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Home My WebLink About20112692.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION . FOR PLANNING DEPARTMENT USE DATE RECEIVED: RECEIPT#/AMOUNT# /$ CASE#ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 0 8 0 3 _ 3 6 . 1 _ 0 0 . 0 4 7 (12 digit number-found on Tax I.D.information,obtainable at the Weld County Assessor's Office,or www.co.weld.co.us) Legal Description Lot B of RE-3677 part of E 1/2 of the NE 1/4 , Section 36 , Township 6 North, Range 65 West Zone District: Agriculture , Total Acreage: 76 , Flood Plain: No , Geological Hazard: No Airport Overlay District: Yes FEE OWNER(S) OF THE PROPERTY: Name: Herman E.Libsack Work Phone# Home Phone# Email Address: 23985 CR 64 Address: City/State/Zip Code Greeley,CO 80631 Name: Work Phone# Home Phone# Email Address: Address: City/State/Zip Code Name: • Work Phone# Home Phone# Email Address: Address: City/State/Zip Code APPLICANT OR AUTHORIZED AGENT(See Below:Authorization must accompany applications signed by Authorized Agent) Name: DCP Midstream,LP Work Phone# (970)378-6372 Home Phone# Email Address: 3026 4th Avenue Address: City/State/Zip Code Greeley,CO 80631 PROPOSED USE: DCP Midstream proposes to build a compressor station as part of an expansion that entails a gas plant,three to four compressor stations and connective pipelines. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my(our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal authority to sign for the corporation. 6 --3- [ 1 Signature: Owner r Authorized Agent Date Signature: Owner or Authorized Agent Date EXHIBIT 2 2011-2692 usl2- 1793 • 16? a -71tI DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE C GREELEY, CO 80631 PHONE: (970) 353-6100, Ext. 3540 COLORADO FAX: (970) 304-6498 AUTHORIZATION FORM I DCP Midstream, LP represent Herman & Vicki Libsack for the property (Agent/Applicant) (Owner) located at Lot B of RE-3677, being part of the E 1/2 of the NE 1/4 • LEGAL DESCRIPTION: SEC 36 TWN 6N RNG 65W SUBDIVISION NAME: LOT BLK I can be contacted at the following phone #'s: Home Work 970-352-3161 • Fax# 970-352-3165 The property owner can be contacted at the following phone#'s Home Work c/o Melvin Dinner 970-352-2081 Fax# 970-352-9172 Correspondence mailed to (only one): x Agent/Applicant ❑ Property Owner DATE 6. - /L1 - / / OWNER'S SIGNATURE }LC-) � •�. Litt t' r V � )( l t c' _ • WITWER, OLDENBURG, BARRY&JOHNSON, LLP Attorneys at Law • 822 7th Street,Suite 760 Greeley,CO 80631 STOW L.WITWER,JR. TELEPHONE: (970)352-3161 R.SAM OLDENBURG FACSIMILE: (970)352-3165 JOHN J.BARRY JACQUELINE JOHNSON SENDER'S E-MAIL ADDRESS PATRICK M.GROOM KENT A.NAUGHTON PGROOM@WOBJLAW.COM June 6, 2011 VIA Hand-Delivery Department of Planning Services 1555 N. 17th Ave. Greeley, CO 80634 Re: Use by Special Review Application Lot B of RE-3677, being part of the E''/s of the NE 1/4, Section 36, T6N, R65W, Weld County Dear Department Representative: On behalf of DCP Midstream, LP, I hereby authorize the Department to disclose all • information regarding this application to Patrick M.Groom,Esq., and Witwer,Oldenburg,Barry& Johnson, LLP, 822 7`h St., Ste. 760, Greeley, CO 80634. Please copy Mr. Groom on all communication regarding this application. Yours very truly, Paul D. Park PMG/js • • Use by Special Review Application Packet DCP Midstream, LP Libsack Compressor • Station, Weld County, CO June 1, 2011 C .ENERCON Introduction DCP Midstream, LP (DCP) is in the process of expanding operations in Weld County, CO. The expansion will include a new gas plant, three to four(3-4) compressor stations, and interconnecting pipelines. This Use by Special Review (USR) permit application addresses only the Libsack compressor station. Additional USR permit applications will be submitted for the remaining compressor stations,the gas plant, and pipelines. The Libsack compressor station site is located northeast of Greeley, CO, in central Weld County. DCP intends to construct the compressor station between early 2012 and 2013. The total site is 76 acres; however, only 10 acres are expected to be disturbed by construction and operation activities. After construction, a 3-strand barbed wire fence will be installed along the property boundary per CDPHE's requirements under the NOX regulations. The compressor site will be fully fenced with a 6-foot chain link fence with a security gate. The area outside the fence will be re-vegetated with native grasses. After construction, the site will be un-manned. Because the site will not be permanently • occupied, only bottled water and a portable sewage unit will be provided on-site. In the event of a fire, it is anticipated that water or chemical retardants will be transported to the site. DCP met with Chief Dale Lyman from the Greeley Fire Department on May 17, 2011, to discuss the compressor station and fire department capabilities in an emergency event. Weld County code stipulates noise levels for industrial or construction sites be below 80 dB(A) from 7:00 a.m. to 9:00 p.m. and below 75 dB(A)from 9:00 p.m. to 7:00 a.m. DCP does not foresee exceeding these limitations during the construction or operation of the compressor station. Weld County code stipulates light rays will not shine directly onto adjacent properties such that would cause a nuisance or interfere with the use on the adjacent property. Also stipulated in the code is: "Neither direct nor reflected light from any light source may create a traffic hazard to operators of motor vehicles on public or private streets and colored lights that may be confused with or construed as traffic control devices shall not be used." DCP does not intend to use excessive lighting and does not foresee exceeding limitations regarding lighting on the Libsack compressor station. • Table of Contents Use by Special Review Application Exhibit A Plat Map 24x36 Exhibit B Plat Map 8.5x11 Exhibit C Plat Map Digital Copy no exhibit Use by Special Review Questionnaire Exhibit D Weld County Road Access Information Sheet Exhibit E Evidence of Adequate Water Supply Exhibit F Evidence of Adequate Sewage Disposal Exhibit G Deed and/or Ownership Information Exhibit H Certificate of Conveyance Exhibit I • Soils Report Exhibit J Affidavit and Certified List of Surface/Mineral Owners Exhibit K Emergency Information Sheet Exhibit L Notice of Inquiry/IGA Boundary Exhibit M Application Fee no exhibit Investigation Fee no exhibit Use by Special Review Plat Recording Fee no exhibit Drainage Report Exhibit N Traffic Study Exhibit 0 Flood Hazards Exhibit P Geologic Hazards Exhibit Q Dust Abatement Plan Exhibit R Waste Management Plan Exhibit S 0 Exhibit A USR Application • • • Exhibit B Plat Map 24" x 36" See map, next page. • • ,v o r r r - • ./' a • i 109.5.t. trial 1 I ' I i i = .\., \cirk la . .*Nii1144#60 J.;V / i ' • ,,,,, , G ••••....--,, -- CSII PA • • fir7:,, 7 . 1., . it._ 0 ..... , to to 0. ,,, . rid WI • afar .. _ . c -I- U •••• 191t. —It•—•••'' 4- • - r ? t Li ic.0 _ _._ __. _______, , to " . st, . -• i t Mi 49 • evi_ . fifts ter �p { •i ` 0 ^_ r /. : Ill •a % /s I. �r es_ to , rte• •• dr./ WI Tee Ali 7" N O \\% . ..,, til ' 1/ ..,- f) , . , , II Ai ibillill Id Z _ 9./ /, V' vt < gill 0 0 , L ....- • ' .N rrw CS4 r N // Cr) M N = r %r igr. 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O , -., . ; _e Se¢sl`I � A i •Y / al 11 r Lir . .....::, s�Li, Ls Y i :. 1 a • Exhibit D USR Questionnaire 1. Explain,in detail,the proposed use of the property. DCP proposes to build a compressor station northeast of Greeley, CO. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the comprehensive plan. The proposed use is consistent with the comprehensive plan because it will foster development of the natural resources of Weld County. Given the size of the property, only a small amount of agricultural land would be removed from agricultural production. 3. Explain how this proposal is consistent with the intent of the Weld County Code, • Chapter 23 (zoning) and the zone district in which it is located. The proposed use is consistent with the intent of the agricultural zone district, as it will foster the development of oil and gas resources. Pursuant to 23-3-20 of the Weld county ordinance, oil and gas production facilities are allowed as a matter of right in the agricultural zone district. 4. What type of uses surround the site (explain how the proposed use is consistent and compatible with surround land uses). The site located in an area of the county rich in agricultural production. Plowed fields and pivot irrigation systems are common in this portion of Weld County. Section 31.2 of the Weld County Ordinance provides that oil and gas production facilities are allowed as a matter of right in the agricultural zone district. By keeping the plant footprint small, it is intended that surrounding agricultural areas will not be affected by the plant's presence. • • 5. Describe,in detail,the following: a. Number of people who will use this site. The site will be un-manned, but will usually be visited once per day by two employees. b. Number of employees proposed to be employed at this site. The site will be un-manned. c. Hours of operation. 24 hours a day, seven days a week, 365 days a year. d. Type and number of structures to be erected (built) on this site. One building is planned. e. Type and number of animals, if any, to be on this site. None. f. Kind of vehicles (type, size, weight) that will access this site and how often. There will be a pickup truck once per day. A tractor-trailer rig will access the site once every other day to haul condensate or produced water from the site. g. Who will provide fire protection to the site? Greeley Fire District. Water or fire retardants will be transported to • the site as necessary in the event of a fire. h. Water source on the property. During construction, the contractor will supply bottled water. After construction, DCP will supply bottled water. i. Sewage disposal system on the property. During construction, the contractor will supply portable sewage units. DCP will supply a porta-potty post-construction. j. If storage or warehousing is proposed, what type of items will be stored? 100 bbl produced water tanks—2 30,000 gal pressurized condensate tanks—2 200 gal lube oil tank—1 1,000 gal methanol tank—1 80 bbl slop oil tank—1 6. Explain the proposed landscaping for the site. The site will be graveled inside the fence line and re-vegetated with native grass outside the fence. • • 7. Explain any proposed reclamation procedures when termination of the USR activity occurs. At completion of construction, the site outside of the fenced boundary will be re-vegetated with native grasses. Inside the fenced boundary will be graveled. If operation at the site were to cease, DCP will adhere to any COGCC rules or regulations concerning site reclamation. 8. Explain how the storm water drainage will be handled on the site. The site will be graded such that storm water will flow into a detention pond prior to being released. 9. Explain how long it will take to construct this site and when construction and landscaping are scheduled to begin. Construction is expected to last one year. DCP plans to start construction in spring 2012, and complete construction in 2013. 10.Explain where storage and/or stockpile of wastes will occur on this site. Wastes will not be stored or stockpiled on site. Any wastes produced • will be containerized and removed from the site in a timely manner. • • Exhibit E Weld County Road Access Information Sheet As shown on the attached permit access application form, an access road to the Libsack compressor station exists although it will need to be modified to accommodate larger vehicles anticipated to access the site during construction and operation of the compressor station. DCP intends to use a contractor for road construction. As part of DCP's contract, contractors will follow safety recommendations advised by the Weld County Public Works Department. Guidelines used by contractors for DCP in the past to ensure the safety of other drivers using the roadway include: • Construction on the access road will only occur during the day. • Appropriate signage will be placed 500 ft. from the construction to warn drivers from both directions of upcoming construction. • • As a general guideline, vehicles and equipment will not block county roads. If equipment is expected to temporarily obstruct traffic, cones will be used to direct traffic around the obstruction. The access permit application and photos of the existing access road follow. • iN CO y Weld County Public Works Dept. 3�' -- 1111H Street ACCESS PERMIT 1.„ it 0 P.O. Box 758 0 't Greeley,CO 80632 APPLICATION FORM 49/ WOQ Phone: (970)304-6496 Fax: (970)304-6497 Applicant Property Owner(If different than Applicant) Name Paul Park Name Herman E.Libsack Company DCP Midstream,LP Address 23985 CR 64 Address 3026 4th Avenue City Greeley State CO Zip 80631 City Greeley State CO Zip 80631 Phone Business Phone (970)378-6372 Fax Fax E-mail E-mail pdpark@dcpmidstream.com ♦= Existing Access A= Proposed Access Parcel Location&Sketch The access is on WCR 49 Nearest Intersection:WCR 49 &WCR 621/2 WCR Distance from Intersection 500 ft Parcel Number 080336100047 Section/Township/Range 36/T6N/R6SW 36 464 • T u - - 3 Is there an existing access to the property?€VES NO 0 N Number of Existing Accesses 1 Road Surface Type&Construction Information Asphalt 0 Gravel Treated El Other WCR Culvert Size&Type Materials used to construct Access Road base and gravel Construction Start Date Sprg 2012 Finish Date Spring 2013 Proposed Use €Temporary(Tracking Pad Required)/$75 €Single Residential/$75 €Industrial/$150 ()Small Commercial or Oil&Gas/$75 °Large Commercial/$150 €Subdivision/$150 €Field(Agriculture Only)/Exempt Is this access associated with a Planning Process? ONo €USR °RE OPUD ()Other Required Attached Documents -Traffic Control Plan -Certificate of Insurance -Access Pictures(From the Left,Right,&into the access) By accepting this permit,the undersigned Applicant,under penalty of perjury,verifies that they have received all pages of the permit application;they have read and understand all of the permit requirements and provisions set forth on all pages;that they have the authority to sign for and bind the Applicant,if the Applicant is a corporation or other entity;and that by virtue of their signature the • Applicant is bound by and agrees to comply with all said permit requirements and provisions,all Weld County ordinances,and state laws regarding facilities construction. Signature : Del Printed Name r°C.1 U V Pet et k-Date ' —3 1 1 Approval or Denial will be Issued in minimum of 5 days. Approved by Revised Date 6/29/10 • r'+ _ ! • •I " ♦ ._fir .•+.� i ~ . v.. . _ __ .._... ........ ,_•4:1}.. ' ' ..'s ,_.... er,.. • , . .,........ _ 1.119 al.,.-.....y.d5. lb •� �, 444,. _ , - i. s IJ r ... SS • _ lam- . •.. ., '..`' f _ 4.- •iii i' - - _ _.. :. t' n - a1::�i.r44f `. • � 3 a `. ` Mgr ems, ti ` . t % _ •. r_ „•/ ♦ - Culvert associated with the existing access road (north) • • Northern view of WCR 49 at the site of the proposed access road. • S . - • _ - r •' , . .1 .. -•- _:... . • . . • . I - - ... -• c _ �'. _��• -• :. •:....• 1 ` . - S ';:.•' -- i - II" s� • - 1 1 .. , • r'•1ci-�r•+1�--r. .+'M.t�A'+•v- •r•.� T .�_.►.AP -a _ !+�• i - •- - n'r, `s•i� .r/' d' rail.. ' • a. 7 :..g•p 1 J,K ,,,t r', .. _ . r • r • i • t 1` -•- ,. . - . - 1 r. Eastern view of the existing access road leading out to WCR 49. IP _wary — �� it .t 1 • — � w _ -1/4.441/4146 r •t • `\ • - . , -.1 • Northern view of WCR 49 adjacent from the Libsack compressor station site. s S - ' ' ` • .R • -- ----c- . .... M .• _ �i.. .".P'� v. f,. , •t----_,A010,'r . _A^ :rr"' •7;�. . is 11. a-x.': .Ar..• w • • y `f.� J y• •. ••• . r v r r.' .. • �t- ..r w1 t'_.t. S^•tt .i.'� .•.'• • .-.,; + Car • ' . i Western view from WCR 49 into the existing access to the Libsack compressor station 5 site. S Exhibit L Emergency Information Sheet See the attached emergency information form. • • • FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION: Business Name: Libsack Compressor Station Phone: (970)356-9700 Address: Southwest of WCR 49 and WCR 64 City, ST, Zip: Weld County Business Owner: DCP Midstream Phone: (970)378-6340 Home Address: 3026 4th Ave City, ST, Zip: Greeley,CO 80631 List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE Joe Kuchinski VP Northern Ops 3026 4th Ave Greeley,CO 80631 (970)378-6345 Greg Kardos Assistant Director 3026 4th Ave Greeley,CO 80631 (970)378-6370 Russ True Reliability Manager 3026 4th Ave Greeley,CO 80631 (970)378-6340 Business Hours: 24 Days: 7 Type of Alarm: al None ❑Burglar ❑Holdup ❑Fire ❑Silent DAudible • Name and address of Alarm Company: NA Location of Safe: NA MISCELLANEOUS INFORMATION: Number of entry/exit doors in this building: 2 Location(s):North and south side of the office building Is alcohol stored in building? No Location(s): Are drugs stored in building? No Location(s): Are weapons stored in building? No Location(s): The following programs are offered as a public service of the Weld County Sheriff's Office. Please indicate the programs of interest. El Physical Security Check O Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical: Inside MCC Building Gas Shut Off: NA Exterior Water Shutoff: NA Interior Water Shutoff: NA • • Exhibit M IGA Boundary Statement The Libsack compressor station site is not within a defined IGA Boundary. According to IGA boundary maps located in Appendix 19-1 of the county code,the closest IGA boundary surrounds the city of Kersey, and is over 3.5 miles southeast of the compressor station location. • • • Exhibit 0 Traffic Study Statement A pre-application meeting with Weld County January 28, 2011, revealed a traffic study for the Libsack compressor station site is not warranted. • • • Exhibit P Flood Hazards The Libsack compressor station is located on FEMA floodplain panel 0802660635C. A floodplain is located about 1/2 mile east of the compressor station location, but the compressor station is not within a mapped floodplain. • • stan Legend I I I 1 -1---I i - - - Proposed Access Road 11 \ 1 0 j Compressor Station Boundary k i \ (✓ f. Property Boundary „---- , E KZONE C f/ i 7,p/7 p MOODY ROAD ft j/! , !tom \ 1 1 I I E jd l -„ ill ( j ; \ \\NN 1mi ... r l - • 36 ' ' \)\ k. / . r .4114::: ::.2::. . iw u I CC C -,i BLISS ROAD - - - -- � - Y _ - .: r T5 N T `:: , ,t db/.c sti =OIL. 5 - :N 'a .' N ,i ..f.: :j.T A:I:� ! � i, 'l*N '..;":14‘.; fsT.1 O 1 uw l h� V .`et /"' {1/4 4.A•tz+'d e:It Prepared for: OENERCON DCP Midstream N Flood Insurance Rate Map Subject Property: w - L Source : Federal Emergency Management . Libsack Compressor Station Agency Map # 0802660635C - September 28, 1982 Section 36, T6N R6SW S Weld County, Colorado 1 : 13,000 Prepared by: IL Riggs; Nay 10, 2011 Feet 0 750 1,500 3.000 • Exhibit Q Geologic Hazards The Libsack compressor station site is not within a defined geological hazard area. According to the Geologic Hazard Area Map, prepared by The Weld County Department of Planning Services, the nearest geologic hazard area is near the city of Firestone, which is over 20 miles southwest of the proposed compressor location. • • • Exhibit R Dust Abatement Plan During construction, water trucks will be used to maintain dust suppression. Also, a storm water management plan will be followed to mitigate soil erosion and sediment transport during the construction phase. After construction is complete, the site will be stabilized using native vegetation outside the fenced area. Areas within the fenced boundary will be graveled, as will the access drive. If necessary, a water truck will be used to control dust after construction. • • yr . Exhibit S Waste Management Plan Waste generation at the Libsack compressor station will be negligible. Chemicals anticipated on site include: • 100 bbl produced water tanks—2 • 30,000 gal pressurized condensate tanks—2 • 200 gal lube oil tank— 1 • 1,000 gal methanol tank-1 • 80 bbl slop oil tank— 1 DCP containerizes all wastes and contracts for its disposal with a government permitted facility(ies). A spill prevention, control, and counter measures (SPCC) plan will be developed to outline appropriate actions in the event of a spill. The plan will be specifically developed for the Libsack compressor station prior to initiation of start-up activities. It will cover secondary containment requirements, response actions, and waste disposition and disposal in the event • of a spill or release. DCP has detailed policies and procedures in place that will be applied to the specifics of any spill or release resulting from its operations. DCP's SPCC plan will be written in accordance with requirements set forth by the Environmental Protection Agency. • Exhibit N Drainage Report • • • DRAINAGE REPORT FOR LIBSACK COMPRESSOR STATION do P Midstream,. DCP Midstream, LP 37017`h Street Denver, CO 80202 June 2011 • ENERCON Excellence—Every project. Every day. ii'',r��d�uaiiiii.��_ 1111ip�,o0...... tis EN4% Submitted By: „Elitt �11Y • ma rr_ Anubhav Gaur- Technical Specialist no, YSS�0NA1_c - ( -2O1 Reviewed By: ^ Professional Engineer: Pat Brunette, P.E. Registration Number: 39164 State: CO Suraj Balan - Project Engineer • dC�/�'� DRAINAGE REPORT Midstream. - LIBSACK COMPRESSOR STATION . - 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 Q E N E R C O N (405) 722-7693 2 dC DRAINAGE REPORT -7."."'"a LIBSACK 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 Libsack 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 76-acre (ac) parcel of vacant land located in the northeast quarter of Section 36, Township 6 North, Range 65 West, approximately five (5) miles northeast of the town of Greeley, Colorado. The site is located southwest of the intersection of Weld County Road 49 and Weld County Road 64. 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. ‘7_1)4j -- . I ' _ * ` farm \ -' • 'Clit ! LANDV01'AGH A u. r ! , 49671 w� it ' 1 1 k 4830; V— - -t- - -- 9 t- se ± ,1 ...f... _r .. _ __* . , _ •_. . '41113, . -• — :48- ark? -- 4el/ 1 4874 - JIB ��v I _ I�. . 8 C\ _Tipa -, 4 -_1 4731 CdFnss • e Crnods ` - T1an r ` r . ' , —!ke k ', -. - -- , I 4.1 el it - - ' _ i 4744 / C �, 4690k lb 4- r 1 , k� �7 fr lir r 8 irnesv Ile ,Vy __ i 0 fir! i vl 1 " r ' _ , ! - r v+ i / — Gil — I .O_��.`> }� ►. - �T ~ 6 Pt , MI _ _ -- 4636 {� r �` (( (j •. .��.. 1 _ 1! _4, (3 'c (' - - I .„c:r -- yt,...4. lfl• - t �' • , SITE 1- ° 1'• rs - GR E %T , -- .4___c_:\ �?-1:3%.1-\ I ,-.‘ _ !low,%• / " ,xt - r -r _it VI Lai . .S',2 � J h _ [lh 1-{ • -. 'N. ‘ t vin' J _ a r• n -1 JIB• L L K r ci, .A ._.- ` _ _ �� l 111 7r 1 i47J I i�rr`Q ' • v I _ 4.635 t ' 1-,3 .. - -� `, - r--�- 4714 j_ �.� t ~ -N 1 If ••,,, I tol 0 I i ' ‘1 ° ; a% r i ....1), rws, ," •04 virtdr:qt_ Ill Figure 1 — Site Location CI ENERCON E R C O N (405) 722-7693 3 CI� DRAINAGE REPORT P LIBSACK COMPRESSOR STATION 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. \ pf IS= IN C� C . . • • III • 1I\I1\1 Detention Basin � JI1 Figure 2 — Proposed rainfall-runoff Flow Pattern 4.0 Methodology The overall hydrology of the site and hydraulics of the storm water drainage system was 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 Existing Condition, Appendix B - HydroCAD Proposed Condition, and Appendix C — 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. • ENERCON E R C O N (405) 722-7693 4 DRAINAGE REPORT cra� LIBSACK COMPRESSOR STATION • Midstream. 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 not to 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 southwest. The • rainfall-runoff is conveyed as sheet flow and shallow concentrated flow across the site. Under the existing condition the sub-basins EOBI and EOB2 represent the site and proposed detention basin area; as shown in the Existing Onsite Drainage Map (Attachment A). Sub-basin EOB I represents the proposed compressor station site. Sub-basin EOB2 represents proposed detention basin area. Under the proposed conditions, the sub-basins POB1 and POB2 represent the site and proposed detention basin area; as shown in the Proposed Onsite Drainage Map (Attachment B). A detention basin is proposed towards the southwest end of the proposed site; which is represented by sub-basin POB2. Runoff from sub-basin POB1 is carried to the proposed detention basin via a catch basin and a 15-inch High Density Polyethylene (HDPE)Pipe. • Q EN E R C O N (405) 722-7693 5 Ci�P DRAINAGE REPORT LIBSACK COMPRESSOR STATION ill Mdstream. . 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.ttikir4POSegliwn sti lik m piat API& liiiik, ag 0, artalli=nitill ile. . 0, X# ��1110 Aare ► �' a ezvaiz--rya' rsSriemavasm we !■ nt-type ',t&, ha f7 i ♦ M *r• & w`rat `Litt .R., qtr• ! �� t - In lL� •a*6�•'��i�> 't��w1d in �� Alit t ,�� L 1� .�� ;irez 1s�rli� i t•Is��Ir h'rf ■■'rr` aiP „ _ FTL\ ii:i'i*io ■ r hg iISii* t1N1 I...rw r1 Lai I f' r I■■■■N ■w�1/r'w�'rr ...��' •r•ii:.if��y, �ilr�•i. �y01� \r t• r..',�Aua ■aa■•-r...� �I/��I1t�iawST��i/ r��%t�•� •t sd ,Ij4��1? � � ' �i 1� • ��s •w- ■; 'jam li�� •�►. ♦♦ �. ik •ea__salmirifirnmaity:troart:ItiiP I irr•I�tm.,1 4r'�i� :fe4,:s �•rr' �I/i\'�� 7 I �• .J fi al 'rPr �tIMs•lff�� "*tr■�r■►i� �� `i •..1•+O�iI' •tNt �itrill �� re , �I. n IIl 111 IP 1111! �/li ffet1 •1 rf,AA�F��t7+i 1r•t �rf•-fisait :.P�•■j�i.�:�ti a1� a ..i/�,•'- sees�� * ■Rda^trrr■rtu► Rainfall i Libsack �`=�Y;� �w'<�ep Dist ribltt ion Compressor °" Thu, ' a Station .tee •� :. •rR! ;. i ,� 1 U Thu, II v!• Az' um TN I).. iii I 1;tY iir In , 1 III • _•it t✓♦ P 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 • o E N E R C O N (405) 722-7693 6 dc'P DRAINAGE REPORT LIBSACK COMPRESSOR STATION Midstream. III 10► 1 . Mii 141 11 l �� \7 ( 2. O • Ch. y 1 t t J - - -�t 51 )) i Lbsack -la l •'�� ` / i, r 4, }fit Ii Cornpressot - 1 1 I '.} i 'V . ICA -a ' —1 Station I 0111 �► : Pd;�e4JF_ t ►�� ` 1 • a I i � II d1r - • tuel ; . re Zicii' !SI" ."- '' ' rite; tel4 •I `tt i u I .� / i a- • --- 'rat:ar ��(,7 _ M1 _ 1• •y /. Yy� k 4t ,••, - -- - IZL/---1 1' ,V � , I , % 1 y.. I w+r+M r r �. •I,A� r/ i % 4.4, I a• . t J 1 , I • ' � t 11 I N N u NNn Ms I 1 COLORADO OA WILY 11 w•.. NW,77 a a , .t N b ,^,�,^'��Vor"'-• 11O/LUVMLf Or%TR MM N OPITATION N - -WS ,...1 tir-�i.r M.. •fir•• tltmt OF M P1CN - 1. -- 1� ----_._ - , a b04 b04 - It3 IM a • 1/1 Figure 4 — 5-Year, 24-Hour Rainfall • 111. 11a- _ 1M _ a 103 103 (0'71 r T -_ _ _ Mt— _ r y • 1 1 jt ('44 1, ii 41 �; 1 3.80 c Lr - );(4 , ! . _no,„ _ , 4 ..„, . i t ir le t •r `•� � ` � � a L .,, ijCompressor i� 1 w �l 1 _ ar-11,-,P-i a as .t. . I. . I I 340 a � � l vP'> E - - i 1 1 )• V\ u'� tip: I ,'1 I • frl I tj ►\.,►'J. •^�`.: r it .,!\ \i ' ' - • 1 1 rj.-.4ljat „,..i....,ti t �.. 4 �/ ,. #i. I . 1 , , .. 117 71 1 i, 1 1 >MMY 1 1 - 0- 0 7- COLORADO %Cal NW I na• rlIS.0 p .1 • - II..n.w W Lw••••ofyt=. r--ma •.s rr..a G/-r as NT-TMl Cr MIM N 24411141:0101111014 I II in - _a ipi sk iii 104 l01 1p • Figure 5 — 100-Year, 24-Hour Rainfall OENERC0N (405) 722-7693 7 &lap DRAINAGE REPORT LIBSACK 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 B. The hydrologic soil group is used for the SCS curve number method. Hydrologic Soil Group—Weld County, Colorado, Southern Pail K � a a 40 2T t 5 I co 5 1 1 9)00 1100 533200 59500 5X100 5300 900 5313.700 5331300 5339()0a0 17 ( Soil Ratings n m A ® AID 8 + . O v 2 IN1;lD - Drainage Area • c Rough Outline U C/0 - - D Not rated or not available 8 .- - 3 • n M1- 1� n ' LI 8 �I M1 �� • 3 ' — 40 2Q 37 4° 24 37 537+00 532600 $326 5300 1200 5] 100 53 5X7300 5X1'406 s ACO ssAoo 53103 533D00 5136 Map Sage 16450d pined onA sae(65": 117et t '^ N 0 50 100 200 W ens A Feet — 0 350 700 , 400 2.100 ta Natural Resources Web Soil Survey 5120/2011 Conservation Service National Cooperative Soil Survey Page I 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. • ENERCON E R C O N (405) 722-7693 8 dC DRAINAGE REPORT LIBSACK COMPRESSOR STATION 0 Midstream. Impervious cover corresponds to a CN of 98. Curve Number of 88 was used for gravel lined areas; which corresponds to urban industrial area. The open ground cover is categorized as fair condition with 50% to 75% ground cover corresponding to a CN of 69 for Type B soil. 1 \S- "-N, 4564' t, 6 f j tftn 1_nit 4,%, .==- -- $ POB ;_ I ,� ". _ per ■ h C r �1 :: Ij ,. . . 51I . .. Ora*Oasis • Appian MO LF. • , Sodom WW1 r . 1� \ 1t ; • • itre: op.• x a •11 •; . a •.•.e•. Road dyp1qt O•,r ■ IV Wide terHon 4— - I' e • ) \ LE. ■OTT ` FI0PE(randarywd) M61 `i \�S LF.ir BwaN gl �%,1 !1 1 Chinni AffircsSo YAMS:4; Conxeli Wed M.12r Dada b Oran End mda mops 21t1V ills\ V 4 -ale% 246 HOPE p� Era, , 24 ►.Y LE.•Sperm 464t. 5-Year Worm*AM 't Skis Sops IN:IV r OS.OprrMre LE.a 464 W (To enn any altos eoas 10D-Year Mons OiNall .and porn I.oalon al loa W HOPE Plp•.LE.■41W ` d•abrrananf) Farr W6 1 E.4e6r Cant-4667 ( / .1 / • \ i 1 Figure 7 — Impervious Cover • 0 ENERCON E R C O N (405) 722-7693 9 dC DRAINAGE REPORT LIBSACK COMPRESSOR STATION II Midstream. \j-------‘4 . N \‘ —'-'\ li 11 I ' rii Ki. c `t► 1 1;s. ant". ...„ iI". C . \ Iin — mmi all r. _1 oripaJL__ eOL.. i NM ' 11111•0 ,-` eaiow,wmn� ' IN I o�1�e' , — . 1 sa°'atp I o �i I� ego•oae% — .: I • 1e'WldS INS il w I ® �� LE. 'stir\ a_ , all w HOPE(uarpmnd) lek. , Adamce0L.F. - towFbw , „� �� Slope N�100!1 f l Chnwl info�MY_ t Gads b own and / I I S 11 Icred 0 mow \ action PadE is ewrb . �Applon at — 6w Y %be . S • ado y • rDI%DW %Moaner (To estwAloW%km WOOYM►Moro 0ldbl wod Spew mord akin;lop EI'HOPEEand Paw LE.•M00rof WsM.SUN . I / • t rN) l Figure 8 — Open Ground Cover As described below sub-basin POB 1 has an area of 3.40 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 0.23 ac and is shown in Figure 8. The remaining drainage area of 3.0 ac (3.40 ac - 0. 17 ac — 0.23 ac) for sub-basin POB 1 is gravel. CNimpervious * ArealmpervIousr+ CN,opeij * Areaopen + CN gravel. * Areagravel Drainage Area CNpos1 = (88 * 3.0ac + 69 * 0.23 ac + 98 * 0. 17 ac) / 3.40 ac = 87.2 = 87 Sub-basins EOB2 and POB2 represent proposed detention basin area for existing and proposed conditions respectively; corresponding to CN value of 69. • O EN E R C O N (405) 722-7693 10 DRAINAGE REPORT LIBSACK COMPRESSOR STATION ` Midstream. 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 model is set to use Tc value of 10 minutes; if the estimated Tc values is less than 10 minutes (Appendix A and B). 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 POB2. Shallow Sheet Flow Concentrated Channel Flow Sub- Area Basin (ac) Flow Length Slope Length Slope Length Slope (ft) (ft/ft) (ft) (ft/ft) (ft) (ft/ft) Existing Conditions EOBI 3.40 100 0.0036 455 0.0036 EOB2 0.22 100 0.0036 115 0.0036 Total 3.62 Proposed Conditions POB1 3.40 100 0.0036 555 0.0036 320 0.0036 POB2 0.22 - - - - - - Total 3.62 Table 2—Length & Slope Inputs for Tc Determination S Q E N E R C O N (405) 722-7693 11 dC DRAINAGE REPORT LIBSACK 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. 7 4652' \I 4649' 1. • 2:11-1> Figure 9 - Storage Area Elevation Area Volume (ac-ft) (ft) (ac) Incrementala Cumulative" 4649 0. 19 0 0 4650 0.23 0.21 0.21 4651 0.27 0.25 0.46 4652 0.31 0.29 0.75 Table 3 — Storage Volume a) Incremental = (Area X + Area Y) / 2 b) Cumulative = Incremental X + Incremental • ENERCON E R C O N (405) 722-7693 12 chap DRAINAGE REPORT -�� LIBSACK 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 HDPE 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 3 ft deep with a crest elevation at 4652 ft and a 4 ft embankment width. The detention basin has a 24-inch HDPE standpipe with opening for 5-year and 100-year runoff and an emergency spillway. A 6-inch opening is proposed at an elevation 4649.50 ft to discharge 5-year rainfall-runoff. The top of 24-inch standpipe is at elevation 4650 ft. The standpipe is open at top to discharge 100-year rainfall-runoff. A concrete spillway (emergency spillway) is located at elevation 4651.55 ft along the west boundary of detention basin. The detention basin calculations are shown in Appendix B. The hydraulic calculations for swales and pipes are shown in Appendix C. • ENERCON E R C O N (405) 722-7693 13 dap DRAINAGE REPORT LIBSACK COMPRESSOR STATION Midstream_ • Peak Flow(cfs) Drainage Area Sub Basin 5-Year 100-Year Storm Storm Existing Conditions EOB 1 1.03 5.45 EOB2 0.09 0.44 Total 1.12 5.89 Proposed Conditions POBI 4.96 11.30 POB2 0.15 0.72 Total 5.11 11.30 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 POBI will drain via proposed gravel swale to the proposed catch basin. The flows from sub-basin POBI will be then conveyed to the detention basin via a 15-inch HDPE pipe. 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. • 100-Year Slope Depth of Flow Velocity Runoff (cfs) (ft/ft) (ft) (ft/sec) Swale POBI 11.30 0.0036 1.06 2.49 @ 0.0036% slope 15-inch HDPE 11.30 0.010 1.04 8.64 @ 1.0% slope Table 6—FlowMaster Analysis Results Water Quality Capture Volume (WQCV) Calculation As indicated in the Weld County Drainage Manual, the required WQCV can be estimated using the following equation: WQCV=a(0.91 13- 1.1912+0.781) (Reference 6; Equation 3-1, Page 930) Where: WQCV =Water Quality Capture Volume (watershed inches) • a= Coefficient corresponding to WQCV drain time 1 =Imperviousness (%) ENERCON E R C O N (405) 722-7693 14 �(deO DRAINAGE REPORT / LIBSACK COMPRESSOR STATION • Midstream. 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, the value of I was chosen to be 0.80. The transformed basin areas will consist of sub-basin POB1, POB2 and the 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) 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 * (3.4 ac) * (1 ft/12 inch) =0.074 ac-ft<0.105 OK As mentioned earlier, the invert elevation for the 8-inch HDPE Pipe is 4899 ft. Therefore, there is half foot of water quality storage available. Table 3 indicates that for the first one foot of the detention basin, the available volume is 0.210 ac-ft. Therefore, the available storage volume for first half foot will be 0.105 ac-ft(0.210 ac-ft/2). The WQCV is less than 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 • E N E R C O N (405) 722-7693 15 Libsack Compressor Station HydroCAD Existing Conditions Appendix A • 1 ---S-\\,) EOBI • 2 EOB2 • Subcat Reach on • Link Drainage Diagram for CS#3_Existing Conditions Prepared by {enter your company name here} 5/20/2011 HydroCAD® 8.00 s/n 004197 © 2006 HydroCAD Software Solutions LLC Page 1 of 8 Libsack Compressor Station HydroCAD Existing Conditions Appendix A CS#3_Existing Conditions • Prepared by {enter your company name here} Page 2 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/20/2011 Area Listing (all nodes) Area (acres) CN Description (subcats) 3.620 69 (1S,2S) 3.620 • • Page 2 of 8 Libsack Compressor Station HydroCAD Existing Conditions Appendix A CS#3_Existing Conditions Type 1124-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 5/20/2011 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=3.400 ac Runoff Depth=0.29" Flow Length=555' Tc=11.1 min CN=69 Runoff=1.03 cfs 0.083 of Subcatchment 2S: EOB2 Runoff Area=0.220 ac Runoff Depth=0.29" Flow Length=215' Tc=5.2 min CN=69 Runoff=0.09 cfs 0.005 af Total Runoff Area = 3.620 ac Runoff Volume= 0.088 af Average Runoff Depth = 0.29" 100.00% Pervious Area= 3.620 ac 0.00% Impervious Area =0.000 ac • • Page 3 of 8 Libsack Compressor Station HydroCAD Existing Conditions Appendix A CS#3_Existing Conditions Type 11 24-hr 5 YEAR Rainfall=2. 20" ip Prepared by {enter your company name here} Page 4 HydroCAD® 8.00 s/n 004197 © 2006 HydroCAD Software Solutions LLC 5/20/2011 Subcatchment 1S : EOB1 Runoff = 1 .03 cfs @ 12.06 hrs, Volume= 0.083 af, Depth= 0.29" 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 3.400 69 3.400 Pervious Area Tc Length Slope Velocity Capacity Description (min, (feet) (ft/ft: (ft/sec) (cfs) 3.2 100 0.0036 0.51 Sheet Flow, Smooth surfaces n= 0.011 P2= 1 .76" 7.9 455 0.0036 0.97 Shallow Concentrated Flow, Unpaved Kv= 16. 1 fps 11 . 1 555 Total Subcatchment 1S : EOB1 Hydrograph / 1 I I 1 I I I I I I I 1 1 1 I I 1 1 1 1 1 I I I I 1 I I I I I I I I I I I I I I I 1 1 • I I I I 1 1 I I I I I 11 1 I 1 I I I 1 1 1 1 1 1 1 1 1 1 1 I ■ Runoff I I 1 03 cfs 1 1 I 1 1 f I 1 1 1 1 1 , I I 1 1 1 1 1 1 I I 1 1 I I . I I I I I 1 1 I 1 I 1 1 I I I I I I 1 - I iiHtfJH [ 1 1 1 1 I II I I I I I II II II I I I I I I I I I I I I I 1 I ■ `a\nfall=2.20" I I I I I I I I I I I I I I I I I I 1 I I I 1 I I I I I I 1 I 1 I I I I I 1 1 I 1 I I I I I 1 I I I I I I I I I Runoff Alrea=3.400 ad I I 1 I I 1 1 1 1 1 I 1 1 II 1 I 1 I I I I I 11 I I I � � � tr�Qf �olume�0�083af I I I I 1 I I I I 1 I I I 1 I 1 I 1 I I I I 1 I I I I I I I 1 I I I I I 1 I I I U I I I I I I I 1 1 1 I I I I I I I I I Runoff Depth=0.29" I 1 I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 1 I I I I I I 1 I iIrivLeiiâtii5$5' i I I I I I 3 1 I 1 1 I I I I I I I I I I I I I 1 I � I 1 1 I I I 1 1 1 I I I I I I I I I I I II II I I 1 I 1 1 I I I I I 1 1 1 I I 1 I I I I 1 I I I I 1 1 I I I I 1 I 'Tani I I I 1 1 1 I 1 I I I I I 1 1 I I 1 I 1 I I I 1 I tc=1 1 ■1 �ni I I I I I ' lilt I 1 I 11 1 I I I 1 1 1 1 I 11 I I I I I 11111 1 I 1 11 I I I I 1111 , 11 I I I- N I 69 1 I I I I I I I 1 1 I 1 I I I I I I I I I 1 I I I I I Il^V` _ I I I I I I I I 1 I I I I I I I I I I I 1 I I I I I I T"' I I I I I I 1 1 I I I I I I I I I 1 I I I I I I I I I I I I I I I I l I 1 1 I I I I I I I I I 1 1 I I 1 I I I I I 1 1 I I I I I I I 1 I 1 I I I I I I I I I I I I I 1 I I I 1 1 I I 1 1 1 I I I 1 I I I I I I I 1 I I I I I I I I I 1 I I I 1 I I 1 I I I11 ! 1 I I I I I 1 1 I I 1 1 I I I I 1 I I I I I 1 ! 1 1 I I I I I 1 I l 1 I I 1 I 1 I I I I I I I I I I I 1 t I I I 1 I 1 t 1 I I I I I I I 1 1 I I I I I I I I I 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 4 of 8 Libsack Compressor Station HydroCAD Existing Conditions Appendix A CS#3_Existing Conditions Type 11 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 5/20/2011 Subcatchment 2S : EOB2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.09 cfs @ 11 .99 hrs, Volume= 0.005 af, Depth= 0.29" 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 0.220 69 0.220 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft (ft/sec) (cfs) 3.2 100 0.0036 0.51 Sheet Flow, Smooth surfaces n= 0.011 P2= 1 .76" 2.0 115 0.0036 0.97 Shallow Concentrated Flow, Unpaved Kv= 16. 1 fps 5.2 215 Total Subcatchment 2S: EOB2 III Hydrograph -I - -i - -t - t - t - t - I- - I- -I - -I - -I - r - r - -I- -I- -I - -1 - i - + - i• - I- - t- - I I 1 1 III I I i I I I I I I I I I I I I I 0.17 1 t - t - t - t - r - 1- -I- -1- -1- -1 - -t - -t - t - r - r - t I I -I- -I- -I - 1 - 1 - 1 - t - r - r - I El Runoff ` - - _ II- I I I I I 1 I I I I I I I I I I I 1 I I I I I I I I I I 0.095' 0.09 cfs i - -, - r - i- - r , II I -I - 1 + - 1 - r -I t - r r - r t- :- ' I I I I I I I I I I I I I 1 1 I 1 1 1 I 0.09= . - r I I I _ - 1 - 1 - T - r - r - r - r -r -I- -i- -I - 1 - 1 - -I - 1 Type II 24-hr 51 �E1�ft- - 0.085- - I I I I I I 1 I 1 1 1 1 1 1 1 I 1 1 i I - 1 - 1 - 7 - r - r - r - r -r -I- - - -I - 1 - 1 - 1 - r - r r - r -1 - r - r - r - r - 0.08= I I- ;- - 1 - 1 - T - r - r - r ; I I ; r r Jr I ainfa11=2.20" 0.075- I I 1 I I 1 1 I 1 1 I 1 1 I I I I I I 1 1 I I 1 1 I I I i I I 1 1 , 7 1 T r r I 1 I 1 1 1 - 1 - 1 1 - I AI 0.07= I I 1 1 1 I I I I I I I I I I I I I I �.uV. . Aea=0 .220 . V- - I I I I 1 1 1 1 I I I I I I I 1 I I I I I I 0.065= I I I -I - I IIIII I I I I II , I T�' I I I I I `- I I I 1 I I 1 I I 1 I I I 1 I I I IUnof■ - q!Ume 0.0.05 at - 0.06- I I I I 1 1 I 1 I 1 1 I I I I 1 I '- -'- _ I • - !oSHLLLi - I I I I I 1 I 1 I 1 I I I I II I I I I I I I I I I I I I I I /`�I I I I I I I I 1 I I I 1 I I I RunoffDepth0.29I- - _I I 1 L L L I 1 I I MIL 1 1 1 L I- - I - �-°° 0.045- , . L 1 i i �- �_ �- �- ; - -, - a _ i _ i _ i _ i Flow Length=215' - I I 1 I 1 1 1 1 I 1 I 1 I I I 1 I I 1 I I I I I I 0.04-1 I - I -I -I 1 1 1 t. I- I- 1_ I- I 1 1 J 1 1 L 1- I- I- 1 I I - ! - 1 -.>I-y-- Y - 1- - ` � � I I I I I I I I I I I I I I I 1 I 1 I I I 1 I I -Tc= ; _ 1'1� _ 0.0357 - 1- _ i_. -1- -1- _ 1 - 1 - 1 - I- - I- 1 I I I 1 --1 _ 4 _ 4 - 1 _ 4 - ✓- - I- - I- I I 1 I ! - . •,_■ I 1 I I I I 1 I I I I 1 I I 1 I I I I ' lilt t , t `i I 1 j/l I 0.03= , - 1- - I- -I- -I- 4 - '+ - + - 1- - I- - I- -I- -I- -I- -I- -1 - -1 - + - -I - #• - I- - I- - 1- - 1- 1 I 1 4 - 4 - 1VNS - 1 I I I I I I I I I 1 1 I I I 1 I 1 I I I 1 1 1 I 1 I r 0.025- -I- -I- -I- - -1 - t - + - I- - t- - 1- -I- -1- -I- -1 - 1 - 1 - -1 - 1 - t - I- - I- - 1- -I- -1- -I- -I - -I - 1 - 1 - 1- - I- - I- - I- - 0.02' I I I I 1 1 1 I I I I 1 1 I 1 1 I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 -r- -I- -1 - t - t - -t- - r - 1- - r - r- - I-I -I- I- -I - 1 - 1 - t - t - t - I- - 1- - 0.015-. 1 I I I I I I I 1 1 1 I 1 I 1 1 1 1 I I I 1 1 1 1 1 I 1 1 1 1 I I 1 I 1 - 1 -t r r r l i 1 I -i -i 1 1 r r r I I I I i 1 1 1 - r - r - r - r - 0.01 = I I I 1 t t I I I t 1 I I I I 1 I I 1 I I I I I I I 1 1 I I I I I I I I - I I I -1 1 1 -r r r r r I I ; i 1 1 1 r r r r . 0.005-- , I I I J\Mier ' far- 1 1 I 1 I I I I 1 1 I I 1 1 I 1 1 I I I I 1 0- ' •rnlrr nIlnllIrrr,rnll 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) IP Page 5 of 8 Libsack Compressor Station HydroCAD Existing Conditions Appendix A CS#3_Existing Conditions Type 1124-hr 100 YEAR Rainfall=3.80" • Prepared by{enter your company name here} Page 6 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/20/2011 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: EO61 Runoff Area=3.400 ac Runoff Depth=1.14" Flow Length=555' Tc=11.1 min CN=69 Runoff=5.45 cfs 0.323 of Subcatchment 25: EOB2 Runoff Area=0.220 ac Runoff Depth=1.14" Flow Length=215' Tc=5.2 min CN=69 Runoff=0.44 cfs 0.021 of Total Runoff Area = 3.620 ac Runoff Volume= 0.343 of Average Runoff Depth = 1.14" 100.00% Pervious Area = 3.620 ac 0.00% Impervious Area = 0.000 ac I • Page 6 of 8 Libsack Compressor Station HydroCAD Existing Conditions Appendix A CS#3_Existing Conditions Type II 24-hr 100 YEAR Rainfall=3. 80" IIIPrepared by {enter your company name here} Page 7 HydroCAD® 8.00 s/n 004197 © 2006 HydroCAD Software Solutions LLC 5/20/2011 Subcatchment 1S : EOB1 Runoff = 5.45 cfs @ 12.04 hrs, Volume= 0.323 af, Depth= 1 . 1411 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 3.400 69 3.400 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs) 3.2 100 0.0036 0.51 Sheet Flow, Smooth surfaces n= 0.011 P2= 1 .76" 7.9 455 0.0036 0.97 Shallow Concentrated Flow, Unpaved Kv= 16. 1 fps 11 . 1 555 Total Subcatchment 1S : EOB1 Hydrograph I I _ I - - - I _ , 1 I I I 1 I 1 t 1 1 II I 1 I I I I I I 1 I I 1 I 1 I I 111111I I I 1111 I I 1 1 6 I I I I 1 I 1 1 1 I I 11 I 1 1 1 1 1 1 1 I I 1 I I I I I I I p Runoff ill I 1 I I 1 I I I II I I t 11111 I I I I I 1 I II 5.45 I I I I I I I I II I I 1 11111 I I 1 I II itY pi - 124 - - 1 - 1 - - r - r - r - r - r -r -r -1- -r 1- � - -h r '100 -YI cars_ - -T -r 5 I 1 1 I I I I i I I 1 II I I I I I 1 I I 1 I I I I I I I I I I I I Is I II I I 1 I I I ' Rainfall=3 .80" I 11 I I I I III I I 11 1 11 I I I I I 11 I 1 I I III I I 11 I 11 I 1 1 1 1 I 1 1 I I I I I I I I I 1 1 1 1 I I 1_ _ _I_ J J J 1 1 L I- L L L 1_ 1_ I- I_ I-RUnoff Area=3.400 ac I 1 I I I I I I I 1 I 11 I 11 I 1 I I I ! I 4- I I I I mill I 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 11 ; ��Q �Qlume=0 .32 �# 77) I I 1 I I 1 1 1 1 1 1 I I 11 I I 1 I 1 I - - I I I - ;- -;- -; - - ; ; 1 1 1 ; ; ; li Runoff' Depth=1 .1'14" ° 31 111111 II II I ' Flow Len tht555' 2 _ I I I I I I I I I I I I I II 1 I I I I 1 g - 1 11 I I IIIIII 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 I I I I I I I I I I ! _1 ly■� iron 1- -1- -I- -1- - - -I - 1 - 1 - -1 - -I - h - t - I- - h - I- -'1- -1- -1- -I- -I- -I- 1 - 1 - 1 - � TC •1 t. T r- I I 1 I I 1 I I I I I 1 I I I I 1 I I I 1 I I 2- I I I t I I 1 I I I I 1 1 I I 1 I I I 1 I t 1 1 I I(/�, I /I I I I I 1 111111 I I I I I 1 I 1 I I 1 1 I I 1 I I ICI�rYM _ I I I I I 111111 I I I I I I I I 1111111 1 I I I III I 1 1 I _ I J J J J L L L L L LI I I I I J J 1 1 1 L L L L L LI1 1 I 1 I I I I I I I I I I I I I 1 I I 1 I I I 1 I I I 11^ I 1 I II I I 1 I I 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 1 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 I I I I I 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 I�^ I I I 11 I I I I 1 I I I I I I I I I I I I I I I I I I I I - I I I _ 1 I I 1 1 1 1 I I I I I I I I I I 1 I I 1 1 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 7 of 8 Libsack Compressor Station HydroCAD Existing Conditions Appendix A CS#3_Existing Conditions Type II 24-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 5/20/2011 Subcatchment 2S : EOB2 [49] Hint: Tc<2dt may require smaller dt Runoff = 0.44 cfs @ 11 .97 hrs, Volume= 0.021 af, Depth= 1 . 14" 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 0.220 69 0.220 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) ;ft/ft) (ft/sec) (cfs) 3.2 100 0.0036 0.51 Sheet Flow, Smooth surfaces n= 0.011 P2= 1 .76" 2.0 115 0.0036 0.97 Shallow Concentrated Flow, Unpaved Kv= 16. 1 fps 5.2 215 Total Subcatchment 2S : EOB2 • Hydrograph 1 IIIII I I I I I ...I I I I 1' I I t -. 1_. I II I I I I I I 0.48- 1- 1 _ 4 L I_ I I I I I J 1 1 4 L L I- L I _ I . II_ I. if Runoff 0.46 0.44 cfs T - r - r - -- - -- -; - -1 - - - 1 - T - r - r - r 1 - -I - T - r - r 0.44-. . .... I - 1 I L I I I I 1 I J 1 J _ L _ L I ! I `T�' I I I I I I ii ,I I I It\%� �I 2 - - 00 ■ A 0.42= -I 1 - 1 - + - r - r - I -I- -I- -1 - -1- 1 - i - r J 0.4' I 1 I 1 I I I I I IIIIIIIIIII III yiI I I -I- -I- 1 1 1 1 I I I I I I I I I I 1 I 1 I Rr�f�Ilt�.:80" 0.38" -1- -1- -1- - - ' - + - 4' - 1' - -I- -I- -I- -I- -I - � - I I I I. I IIII IIIIII I I I I 111 ,- -,- -,- - 17r - r - � I- -,- -,- -r- -_ I_ _I_ J_ _ 11L L L L 11 1 Runoff MeaoaaL 0.32 -r -r -r- - Y - •r - •r - r - r - r - r -r -I- -I- -I - � - - Runoff VOIUme-0.021 �� 0.3 I II - I _ I I I I -- I I II 1 I I - - 1 I I I 1 1 1 I I I I 1 I I I 0.28- -I- -I- -I- - 4 - 4 - + - I- - - - I- - I- -I- -I- -I-- -I - 4 - • - .4 I 1 I mill I : : I I 1 I 4 v 0.26-- _I I I i - 7 T r r I I : 1 44r , Runoff Depth=1 .11-4' ! 0.24 I I I _ 1 -• 1 _ 1 - L _ l- _ L I I I J J J J 1 t L _ t I 2 0.22- I- -1- I- - 'r 11 r r I I I I I 17 Y 7 Y r t Flow I_,ength-2 ■ 15' I I I I I 1 1 I I I I I I I I I I I I I 0.2' 1 I 1 I I 1 1 I I I I 1 I I I 1 I I I I I 0.18H - I- -I- -1- - 4 - 4 - + - 4 - 1- - I- -I- -I- -I- -I- -I - -I - 'I - -I - I- - l I- - t- -1- -1- -1- Tc/=5.2 min - I I I IIIIII I IIIIIIIIIII I I I I I 0.16- -I- -I- -r- 44, ; - ' - 7 - r - r - 1- - I- -I- -I- -I - -I - 1 - 1 - 7 - r - r - ` - ,- -,- -I- -I- -I - 1 -- -I 0.14- -L- _I_ _I_ 1 - 4 4 L L I- I I I I -1 4 1 4 L L L L I I I I 1 1 C N-69 - I I I I I I I I I I IIIIIIIIIII I I I I I I 0.12- -r -r -r- -r - i t r r r 1 I I 1 1 1 1 - r r r r l ii I -i 1 ii r - r- 0.1 2. I- -I- _I- _ 1 1 1 L L I I I I I I J 1 1 L I L L I I I J J 1 1 L L L I 1 t I mitt I IIIIIIIIIII I IIIIIIIII I 0.08- t I- I _ . - 1 - t - t - f— t- - I- - I - - I- -I- -I - -I - 1 - -I - 4 - I- - I I- - I- -I- -I- -I- -I - -I - -I - 4 - I- - I- - I- - I- - I I ; IIIIII I IIIIIIIIIII I IIIIIIIII I 0.06- 1 I I IIIIII I IIIIIIIIIIII ! I I I 1 I I I I I I 0.04- - -I - 1 _ L - I- - L _ I_ I. _I I I -I 1 - -1 - L - I- - L - I- I - I 1 I 4 .1 - .I - L - L - I- - L I I I I I I I I I I I I I I I I I I I I I I 0.02-E. r>� 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 8 of 8 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B • 1S POB1 • 2S ( P ) - \\ 2S Detention Area POB2 • Subcat Reach a on• Link Drainage Diagram for CEG002-CALL-017, APPENDIX B, Post ISFSI Costruction Conditions 03200 I Prepared by {enter your company name here} 5/20/2011 HydroCAD® 8.00 s/n 004197 © 2006 HydroCAD Software Solutions LLC Page 1 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI Costruction Conditions 032008 • Prepared by {enter your company name here} Page 2 HydroCAD®8.00 s/n 004197 ©2006 HydroCAD Software Solutions LLC 5/20/2011 Area Listing (all nodes) Area (acres) CN Description (subcats) 0.310 69 (2S) 3.400 87 Urban industrial, 72% imp, HSG D (1S) 3.710 • • Page 2 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrucType 1124-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 5/20/2011 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=3.400 ac Runoff Depth=1.06" Flow Length=975' Slope=0.0036'/' Tc=13.1 min CN=87 Runoff=4.96 cfs 0.302 af Subcatchment 2S: POB2 Runoff Area=0.310 ac Runoff Depth=0.29" Flow Length=1' Tc=0.0 min CN=69 Runoff=0.15 cfs 0.008 of Pond 2S(P): Detention Area Peak Elev=4,649.81' Storage=0.166 af Inflow=4.98 cfs 0.309 af Primary=0.35 cfs 0.209 of Secondary=0.00 cfs 0.000 af Outflow=0.35 cfs 0.209 of Total Runoff Area= 3.710 ac Runoff Volume = 0.309 of Average Runoff Depth = 1.00" 34.02% Pervious Area = 1.262 ac 65.98% Impervious Area = 2.448 ac • • Page 3 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrucType 1124-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 5/20/2011 Subcatchment 1S : POB1 Since TR-20 has no CN or Tc calculation procedures, these values have been entered directly, rather than using HydroCAD's built-in CN lookup table and Tc calculation procedures. Runoff = 4.96 cfs @ 12.05 hrs, Volume= 0.302 at Depth= 1 .06" 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 3.400 87 Urban industrial, 72% imp, HSG D 0.952 Pervious Area 2.448 Impervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) (ft/sec) (cfs; 3.2 100 0.0036 0.51 Sheet Flow, Smooth surfaces n= 0.011 P2= 1 .76" 7.6 555 0.0036 1 .22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 320 0.0036 2.35 11 .76 TrapNee/Rect Channel Flow, Bot.W=3.00' D=1 .00' Z= 2.0 '1 Top.W=7.00' n= 0.029 • 13. 1 975 Total Subcatchment 1S : POB1 Hydrograph / I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I I II I I I I I I I I I I I IIII I I I I I I I I I IIII I IIIIIIIII I © Runoff' - - - 4.96 cfs -1 I 1 I I I I I I I I I I I I I I I I I I I I 1 I I LLL - -1 4 r r r r r l I I I I 1 1 1 5_ ' I I I I I I I I I 1 I I t I 1 e II 24-hr 5 YEAR I I I I I I I I I I I I I I I I I Yp I I i I I I 1 I I I I I I I I I I I I I I I I I 1 1 I I 1 I 1 I I I I I i I Rairifa 11=2.20" i- I I I I I 1 ' I I ' I I I I I I I I I I I I II 4- � � J i l l � i i � � RUnoff A'raa'=3 .400 as I I I I I I I I I I I I II I I I I I I I I I I I I I IIII I 1 I II I I Runoff Volume 0.302 'af I I I I 1 I I I I I I I I I I I = I I I I 1 1 ' I I ' 1 I I I I I I- - - - 1 1 l Z 7 r r r r r I I I I- , -I -- 1 - 1 - 1 - 1 - T - I- _ _ .1 _ - 3 ; ; ; � ; ; ; ; ; ; ; ; ; Li Rurioff; Depth=1 .06" MI' I 1 I 1 II I I I I I I I I i I I ill IIII I HI Flow ' Length-975' LL I I I I I 1 I ' 1 I I I I I I I I I 1 I I I I I I 1 I I 1 I 1 1 ii I I I I I I I i I I - - I- -I- - - 1 ii 1 1 r r rrI I I I I I 11 _I1I I I 1 1 II1 1 I I I I II :Se0.0036T I1 - 1 I I I I III I I I 1 1 II IIII I I I I ' I II I I I I I I I I I I I I • : I ' I I 1 I I I I I I I I I I I I I I I I I I I ' 1 ' ' 1 1 1 I I I I I I I I ' I I ITc=13 . 1 min I I 111 I I ' ' ' I I I I I I I I I I I 1 1 I 1 I 1 I I I -. I - I- -I- -I- . 1 - 1 - 1 - 1 - 1 - r - r — r — r — r —I— —I— —I— —I— -1— -I - 1 - 1 — T - 1 - 1 — r — r — r —riN�,o7 I I I ; I I I I I I I I I II I I I I I I I I I I I I I 1 I I +�r I I rill I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 1 I I I I t I I I I 1 I I I a 1 1 1 I I I I 1 — I I I '/ I I I I I I I I I I I I I I I 11111111111111 I I I I IIII I I I II I I I I IIIIIIIIIIIIII I I I I ` 1 I I II I I I I IIIIIIIIIIIIII 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 4 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrucType 1124-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 5/20/2011 Subcatchment 2S : POB2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0. 15 cfs @ 11 .91 hrs, Volume= 0.008 af, Depth= 0.29" 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 0.310 69 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) (ft/ft) I ft/sec) (cfs) 0.0 1 8.02 Lake or Reservoir, Mean Depth= 2.00' Subcatchment 2S : POB2 Hydrograph I i II T T r F I 1 T r T" i r I 1 1 T r 0.17Y.- 1 1 I 1 1 1 1 1 1 1 1 I 11 I IIIIIIIIIIIIIIIIIII I I- -I I I - + - 1- - I- - I- -I- -I- -I- -I - -1 - _I - + - 4 - 1- - 1- - 1- - I- -I- -I- -I- -1 - -I - -1 - 4 - b - 1- - 1- - b- 10 Runoff I I I 1 I I is 1 1 1 1 I I I I I I I I 1 1 I I I I I I l 0.162_ I_ 0. 15 cfs s L L I I 1 I 1 I • - J 1 1 L L LI I • L L 1 0.15: ' : I I ; ; ; ; ; : : : : : : : l'ipie 11246ti r 5 Yel 0.14_: I ii I I 1 I 1 I I ii 1 IIIIIIII up III I - r -I- -I- -I- • - t - t r r r 1 1 I I I 1 -t - 1 - I- - r - r - r -r- Rainfall-220"- - 0.13 ' I 1 I 1 1 1 1 1 I I I I I I I I I I I i , I L _. I I I . _ 1 1 L L L 1 1 1 -1 1 1 1 1 . . iIiunoS1AraoT.äddI . i .. .012 I 1 ; / , _; _I _I _ - 1 - I I I I I ii I 1 1 I I i I I trliIiilll 0.11 :. I I I I I IIIII 1 II I I 1 I I I i I I I I . - I- -1- -1- -'- - 1 - 7 - 7 1 - 7 - 7 - i - r - I - r -1- -I- -f - -1 - i - i -PiljnOff VOIUMO=o*W a Ili0'1 L L I _I 1 1 1 1 1 L L 1_ I I -1 1 1 1 1 L 1. 1 -1 - .1 _ L - L _ L - L - 0.09 Runoff Depth=0.29" -,-,—I I I I 1 1 I I 1 1 I I 1 I I I I 1 1 I I I I I I I I I p 0.08 1 I I I I I 1 II 1 1 I I I I 1 I I I I I I I I I I - r -1- -1- -1- - T - T - r - r - r _r -,- -1- -I - -I - 1 - T - T - r - r - r - r - r'F'idw P :Vng'1har H - 0.07� I I 1 I IIIII I II I IIIII 1 IIIIIIIIIIII I . - I- -I- _1_ -I_ _ � - •1' - 1- - F- - F- - H -1- _I- _I- _1- '1 - i - i - t - F - F - N - I- ` I- -I - _ 1- - k ._ _ _ I 1 1 1 I 1 1 1 1 I II 1 11111 1 11111 - �0 0624 . L _ 1_ _I_ _I_ 1 1 L L L 1 I I I 1 1 1 1 L L L 1 I I I i ' oho• = 111 " I ii I moil 1 lo I still I III I 1 1 1 1 ^I i I I II 0.05--. 1 1 1 I 1 1 1 I I I I I 1 1 I I I I 1 1 1 I 1 I 1 , I I ■ - Na : , . I - I� -I I- I i ii I , I I 1 1 -- I l ii ,I 1 r „I I I I 1 1 lhor 'w 0.04= I I I I I 1 I I I I II I IIIII I IIIIIIIIIIII I :' I- -1- -I- -I- - 1 - t - t - r - r - r - I- -I- -I - -I -- -I - y - -t - t - r - r - r - r -r -t- -1- -I - 1 - -, - -t - t - r - r - r 0.03E . ' 1 II I IIIIII I II I IIIII I 1 1 1 1 1 1 1 1 1 1 1 1 I .. - I I I I 1 - 1 - 1 _ L - L L I I I I 1 1 1 1 L L L I 1 11114 1 1 L 1- L - 1 II I IIIIII I II I 11111 I IIIIIIIIIIII I 0.02 • I 1 I _ i I I I I I II I 1 1 1 1 1 I IIIIIIIIIIII I It IIII I II I IIIII I IIIIIIIIIIII I 0.01 = 1 I I I I IIIII I IIIIIIIIIIII 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 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B • CEG002-CALC-017, APPENDIX B, Post ISFSI CostrucType 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 5/20/2011 Pond 2S(P): Detention Area Inflow Area = 3.710 ac, Inflow Depth = 1.00" for 5 YEAR event Inflow = 4.98 cfs @ 12.05 hrs, Volume= 0.309 of Outflow = 0.35 cfs @ 13.22 hrs, Volume= 0.209 af, Allen= 93%, Lag= 70.2 min Primary = 0.35 cfs @ 13.22 hrs, Volume= 0.209 af Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev=4,649.81' @ 13.22 hrs Surf.Area= 0.222 ac Storage= 0.166 of Plug-Flow detention time= 301.8 min calculated for 0.209 af(68% of inflow) Center-of-Mass det. time= 191.7 min ( 1,032.6 - 840.9 ) Volume Invert Avail.Storage Storage Description #1 4,649.00' 0.750 of Custom Stage Data (Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 4,649.00 0.190 0.000 0.000 4,650.00 0.230 0.210 0.210 4,651.00 0.270 0.250 0.460 4,652.00 0.310 0.290 0.750 • Device Routing Invert Outlet Devices #1 Primary 4,649.50' 6.0" Horiz. 6 Inch Pipe opening X 0.80 Limited to weir flow C= 0.500 #2 Primary 4,650.00' 24.0"Veil. 24 Inch Dia Pipe C= 0.600 #3 Secondary 4,651.55' 5.0' long x 0.50' rise Overflow Flume 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max=0.35 cfs @ 13.22 hrs HW=4,649.81' (Free Discharge) t1=6 Inch Pipe opening (Orifice Controls 0.35 cfs @ 1.78 fps) 2=24 Inch Dia Pipe (Controls 0.00 cfs) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=4,649.00' (Free Discharge) 3=Overflow Flume ( Controls 0.00 cfs) Page 6 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrucType 11 24-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 5/20/2011 Pond 2S(P) : Detention Area Hydrograph 1 I I 1 I I I I I I I I I I I I , I I 1 . I I I I I I I I 1 I I I I I I I I I I I I , Q 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 I MI Inflow 4.98 cfs I _ I _. L - I- -I - 1 _ I_ _I_ —I I I I L _I_ J _ L _ I_ _I _ J . I i ' I El Outflow I I 1 1 1 I I I I 1 I I /�I I I I I I I I 1 1 I I I I I Inflow Ares 3.710 ac � Primary / iii I 1 I 1 I I 1 I I I I I Secondary 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 PeakI�v 649 .81 ' I I I I I I I I I I I I I I I - 5- -1 - I I I I I I I I I -I - - -I f I I I I I I I I I I I I I I 1 I I t I I I I IIIIIIII ! fill l i 'Stora a 0 . 166 of I I I I I I I 1 1 I I I I t I I I I I g — I I I I I I I I I I I I I I I 1 I I I I pill I I I I I I I 1 I I I 1 I I I I I I I I I - I I I I I I I I 4- -I - I - I- I I I I 1 I I I I I I I I I I I I I I I - I I - I I I I I III 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 I I I III IIIIIIII 11111111111111 IIIIIII I It IIIIIIII 1 I 1 1 1 1 1 1 1 1 1 1 1 1 IIIIIII IIII 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 1 ' to IIII I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I a 3- ,- -, - -1 - r I I- -I - r - r -I - T - r -r -I - r - i -rT - r -I- 1 - r -I- --i - r -r -I- i ' I- -r I I I I I I I I I I 1 I I I I I I I I I I I I I I I I I I I 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 I I I I I I O 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 I I I I I I U.. 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 I I I I I I I I 1 I I I I I I I II I I I I I I I I 1 I I I I I I I I I I I I I 2- - I- -1 - 7 - r - I - l -- r - 1- -I -'T - r-1- 1 - r - 1- -1 - r - r -I- 1 - r -I- l - r - I-I - -I t - t- -I_ 1 - r - 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 I I I I I I I IIIIIIIIIIIII 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 I I I I 1 i I I I I I I I i - nc IIIIIIIIIIIIIIIIII IIIIIIIII /n�- l l •-4 rf ' II IIII I I I - I I I I I I I 1 0.35 cfs 0.00 cfs %%/// _ .%' � . r�i.�.,*.,r+� /is 0 2 4>%L'6t'"8. 10 tn. 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 42 44 46 48 50 5 � 5 �� 5 �� 8 � 06 � � 46 �� 6 �� 7 �� 72�� 2 54 56 58 60 62 64 66 68 70 72 • Time (hours) • Page 7 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B • CEG002-CALC-017, APPENDIX B, Post ISFSI CostrType 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 5/20/2011 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=3.400 ac Runoff Depth=2.45" Flow Length=975' Slope=0.0036'/' Tc=13.1 min CN=87 Runoff=11.30 cfs 0.695 of Subcatchment 2S: POB2 Runoff Area=0.310 ac Runoff Depth=1.14" Flow Length=1' Tc=0.0 min CN=69 Runoff=0.72 cfs 0.029 af Pond 2S(P): Detention Area Peak Elev=4,650.59' Storage=0.352 af Inflow=11.40 cfs 0.725 of Primary=2.67 cfs 0.625 af Secondary=0.00 cfs 0.000 af Outflow=2.67 cfs 0.625 af Total Runoff Area= 3.710 ac Runoff Volume= 0.725 of Average Runoff Depth = 2.34" 34.02% Pervious Area = 1.262 ac 65.98% Impervious Area = 2.448 ac • • Page 8 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrType ii 24-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 5/20/2011 Subcatchment 1S : POB1 Since TR-20 has no CN or Tc calculation procedures, these values have been entered directly, rather than using HydroCAD's built-in CN lookup table and Tc calculation procedures. Runoff = 11 .30 cfs @ 12.05 hrs, Volume= 0.695 af, Depth= 2.45" 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 3.400 87 Urban industrial, 72% imp, HSG D 0.952 Pervious Area 2.448 Impervious Area Tc Length Slope Velocity Capacity Description (min) :feet) (ft/ft) (ft/sec) (cfs) 3.2 100 0.0036 0.51 Sheet Flow, Smooth surfaces n= 0.011 P2= 1 .76" 7.6 555 0.0036 1 .22 Shallow Concentrated Flow, Paved Kv= 20.3 fps 2.3 320 0.0036 2.35 11 .76 Trap/Vee/Rect Channel Flow, Bot.W=3.00' D= 1 .00' Z= 2.0 '/' Top.W=7.00' n= 0.029 • 13. 1 975 Total Subcatchment 1S : POB1 Hydrograph / III I IIII II I I I I I IIIIIIIII II IIII II III I I I IIIIIIIII-I - '1 - "1 - 1 - 1 - 1 - f r - r - r r ` r - r -'I-- -_I'_ i l - -I -" --I - 1 - "1 - 1 - 1 - T - r - r - r I L❑ Runoff\LL■ I I I 1 ( I I I I I I I I I I I I/ I I I I I I 12- 11 .30 cfs I I I I I I I I I I I I I I I - , - 1 - 1 - 1 - T - r - I - 117 I I I I I I I I I Type II 24-hr 100 DEAR I I I I I I I I I I 1 1 I I I I 1 I I I I I I : Type - l- -I- -II- L../ -I- -I- -' - -1 - 1 - 1 - i - ; - - ; - r - r - i - I I I I 1 I I - -I , —1�AS 11 10- I I I I �f 1 I I I I 1 ti I I 1 1 I 1 I I I I I Rainfall-3 .80 - - - 1- -I I- -I - -1 - -1 - -I - + - + - + - h - t - t - I- - I- - I- -I- -- --I-- -I-- -I - - - -1 - I- - t " III III I I I 1" ' 9 " Runoff Area 8:400 at = I I I I I I I 1 I I I I I I - -I- -I I- -1- -J - -1 - 4 - i - + - + - + - 1- - 1- _ 1- - 1- - 1 - + - -I - 4- - 3- - - - 8 I I I I I I I 1 , I I 1 I 1 I � I I - I- ' 1- -I / .I- -1 _ _I -14 4 4 1 L 1• L L- F Runoff yt I mPT IOrC95 L A� I I I I I 1 1 I 1 1 I I I I I /� I I I 1TI I 'II I /II I V 7 - I I I.- .1 J J J 4 1 1 1 1 L Lit_ L L I_ Runoff Depth-2.t45" I I 6 : I I 1 1 I I I I I I I I II 1 I I I 1 i I I I I I 12 gr -I_ I_ _ • I I J 1 1 1 1. 1 L LL L L 1 I I Flow Length-9751 I I I I 1 1 III I I I I I I I I I I I I I I I I 1 5- I I I I I I I I I 1 I I I I I I I I I I I I I I I lethal, 11 1 _1_ _1_ _ 1 1 1 I I I 1 1 I t 1 I L I_ I I 1 1 1CI - 86 - - 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 4_ I_ ; - - I I I I I I I I I I I I I I I I I I I I Fier - min 3.> I I 1 I I 1 III I I I I I 1 1 I 1 1 I 1 1 I I I 1 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 IN at-87 I -� I � I I� I I 1 I I t I 1 I I 1 I I 1 I I I I I I I I 1 2- • I I I IIII I I I I 1 II I ii 1 II I I I I I I I I I I I I I IIII I I I I I II I II I II I I I IIII I III / , _ _ - - ._1_ -1_ _ _I _ it-l1 , I I r - r - r - r 1 , I I I I -I 111T 1 1 T T IFF -r 1 I I I I IIII I I I I I IIIII I II I I I IIII I Ili I I I 1 I I I I I I 1 1 I I 1 I I I I I I I I I I I I 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 9 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrType 11 24-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 5/20/2011 Subcatchment 2S : POB2 [46] Hint: Tc=0 (Instant runoff peak depends on dt) Runoff = 0.72 cfs @ 11 .90 hrs, Volume= 0.029 af, Depth= 1 . 14" 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 0.310 69 0.310 Pervious Area Tc Length Slope Velocity Capacity Description (min) (feet) "ft/ft) (ft/sec) (cfs) 0.0 1 8.02 Lake or Reservoir, Mean Depth= 2.00' Subcatchment 2S : POB2 Hydrograph ../. I I - L - L i .J_ .J -1.,1_L, I I I I I I 1 I 1 1 1 1 I 1 I I 1 1 1 1 I I 1 1 I I I 1 1 I 1 1 1 1 0.8- I I IIIII 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 0.72 cfs T r 1 1 1 la 1 1 all 1 r r 1 1 I I 1 I 1 1 r r r I 0 Runoff 0.75 1 I I I 1 1 I I I I I I I I I I I I , I III + - } - r — - -1- -I- - I - 4 - + - T e �I 2 -firQO YEAR I I I I I 1 II I I I I I yp I I I _ 1 , I L I 1 1 I 1 I 1 I 1 I ' 1- _1 -1- I 1 1 1 1 1 I II 1 IIII _ 0.65: , , a ; - 1 - ; - 1 - r - r - r -r -;- -;- ;- —I - ; - 1 - 7 - r - r - r - r -;- Rainfall=3.80.. 0.6- 1 1 4 I 1 I 1 1 1 1 I 1 I IIIIIi ii I II • _ 1_ _1_ 1 1 1 L L I_ I It 1 , I I 1 r I 1 1 1 1 1 I 1 1 I 1 1 II Runoff Area=0.310 ac 0.55- , i i mail I I I I 1 1 1 1 it ; I I I I 1 I 1 1 • . r -r -r - '( - 1 -- -r - r j- - r -1- -1- -I- -I- 1 - '( - 1 - r r ( - - . -It-1- - 0.5= _ 1- _i / _ 4 . 4 ; 1- 1- 4- I- ; I ; -1 .4 . - - 1- - volume=0 . 29 of 20.45- I ; ; � � � � � � � : : ; : -: Runaff :aeth1 .14" V _ � —� —� , I 1 1 1 1 I I I I I 1 I 1 1 3 0.4- I I II I I I I I I I 1 I I I I I I I I 1 I I ii r— -r —,- -1— — 1 - 1 — t — r — r — r — r —r -1- — —r I— -1 — — -r t — r — r — r r -, E, I I I a a I I I I I I I 1 1 I 1 1 1 I 1 f low '_�eng"tii�1— a ' 0.35- 1 — _ 1 1 1 L L 1 I II 1 r 1 1 1 L L L I _l _ 1 _ . L _ L _ I_ a — 1 I 1 1 1 1 1 I II I IIIIIII I I - I Ti 0.3-E i I r 1 I 1 1 , I 11 I I I I I 1 I I , , I I ■ .CIO O min_ - r — 1— — Y ', l 1 T r r r I II I -1 11 1 r r r r ( I a 1 0.25'• at 1 1 1 1 1 1 1 I II I 1 1 1 1 1 1 1 1 I 1 1 1 1 A III la 1 �' 4 1 .l 1 L L L I- I I 14 1 1 L L L 1- 1 I 1 1 J C�sG0 al 1 `r a a i a , a I la 1 1 1 1 1 1 I 1 1 I alai v ry 0.2- al I DIIIII 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 iiiII 1 1 1 A 1 I 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 i I I I 1 — I 0.15- II I I 1 1 1 1 1 I II 1 1 a I 1 I 1 1 1 1 1 1 1 1 1 II I II - . - I- - I- -1- - t - .t - 1- - r - I- - 1- - I- -I- -I - -I - -1 - -1 - -1 -- h - r - Y - F -I- - I- '-I - -I - -1 - i - t - r - r - r -r - 1 1 1 1 1 1 r 1 I 11 I 1 1 1 1 1 1 1 1 1 1 1 1 1 I 11 I II 0.1- I_ _ i._ _ _ I _ L L I 1 al —I i _ ,1 _( 1 L L L 1 1 1 I 1 1 1 1 L L L L ; 1 1 IIIII t , , I it I I I I I 1 1 1 1 1 I I II I II 0.05- III I I II I II I I I I ti I IIII 1 I 1 ( ( 0 - I....• 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 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrType 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 5/20/2011 Pond 2S(P): Detention Area Inflow Area = 3.710 ac, Inflow Depth = 2.34" for 100 YEAR event Inflow = 11.40 cfs @ 12.05 hrs, Volume= 0.725 of Outflow = 2.67 cfs @ 12.34 hrs, Volume= 0.625 af, Atten= 77%, Lag= 17.5 min Primary = 2.67 cfs @ 12.34 hrs, Volume= 0.625 of Secondary = 0.00 cfs @ 1.00 hrs, Volume= 0.000 of Routing by Stor-Ind method, Time Span= 1.00-72.00 hrs, dt= 0.05 hrs Peak Elev=4,650.59' @ 12.34 hrs Surf.Area= 0.254 ac Storage= 0.352 af Plug-Flow detention time= 218.2 min calculated for 0.625 af(86% of inflow) Center-of-Mass det. time= 152.9 min ( 970.0- 817.0 ) Volume Invert Avail.Storage Storage Description #1 4,649.00' 0.750 of Custom Stage Data(Prismatic)Listed below (Recalc) Elevation Surf.Area Inc.Store Cum.Store (feet) (acres) (acre-feet) (acre-feet) 4,649.00 0.190 0.000 0.000 4,650.00 0.230 0.210 0.210 4,651.00 0.270 0.250 0.460 4,652.00 0.310 0.290 0.750 • Device Routing Invert Outlet Devices #1 Primary 4,649.50' 6.0" Horiz. 6 Inch Pipe opening X 0.80 Limited to weir flow C= 0.500 #2 Primary 4,650.00' 24.0"Vert. 24 Inch Dia Pipe C= 0.600 #3 Secondary 4,651.55' 5.0' long x 0.50' rise Overflow Flume 2 End Contraction(s) 0.5' Crest Height Primary OutFlow Max=2.67 cfs @ 12.34 hrs HW=4,650.59' (Free Discharge) AL1=6 Inch Pipe opening (Orifice Controls 0.66 cfs @ 3.35 fps) 2=24 Inch Dia Pipe (Orifice Controls 2.01 cfs @ 2.61 fps) Secondary OutFlow Max=0.00 cfs @ 1.00 hrs HW=4,649.00' (Free Discharge) 3=Overflow Flume ( Controls 0.00 cfs) • Page 11 of 12 Libsack Compressor Station HydroCAD Proposed Conditions Appendix B CEG002-CALC-017, APPENDIX B, Post ISFSI CostrType II 24-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 5/20/2011 Pond 2S(P) : Detention Area Hydrograph . I I I I I I i I I i I , i P 1 I I I I I , 1 I i t I 1111111111111 I I I IIIIIIII IIIIIIIII 1 - 1 - r -I- , - r - r -1- 1 - r -I- -I - r - r -1 - 1 - r -I- -I - r - r -I- 7 - r -r -1 - r • Inflow 11 .40 cfs I I I 1 1 1 I I I I I I I . I I I I IIIIIIIII El Outflow I 1 I I 1 1 I I 1 1 I Inflow Area--3 .710 ac ose Secondary I - .1 _- L- _ - 1 - I_ ..I - J - L _I_ J _ 1 _ L _I_ 1 _ L 12 I I I I 1 1 1 1 1 1 1 1 1 I 1 Peak Elev=. 4 650 .59'! - I I I 1 I I 1 1 I I 1 I 1 I I r r 1 ii : I I I lilt I III I I 1 1 1 1 1 1 1 1 1 1 1 1 IIII III 1 1 1 1 Sto ra g e*0;.3�2; of 10 . I I 1 1 1 1 I III I I IIIIIII 1 _ .! _ L ._I _ J. _ L _I_ J _ 1 _ L _I _ 1 _ L _I_ J _ 1 _ L 9 1 I I I I 1 I III I I 111111111111 I III I II I I 1111 I III I I IIIIIIIIII 1 °1 I III I II - t- - I- -I - t - 8 I I t I 1 I I III I I III I 111111 1 I I III I II I t I I I I III I I III I IIIIII I I I III I II •I I I I I I I I I I 1 I I I I I I I I I 1 I I I I I I I I I I V 7 I I I I I I I I I I I 1 I 1 I t I I I I 1 I I I 1 I I I I I I _ I II I I I I I I I 1 I I III I 111111 1 1 I III I II O 6 I IIIIIIIII I III I 111111 1 1 1 III I II LL + - r -I- 1- t - 5- 1 1 1 1 1 I 1 1 1 1 I III I IIIIII I 1 I III I II 9 R7 rf � I i l l I 1 1 1 1 I I I I I I I I I I I I 1 III II 4= 2.67 cfs IIIIIII II I III I IIIIII 1 IIIII 1 I 1 i _ LJ_ 1 _ L _I_ 1 _ 1 _ I- _I_ 1 _ L I_ .J _ 1 _ I- _I_ 1 _ L _I_ J _ 1 _ L _I _ 1 _ L _1_ J- 1 _ 3 - 1 1 1 1 1 1 1 1 I III I MITI I IIIII I II i I I I ii Ili I I I I I I I I it ' ll 1 11 • 2 % a / 0.00 cfs "7// 9/////////////////////////////////////////////////////////� _.nrnm.rnr 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) S Page 12 of 12 Libsack Compressor Station FlowMaster Analysis Appendix C • Trapezoidal Channel- POB1 Swale Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.029 Channel Slope 0.00360 ft/ft Left Side Slope 0.50 ft/ft(H:V) Right Side Slope 0.05 ft/ft(H:V) Bottom Width 4.00 ft Discharge 11.30 ft3/s Results Normal Depth 1.06 ft Flow Area 4.54 ft' Wetted Perimeter 6.24 ft Top Width 4.58 ft Critical Depth 0.62 ft Critical Slope 0.01907 ft/ft Velocity 2.49 ft/s • Velocity Head 0.10 ft Specific Energy 1.16 ft Froude Number 0.44 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 ft/s Upstream Velocity Infinity ft/s Normal Depth 1.06 ft Critical Depth 0.62 ft Channel Slope 0.00360 ft/ft Critical Slope 0.01907 fUft • Bentley Systems,Inc. Haestad Methods Solution Center 6/20/2011 3:38:46 PM 27 Siemons Company Bentley FlowMaster [08.01.066.00] Drive Suite 200 W Watertown,CT 06796 USA +1.203-766-1666 Page 1 of 1 Page 1 of 3 Libsack Compressor Station FlowMaster Analysis Appendix C • Circular Pipe - 15 inch HDPE Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.010 Channel Slope 0.01000 ft/ft Diameter 1.25 ft Discharge 11.30 Iris Results Normal Depth 1.04 ft Flow Area 1.31 ft2 Wetted Perimeter 2.95 ft Top Wdth 1.38 ft Critical Depth 1.28 ft Percent Full 69.4 % Critical Slope 0.00638 ft/ft Velocity 8.64 ft/s Velocity Head 1.16 ft • Specific Energy 2.20 ft Froude Number 1.57 Maximum Discharge 14.69 Ins Discharge Full 13.65 ft'/s Slope Full 0.00685 fUft 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 Average End Depth Over Rise 0.00 % Normal Depth Over Rise 69.37 % Downstream Velocity Infinity ft/s Upstream Velocity Infinity ills • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 612012011 3:38:06 PM 27 Siemona Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-76b-1666 Page 1 of 2 Page 2 of 3 Libsack Compressor Station FlowMaster Analysis Appendix C • Circular Pipe - 15 inch HDPE GVF Output Data Normal Depth 1.04 ft Critical Depth 1.28 ft Channel Slope 0.01000 ft/ft Critical Slope 0.00638 ft/ft • • Bentley Systems,Inc. Haestad Methods Solution Center Bentley FlowMaster [08.01.066.00] 5120/2011 3:38:06 PM 27 Slemons Company Drive Suite 200 W Watertown,CT 06796 USA +1-203-766-1666 Page 2 of 2 Page 3 of 3 • File contains CD with digital copy of Application materials • Please See Original File • Hello