (Orifice Controls 2.54 cfs @ 7.27 fps) 2=Orifice/Grate (Orifice Controls 3.99 cfs @ 5.08 fps) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=4,798.00' (Free Discharge) 3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs) • Page 13 of 14 Sullivan Compressor Station HydroCAD Proposed Conditions Appendix B CS#4_Proposed Conditions Type II 24-hr 100-year Rainfall=4. 30" II Prepared by {enter your company name here} Page 14 HydroCAD® 8.00 s/n 004197 © 2006 HydroCAD Software Solutions LLC 5/19/2011 Pond 2P: Sullivan Compressor Station Detention Pond Hydrograph i - .-I - 1 - 1. 111111 I I I I I I I I I 11111111111111111 - 1 - }-I-- 1 - 1 - t- -1 - -} - Y -I- y - t - t- -I - -} - r -1- -+ - } - +- -I - -t - }- 1- -1 - � • Inflow 34.29 cfs ! milli , ❑ outflow 1 1 I I I 1 I , 1 I I I I I I I I 1 I I 1 1 1 I r - ! III I I I I 1 I I I 1 Inflow Area=9 . 290 at ® Primary 38 i I I El Secondary 36 ' ' ii ' I I Peak Elev=4 801 . 62" 34 - - I I I I 1 1 1 1 1 1 1 1 ' - - r - r -I - T - - -1 1 - 1 1' I 1- -1-- I 32 : ; " " 1 ; iiii I Storage-0 .946 of 30 28 , , I 1 I 1 1 I 1 1 I I I I I 26 I I I I I I I I I 1 I I I I I I I I I II I I I I II I I 24 . , I 1 I I I I I I I I I I I I I I I I I I 1 , , , , I I I I I 1 I I 1 1 1 1 I 1 1 1 1 , 1 �- I , '1' - --I - 1 - ;" -I - -'I - -j- - ,'- -I - -I -- r - ,- -, _ 1 V) 22 ! - 1 1 , 1 I I I , 1 1 1 1 1 1 1 11 I 1 I I - 1_ 1 1 1 - 1 1 1 V 20 1 _ -, - _1 - -1 - I _ I ..I I - I- -I- -I - 1 - -I I - I -1 - -, - -i 11 i 11 I i , _ ! _ 1. - ' -I ' I - L -I '- 1 - 1 - I- --I - j - I- -'._ -I - J - I- _' - 1 - L -I _ J I L ' - 1 _ LI- J - 1 3 O I I I I I , I III I I I 1 I 1 II I 1 I I 1 I I I I I 1 0 1 0 11. 16 I I I I , I III I II I 1 I 1 I II I 1 I I 1 I III I 1 14 r ri 1 n I I I I I III I 11 1 1 I 1 I II I 1 I I I I III I 1 A rf - -1 111 .. ; - - - - 1111111I III I I 12 I 1 ' ! ' ' I I I 1 10 6.53 cfs - ; I I ! 1 1 1 - 1 1 1 I I I I , 11 I 1 I - , --, - -; - I - I I - ; - I1 I I I I I I 1 I I I /� �+ ///f'% .�_ /%%/:ey. //////////////////////////f//////////////////.� // O.0o cfs —- !,r•".:1'!f1>.-1'Y/.-nne1J"tonn.t ��r�_.3M/;�:s1�7!7t _i Ar3iv1rr 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 52 54 56 58 60 62 64 66 68 70 72 • Time (hours) • Page 14 of 14 Sullivan Compressor Station FlowMaster Analysis Appendix C • POB1 + POB3 Swale Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.029 Channel Slope 0.01670 ftlft Left Side Slope 0.33 ft/fl(H:V) Right Side Slope 0.33 ft/ft(H:V) Bottom Width 8.00 ft Discharge 33.94 ft'/s Results Normal Depth 0.80 ft Flow Area 6.61 ft' Wetted Perimeter 9.68 ft Top Wdth 8.53 ft Critical Depth 0.81 ft Critical Slope 0.01576 ft/ft Velocity 5.13 fUs • Velocity Head 0.41 ft Specific Energy 1.21 ft Froude Number 1.03 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity Ws Upstream Velocity Infinity fUs Normal Depth 0.80 ft Critical Depth 0.81 ft Channel Slope 0.01670 fUft Critical Slope 0.01576 ft/ft • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.00] 85/19/2011 9:22:21 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-766-1688 Page 1 of 1 Page 1 of 8 Sullivan Compressor Station FlowMaster Analysis Appendix C • POB1 Swale 15 cfs P 2.5% Slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.029 Channel Slope 0.02500 ft/ft Left Side Slope 0.50 ft/ft(H:V) Right Side Slope 0.50 ft/ft(H:V) Bottom Width 3.00 ft Discharge 15.00 fr/s Results Normal Depth 0.80 ft Flow Area 2.71 ft2 Wetted Perimeter 4.78 ft Top Width 3.80 ft Critical Depth 0.87 ft Critical Slope 0.01852 ft/ft Velocity 5.54 ft/s • Velocity Head 0.48 ft Specific Energy 1.27 ft Froude Number 1.16 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity fUs Upstream Velocity Infinity ft/s Normal Depth 0.80 ft Critical Depth 0.87 ft Channel Slope 0.02500 fti t Critical Slope 0.01852 ft/ft • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5119/2011 9:21:37 PM 27 Siemens Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-766-1666 Page 1 of 1 Page 2 of 8 Sullivan Compressor Station FlowMaster Analysis Appendix C • Trapezoidal Channel- P083 Swale Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.029 Channel Slope 0.01700 Poft Left Side Slope 0.50 ft/ft(H:V) Right Side Slope 0.50 ft/ft(H:V) Bottom Width 4.00 ft Discharge 18.94 ft/s Results Normal Depth 0.86 ft Flow Area 3.81 ft2 Wetted Perimeter 5.92 ft Top Width 4.86 ft Critical Depth 0.85 ft Critical Slope 0.01731 ft/ft Velocity 4.98 fUs • Velocity Head 0.38 ft Specific Energy 1.24 ft Froude Number 0.99 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity fUs Upstream Velocity Infinity fUs Normal Depth 0.86 ft Critical Depth 0.85 ft Channel Slope 0.01700 fUft Critical Slope 0.01731 ft/ft • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster (08.01.066.001 5/19/2011 9:20:26 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA *1-203-766-1666 Page 1 of 1 Page 3 of 8 Sullivan Compressor Station FlowMaster Analysis Appendix C • P081 Swale 18.94 cfs p 2.5% Slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.029 Channel Slope 0.02500 ft/ft Left Side Slope 0.50 ft/ft(H:V) Right Side Slope 0.50 ft/ft(H:V) Bottom Width 4.00 ft Discharge 18.94 ft'/s Results Normal Depth 0.76 ft Flow Area 3.34 ft2 Wetted Perimeter 5.70 ft Top Wdth 4.76 ft Critical Depth 0.85 ft Critical Slope 0.01731 ft/ft Velocity 5.67 ft/s • Velocity Head 0.50 ft Specific Energy 1.26 ft Froude Number 1.19 Flow Type Supercritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.76 ft Critical Depth 0.85 ft Channel Slope 0.02500 ft/ft Critical Slope 0.01731 ft/ft • Bentley Systems,Inc. Haestad Methods Solution Center 6/19/2011 9:22:00 PM 27 Siemona Company Bentley FlowMester [03.01.066.00] Drive Suite 200 W Watertown,CT 06795 USA +1.207-766-1666 Page 1 of Page 4 of 8 Sullivan Compressor Station FlowMaster Analysis Appendix C • Circular Pipe - 24 inch CMP Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.024 Channel Slope 0.02500 ft/ft Diameter 2.00 ft Discharge 18.94 ft/s Results Normal Depth 1.60 ft Flow Area 2.69 ft' Wetted Perimeter 4.43 ft Top Width 1.60 ft Critical Depth 1.57 ft Percent Full 80.0 % Critical Slope 0.02612 ft/ft Velocity 7.03 ft/s Velocity Head 0.77 ft • Specific Energy 2.37 ft Froude Number 0.95 Maximum Discharge 20.84 ft'/s Discharge Full 19.37 ft'/s Slope Full 0.02389 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 80.01 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5/19/2011 9:22:41 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA •1-203-766-1666 Page 1 of 2 Page 5 of 8 Sullivan Compressor Station FlowMaster Analysis Appendix C • Circular Pipe - 24 inch CMP GVF Output Data Normal Depth 1.60 ft Critical Depth 1.57 ft Channel Slope 0.02500 ft/ft Critical Slope 0.02612 ft/ft • • Bentley Systems,Inc. Haestad Methods Solution Center 6/19/2011 9:22:41 PM 27 Slemons Company Bentley FlowMaster (08.01.066.00] Drive Suite 200 W Watertown,CT 06796 USA +1-200-766-1666 Page 2 of 2 Page 6 of 8 Sullivan Compressor Station FlowMaster Analysis Appendix C • Circular Pipe - 18 inch CMP Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.024 Channel Slope 0.00500 ft/ft Diameter 1.50 ft Discharge 3.44 ft/s Results Normal Depth 1.07 ft Flow Area 1.34 ft2 Wetted Perimeter 3.01 ft Top Wdth 1.36 ft Critical Depth 0.71 ft Percent Full 71.1 % Critical Slope 0.01788 ft/ft Velocity 2.56 ft/s Velocity Head 0.10 ft • Specific Energy 1.17 ft Froude Number 0.45 Maximum Discharge 4.33 fr/s Discharge Full 4.02 fr/s Slope Full 0.00366 ft/ft Flow Type SubCritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Average End Depth Over Rise 0.00 % Normal Depth Over Rise 71.15 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 6/19/2011 9:23:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-20J-766-1666 Page 1 of 2 Page 7 of 8 Sullivan Compressor Station FlowMaster Analysis Appendix C . Circular Pipe - 18 inch CMP GVF Output Data Normal Depth 1.07 ft Critical Depth 0.71 ft Channel Slope 0.00500 ft/ft Critical Slope 0.01788 ft/ft • • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5119/2011 9:23:03 PM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-766-1666 Page 2 of 2 Page 8 of 8 • File contains CD with digital copy of Application materials • Please See Original File • Hello