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Home My WebLink About20073947.tiff FINAL DRAINAGE REPORT FOR SEMCRUDE CRUDE OIL UNLOADING FACILITY WELD COUNTY, COLORADO Prepared for: SEMCRUDE L.P. 11501 South I-44 Service Rd Oklahoma City, Ok 73173-8315 Prepared by: TETRA TECH 1900 South Sunset, Suite 1-F Longmont, Colorado 80501 Tetra Tech Job No. 80-5291.001.00 October, 2007 El TETRA TECH 2001-3940 PL 196 laTETRA TECH October 11, 2007 Mr. David Bauer,P.E. Senior Engineer Weld County—Public Works 1111 H Street Greeley, CO 80632 Re: Drainage Report for SemCrude Crude Oil Unloading Facility Dear Mr. Bauer: On behalf of SemCrude L.P.,we are submitting the enclosed Final Drainage Report for SemCrude Crude Oil Unloading Facility. The proposed development includes construction of a crude oil unloading facility,paved area for truck access, storage tanks, emergency spill confinement berms and stormwater onsite retention. The enclosed report provides information on the historic site drainage and the developed drainage design for the proposed facility. If there are any questions or comments concerning this report,please feel free to contact us. Sincerely, TETRA TECH 6=i-- ' , -7, - - I_J Karlie M. Mark, E.I.T. Design Engineer 1900 S.Sunset Street,Suite I-F Longmont,CO 80501 Tel 303.772.5282 Fax 303.772.7039 www.tetratech.com R:\5291.001\Documents\Drainage\Drainage Report\Drainage Report.doc lbTETRA TECH ENGINEER'S CERTIFICATION I hereby certify that this Final Drainage Report for SemCrude Crude Oil Unloading Facility was prepared under my direct supervision in accordance with the provisions of the Weld County Code and the Urban Storm Drainage Criteria Manual, and was designed to comply with the provisions thereof. ?PO (i� h, Camera ': lkes Register. ' s fes inal Engineer State of Co N©x2393f18 TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 INTENT 1 3.0 ANALYSIS AND DESIGN CRITERIA 1 4.0 SITE PROPERTIES 1 5.0 EXISTING SITE TOPOGRAPHY AND DRAINAGE FLOW PATTERNS 2 6.0 DEVELOPED DRAINAGE CHARACTERISTICS 2 7.0 CONCLUSION 4 APPENDICES Vicinity Map A Site Properties B Historic Runoff Calculations C Developed Runoff Calculations D Retention Pond Sizing Calculations E Site Culvert Sizing and Riprap Calculations F DRAWINGS Historic Drainage Plan Back Pocket Developed Drainage Plan Back Pocket - i - FINAL DRAINAGE REPORT SEMCRUDE CRUDE OIL WELD COUNTY,COLORADO 1.0 INTRODUCTION The proposed SemCrude Crude Oil Unloading Facility site is located in the South V2 of the Southeast %4 of Section 24, Township 3 North, Range 65 West of the 6th Principal Meridian, Weld County, State of Colorado. (For the site location information please refer to the Vicinity Map in Appendix A). More specifically, the site is located at the northwest corner of the intersection of Weld County Road(WCR)49 and WCR 30. The proposed development is bound on the south by WCR 30, on the east by WCR 49, and on the north and west by the Gurtler property. The Gurtler property is primarily range land consisting of native prairie grasses and weeds. 2.0 INTENT The intent of this report is to provide the final drainage design for the proposed SemCrude Crude Oil Unloading Facility. The enclosed design reviews the historic and developed stormwater runoff patterns for both off-site and on-site flows. The developed drainage design will account for offsite runoff that historically discharges across the subject property. Stormwater management will be addressed with a proposed retention pond that will include a water quality capture volume and an outlet structure. 3.0 ANALYSIS AND DESIGN CRITERIA This report was prepared in compliance with the Urban Storm Drain Criteria Manual (USDCM). The Criteria was followed in accordance with Weld County Code and Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3. Rainfall data for each design storm was obtained from the NOAA Atlas 2. (NOAA Atlas Maps and IDF Curve Table are located in Appendix B.) The minor storm was calculated for the 5-year storm frequency; the major storm was calculated for the 100-year frequency. Since all basins were less than 160 acres in area, the Rational Method was used in all calculations for stormwater runoff. Runoff coefficients(C), applied in the Rational Method, were weighted based on the historic and planned land use. Required retention pond volumes were determined using the HEC-I modeling. 4.0 SITE PROPERTIES The site is 80 acres in size, more or less. Approximately 17 Acres of the property will be developed. Historically, the site has been used as a pasture. There are two existing oil and gas operating facilities—wells, tanks, and batteries—located on site. On site soils are designated as Olney loamy sand and Vona loamy sand; soil hydrologic soil group B. Site - 1 - Soil type information was obtained from the Soil Survey of Weld County. (Soil Survey Map and Soil table and its vicinities are included in Appendix B.) Proposed SemCrude facility will consist of a crude oil unloading facility,paved area for truck access, storage tanks, spill confinement berm that will provide secondary spill prevention as well as storm retention. (Please refer to the Developed Drainage Plan, in the back of this report,for reference of the proposed facilities and their locations.) 5.0 EXISTING SITE TOPOGRAPHY AND DRAINAGE FLOW PATTERNS The existing site consists of mainly prairie land with native grasses and weeds. Due to a minimal amount of the existing oil and gas facilities these facilities were neglected in the calculation of the historic flows across the site. This assumption makes the release flows out of the pond more conservative. The site generally drains from northwest to southeast. Historic site drainage and offsite flows have been determined off the USGS contours. (USGS contours of the site and surrounding area are shown on the Historic Plan in the back pocket of this report.) The site receives some offsite flows from the west. Two Historic Basins have been delineated on the Historic Drainage Plan. Basin H1 includes the area of the site that will drain to the proposed location of the berm. Basin H2 includes the offsite area that drains into the existing site. Total historic site flow for Basin H1 has been calculated. Calculated historic site flow is 5.75 cfs in a 5-year storm and 45.53 cfs in a 100-year storm. Offsite flows from Basin H2 were calculated to be 7.2 cfs in a 5-year storm, and 56.3 cfs in a 100-year storm. (All Historic Flow Calculations are provided in Appendix C.) The proposed site will be developed in such a way that part of the basin H1 will remain undeveloped, while the other part of this basin will contain the proposed facilities. All of the developed area will drain into the proposed pond. Historic flows were calculated for the area being developed(Refer to calculations provided in Appendix C). Historic flows from the developed area are 2.37 cfs in a 5-year storm and 20.432 cfs in a 100-year storm. (The calculations for these flows are shown in Appendix C in Historic Flow Calculations of Future Developed Basin.) 6.0 DEVELOPED DRAINAGE CHARACTERISTICS The proposed site was graded to drain from the west to the east,which follows the historic flow patterns. The site has been subdivided into three proposed drainage basins. Basin Al includes all areas of the property that will be developed. This Basin is graded to drain all of the storm runoff into the retention pond. The retention pond will collect all runoff from Basin Al and retain the water until after the storm has passed. Basins A2 and A3 each include the remaining portion of the site that will not be developed and the offsite areas that drain through the site. (Please refer to the enclosed Developed Drainage Plan for the proposed drainage basins.) - 2 - Developed Flows: The Developed portion of the site was graded so that all of the storm runoff was directed into the pond. Most of the storm runoff drains directly towards the retention pond. Some of the paved area of the site drains into a ditch to the south of the unloading facility. These storm waters run through the culvert under one of the driveways and then diverted into the pond by means of the drainage ditch. The flows of the developed portion of the site were calculated to be 11.47 cfs in a 5-year storm and 46.33 cfs in a 100-year storm. Basins A2 and A3 include portions of the site that will remain undeveloped as well as offsite areas that drain through the site. The storm flows from these basins will be directed around the proposed pond by means of swales. These flows will be dissipated back into an overland flow, after passing the pond,by means of riprap. The portions of the site that will remain undeveloped will continue to release historic flows in case of a rainstorm, and will not be retained. Storm waters from Basin A2 will drain to the north of the proposed developed land and will drain around the retention pond on its northern side. In a 100-year storm,Basin A2 peak release will be 26.53 cfs. Basin A3 will drain around the developed site and the retention pond on its southern side. The flows will drain through the culverts under the accesses of the site. In a 100-year storm, Basin A3 peak release will be 43.45 cfs. (Developed Flow Calculations are provided in Appendix D.) Retention Pond and Pond Release: The site drainage was designed to comply with the Federal Register, and with Colorado Department of Health and Environmental regulations. The Federal Register requires having an on site dike that will, in case of an oil spill out of a tank,be sufficiently impermeable to contain oil and large enough to contain the volume of the largest tank on the site. In addition to the volume of the largest tank the pond volume mast also be able to retain the storm flows from the site. The largest tank on site is 100,000 barrels in volume. This is the required pond safety volume(12.58 Ac*ft.)Required retention volume for the site was calculated for the 24 hour 100 year storm. HEC-I modeling program was used in calculation of the needed pond retention volume. Required retention volume was calculated as 3.07 Ac*ft. (HEC-I modeling input and output information is provided in Appendix E.) According to the Urban Storm Drainage Criteria Manual, 1.5 times the calculated retention volume of the site is required for the retention pond. Onsite pond volume includes the spill volume and required retention volume that totals 17.19 Ac*ft. The proposed pond will have 21.39 Ac*ft of storage plus one foot of freeboard. The total historic flow entering the site from the offsite area is 56.3cfs. Total flows to be routed around the detention pond in a 100 year storm are 26.53 cfs from basin A2 and 43.45cfs from basin A3. The area of the proposed site to undergo development is entitled to release 2.37 cfs in a 100-year storm. -3 - In accordance with the safety design of the pond, the pond will retain all of the developed site storm runoff. The outlet of the pond will have a movable gate at the invert. The outlet will remain closed at all times and the storm waters will be retained in the pond until the storm has passed. No overflow weir is proposed for this pond to maximize the volume in the pond. Release out of the pond will only occur after storm water has been tested for quality and has been confirmed to be free of any oil sheen. The movable gate is designed to release a maximum flow of 4.05 cfs. Because the storm water will be retained in the pond until after storm passes,water will have enough time to settle out all the sediment. This will act as a water quality feature and therefore no additional water quality measures are proposed. (Please refer to appendix E for pond retention calculations and orifice sizing calculations.) Retention Pond and Pond Release: Onsite culverts were sized using Culvert Master program. Riprap was proposed to be placed at the end of each culvert and at the end of the ditches that direct storm water around the pond for erosion protection. In places where riprap was not required or the size of the riprap had to be size"L"it was upgraded to size"M"for additional erosion protection. 7.0 CONCLUSION In conclusion, developed drainage for the proposed SemCrude Crude Oil Unloading Facility will pass through a proposed retention pond. The pond will release storm water out of the pond only after the storm has passed. Maximum flow released out of the pond will be 4.05 cfs. The proposed drainage design for the site will not affect existing drainage facilities or drainage patterns surrounding the site. A copy of the Historic Drainage Plan, Final Drainage Plan and drainage calculations follows for your review. -4- r Appendix A - VicinityLL Map I •, • • L CRUDE UNLOADING FACILITY A TRACT OF LAND LOCATED IN THE SOUTH V2 SOUTHEAST I/4 OF SECTION 24, TOWNSHIP 3 NORTH, RANGE 65 WEST OF THE 6TH P.M., COUNTY OF HELD, STATE OF COLORADO R65W R65W . o YT 1 e ° A ,h 24 ,, }}�� ` , • 4 ' q PROJECT .>, raX a � gip, e :,e"�. �;,sE LOCATION 4 ;,, , , , - J , , t'''';4. ,'.e......r.44-4744444...,:,',.N...-. ` { SOILS LEGEND: VICINITY MAP 0 1000' 2000' OLNEY LOAMY SAND SCALE: P'=2000° wr I TO 3 PERCENT SLOPES SCALE: 1'1=2OOO' VONA LOAMY SAND 0 TO 3 PERCENT SLOPES ®• •®•®•®•®SOILS LINE Appendix• Site Properties • • • • • • • • • G 4 70 70 _ ': f 72 en -\\\ \•._.) V • ...-L,, ,. ._. /" ' i 72 • •' 70 r 44 69 wh "-'‘.../ t 72 �a 43 O 19 C 72 - 1 Sib . it, e 44 35 �, _:1,4O.,. fig,:: Y• .r ` ,y#„9,- 4 4 7 0 7 2 t f 69 a A • = - 4. . . : . ... . :::::. . .iekirts,.::..k.. gi. 4,1 • % ' ": b:" • --14 .f.....1. ./.:•• 7 0 7 3 . , ; • 72 J,.� J { 4 ,7*.. . t ` ' � 4' T v d a . 1 13 18 • _ 17 liti • 19 S 7 2 0 - 70, J 50- • J • to ,......1 0 in 0 # !' b9 69 25 25 • 3 .-- I . a '. 1 :L 72 56 0 0 35 .( • L ' _ I __ 72 S 44 I y - 69 70 72 t c 73 72 69Q f 72 70 6' A •10- . 44 73 � � I ( 69 10 - . ` ` 44 l 44 56 / S , i 35 72 - Hv S i 73 72 r 72 4 37 72 s - ti;.4.. ) , 3 5 56 = 24 19 4 _ _ 20 # _ .. . ....- 2 \s\--in t ;ix 46 19 .0-.... - 70 252 w / 69 + A-- 19 70 70 • N 44 44 • + . - — 73 s 72 Y., , 72 4 70 25 `U - - _ 35 � ; ••c' ; • • T • • 'r n • 70 s . f. L _ . . J ``'� it ` 10• J -} 2 5 7 0 19 r . 26 25 51 _ �! • -J ._. 29.ci ,N a S1•' • re," in J` 4 - 69 V 72 h ) . .. V j a 1 NZ- -, . • 4 / . 19 a R. - _ ' , C /1 7 0 ( v -• ' [[ `}\�\ /y^� .( 'ay4�^ ; iY ran j4 �- J \ ' N !�� 72 • s • 70 35 S , .: _• . l. •- ' i ,, 4 re . : . 1 n • 70 69 , r il 70 ' r 69 �I . 35 36 32 .. j/p WELD COUNTY, COLORADO, SOUTHERN PART 133 TABLE 14.--SOIL AND WATER FEATURES--Continued ; ; Flooding ; High water table : Bedrock ; Soil name and ;Hydro-; ; ; ; ; ; ; , ; Potential map symbol ; logic; Frequency I Duration ;Months ; Depth ; Kind ;Months ;Depth:Hard- : frost ;group ; ; ; •, ; ; ; ; ness ; action I I 1 I 1 I I I I I i I I I I , I I I 1 36+x: ; ; ; ; : Shingle : D :None ; --- ; --- ; >6.0 ; --- ; --- ;10-20:Rip- ;Low. : ; : ; ; : pable; I I I I I I I I I I 37, 38 ; B ;None ; --- ; --- ; >6.0 ; --- ; --- ;20-40:Rip- ;Low. Nelson ; ; ; ; ; ; ; ; ; pable; I I I I I I I I , I 1 I I I I I 1 I I 39, 40, 41, 42, ; ; ; ; ; ; ; ; ; ; 43 ; C INone ; --- ; --- : >6.0 ; --- : --- ; >60 : --- ;Moderate. Nunn ' 1 I I I I I 1 , 1 I I I I I I I I I 1 I I I I , i I 1 I 1 , I I I ; 44 45, 46, 47, ; / ; ; ; ; ; ; ; ; ; ; ( tij ;None ; --- ; --- ; >6.0 ; --- ; --- ; >60 ; --- ;Low. Olney ; •��0 ; ; ; ; ; ; ; ; ; , 1 •I I I 1 I 1 I •I , I •; ; ; 49 I A ;None ; --- ; --- ; >6.0 ; --- ; --- : >60 : --- ;Low. Osgood ; ; ; ; ; ; ; ; ; ; I I II I I I I I I I 50, 51, 52, 53----; B ;None --- : --- : >6.0 I --- : --- ; >60 ; --- :Low. Otero ; ; , : : ; 1 1 I I I I I I I I I 1 II 54, 55 ; B :None to rare --- , --- , >6.0 , --- , --- >60 , --- ,Moderate. Paoli ; ; ; ; ; ; I I I I I I I I I I ; 56, 57 I C INone ; --- I --- ; >6.0 ; --- I --- ;20-40:Rip- ;Low. Renohill ; ; ; ; ; ; ; I pable; I I I I I I I I I I I I I I I I 1 I I t 58, 59 ; D ;None ; --- --- : >6.0 ; --- ; --- ;10-20:Rip- ;Low. Shingle ; ; ; ; ; ; : ; gable: > I I I I I I I I ; 60': I I I I I 1 , I , I I I 1 1 I Shingle : D INone ; --- ; --- ; >6.0 ; --- I --- ;10-20'Rip- ;Low. ; : : : gable; ; I I I I I ; I ; Renohill I C ;None : --- I --- ; >6.0 ; --- I --- ;20-40,Rip- Low. ; ; •; ; ; : gable I ; ; I I ; 61 ; D ;None ; --- --- >6.0 1 --- I --- :10-20:Rip- Low. Tassel ; ; ; •; ; ; I pable I I I I I I I I I I ▪ 62, 63 ; B ;None ; --- , --- >6.0 : --- --- :20-40:Rip- Low. Terry ; ; ; ; , ; : ; pable, I I I I I Ei;. I 1 I I I 1 , I I 64, 65 : C ;None ; --- I --- I >6.0 ; --- I --- ;20-40;Rip- ;Low. wit f` Thedalund ; ; ; ; ; ; ; ; ; pable: 66, 67 ; C ;None ; --- --- I >6.0 ; --- ; --- ; >60 : --- :Low. Ulm I , I I I I I 1 1 l I I I II I I 1 I I i I I 68* I A ;None : --- --- ; >6.0 ; --- I --- : >60 I --- Low. Ustie : , ; ; : ; : : Torriorthents : : ; ; ; I ; ; I I I I I ; : 69, 70 1 A ;None : --- --- : >6.0 ; --- I --- I >60 : --- ;Low. Valent ; ; ; ; ; : : I I I I I I 1 I 1 I 1 , 1 : I :71": 1 ; 1 I 1 1 I I I 1 ,_ Valent : A ;None : --- ; --- ; >6.0 --- I --- I >60 : --- ;Low. I Ii I I I I ; I ,Loup : D ;Rare to ;Brief ;Mar-Jun;+.5-1.5 Apparent;Nov-May: >60 ; --- ,Moderate. ; ; common. -: ; I I ; : : ; I I I I I I I I I I 1 I I I I I 11 I 1 2 73, 74, 75, I ; I I I I I I I : 6, 77 INone : --- I --- >6.0 ; --- : --- : >60 I --- ;Low. Vona ; F ; ; : : : ; I E. I I I I I I I I See footnote at end of table. 3�TAELE FOR ONE E oNE IN THE STATE OF COLC D° Zone 1;;South Platte,:fsepubl/can,Arkansas,andC}rrtarron Raver Basins Project: Semcrude Enter the elevation at the center of the watershed: Elev= 4,800 (input) 1. Rainfall Depth-Duration-Frequency Table Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III in rightmost blue columns Return Rainfall Depth in Inches at Time Duration Period 5-min 10-min 15 min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output input input 2-yr 0.29 0.46 0.58 0.80 1.01 1.14 1.24 1.39 1.72 5-yr 0.42 0.66 0.83 1.15 1.46 1.64 1.77 1.98 2,29 10-yr 0.51 0.79 1.00 1.38 1.75 1.91 2.03 2 22: 2,60 25-yr 0.62 0.95 1.21 1.68 2.12 2.36 2.54 2.83 3.20 50-yr 0.72 1.11 1.41 1.95 2.47 2.65 2.78 2.99 3.60 100-yr 0.81 1.26 1.59 2.21 2.80 3.01 3.17 3.42 4.00 Note: Refer to NOAA Atlas 2 Volume Ill isopluvial maps for 6-hr and 24-hr rainfall depths. 2. Rainfall Intensity-Duration-Frequency Table Return Rainfall Intensity in Inches Per Hour at Time Duration Period 5-min 10-min 15-mM 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output output output 2-yr 3.53 2.74 2.31 1.60 1.01 0.57 0.41 0.23 0.07 5-yr 5.08 3.94 3.33 2.31 1.46 0.82 0.59 0.33 0.10 10-yr 6.10 4.73 3.99 2.77 1.75 0.96 0.68 0.37 0,11 25-yr 7.38 5.73 4.84 3.35 2.12 1.18 0.85 0.47 0.13 50-yr 8.59 6.67 5.63 3.90 2.47 1.32 0.93 0.50 0.15 100-yr 9.73 7.55 6.38 4.42 2.80 1.50 1.06 0.57 0.17 UD-RainZone v1.01a.xls,Z-1 4/2/2007, 10:08 One-Hour Rainfall Depth Design Chart 3.00 1 2.80 ♦ 2.50 2.47 • 2.12 2.00 — —i-- I — — I I en I .c 1.75 • Ii a 1.50 I 1.46 • ro I ..Q I re I 1.00 1.01 + i 0.50 I i I I I 0.00 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr Return Period UD-RainZone v1.01a.xls,Z-1 4/2/2007, 10:08 ,33 err)cc r t,i c,/ 52 `,,�-/ QO/. 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( ffi M 38 2 $ 2t$31 12✓414610 s 55 55 00 t5 ' 1 l COLORADO NA A Z.V 81 t Figure 32 Ip IS D in n 3i' 10 PrllltaEbYU$„8AdlPI'tmMtfifGcmnWco ', i r., ' _. r MILES, Ne imotOotankenaAtmrp,IwFitnaonnistmt�n 0S 11551 GLS OF NCH 24-HR PRECIPITATION i ti ._.. Natkmowk.elfg-, oAae,;aMteofilooln2y iN TEIITHS pF AN INCH I ' Preputl for tASMpa>;mautofAgriculture, 1 € - Shc Coaugrvgtlen Serlite Engitwer(ngtihSaion 111 { 5°7TCt$ F64 003 €£1 500 , Appendix C Historic Runoff Calculations FINAL DRAINAGE REPORT FOR SEMCRUDE CRUDE OIL UNLOADING FACILITY WELD COUNTY, COLORADO HISTORIC DRAINAGE BASIN ANALYSIS Historic stormwater runoff for the proposed development was calculated using one overall drainage basin, Basin H1. Offsite drainage that passes onto the proposed site from the west was delineated as Basin H2. Historic drainage basins were evaluated using USGS topography and AutoCAD software. (Please refer to the Historic Drainage Plan included in the back pocket of this report for historic drainage basins.) Historic stormwater runoff rates for the 5-year and 100- year storm events were calculated. All calculations were prepared in accordance with Urban Storm Drainage Criteria Manual. Design Storms: Minor Storm: 5 -year event Major Storm: 100 - year event Runoff Quantities: All historic basins were less than 160 acres; therefore, stormwater runoff rates were calculated using the Rational Method. Soil Conditions: Olney loamy sand and Vona loamy sand are the predominant soil types at the site. Both soils are classified as NRCS Hydrologic Soil Group B. Runoff Coefficients: The percent imperviousness was determined from Table RO-3 of the Urban Drainage and Flood Control District Drainage Criteria Manual. The runoff coefficient was then interpolated from table RO-5 for Type B NRCS Hydrologic Soils Group. Copies of Tables RO-3 and RO-5 are included in this section of the report. Overland Flow Length: Flow length, L,was considered to be the furthest distance from the know discharge point to the upstream end of the basin. Time of Concentration: The time of concentration for the historic basins was calculated using equation RO-2. Calculations and Urban Storm Drainage References are included in this section of the report. { Calculations of historic site flows are included in this Appendix. TETRATECH • Professional Engineers • 1 El v:Client: d)JQm/ acle' Job No.: 5.291. OD/. CO Sheet of Description: `'le imi,er✓sousI e/ . s w/�,os1 Designed By: h"• 4, Date: 14,/, 7/4:777 /�Sdor/c ,L4 ) Ain /s's Checked By: Date: rroin 4' // /1 7 3 o I fra/n c? e (..ri-r/at" /2Z naa/ h/5>cr,e %m ere/oushesS T cy //% she is ,�o , i /a/s// / /� / �ccor oq S t/ r /nen� yre"Cu�u/2 or Cos�s6.rvaf/or) o�ervtce /n coeferQ-f/or, ..,.,Ih �'ra /21 heca/%v�+� Sot/ cup-vim.y d , tie/ Loun4 (4)f raaf0 i 5/liP ii /ca�el oh> > 5 A ,_ ro os/[ca got l �y�e ( eIer 4 4feik 8 /r /h ) , ! / M 7nQ 4 6'/C r/7/ '�s OI L /�/anu4/ 4n c� /y ...... ci { / sec' �or 6 Svt / / c/ / zz,C /,y,��ervlou5v�e53 C, ��, /ue5.� a ..: o, I o2 8 0,08 ioo = 0.36 2 I i 1 I DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF Table RO-3—Recommended Percentage Imperviousness Values •as Land Use or Percentage Surface Characteristics Imperviousness Business: Commercial areas 95 Neighborhood areas 85 Residential: Single-family Multi-unit(detached) 60 Multi-unit(attached) 75 Half-acre lot or larger * Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped Areas: --� Historic flow analysis 2 E� Greenbelts, agricultural 2 Off-site flow analysis 45 (when land use not defined) Streets: Paved 100 Gravel(packed) 40 Drive and walks 90 Roofs 90 Lawns, sandy soil 0 Lawns, clayey soil 0 *See Figures RO-3 through RO-5 for percentage imperviousness. CA =KA + 0.31i3 —1.44i2 +1.135i—0.12)for CA≥0,otherwise CA=0 (RO-6) CCD =KCD + (0.858i3 -0.786i2 +0.774i+0.04) (RO-7) CB =(CA +CCD)/2 2007-01 RO-9 Urban Drainage and Flood Control District C M 0 00 z d � I > co G7 co co M a 13 N 7 T 840 CD co co -4 -4 0) 0) CTCTAA0) 0) MCJ - - • CDCDCo0 -4 -4cn0) CnEnA . 0) 0) MM -► -� a I o O0coCnCCn0CnO010010010010CnC3 o0o CCnOC1) CCnOCnCD0CD nCCnCD nco nco o0) -- a) m o O o 0 •0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 \ \ O . •0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 \ \ 0 3 CO D CD a) c co CA D Fi o c 3. D a O C C O C O O O O O O o 0 0 0 0 0 0 0 CD 0 O O CD C 0 0 0 0 0 C O O O O CD C 0 0 0 0 0 ►.) 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(:§?4'.a,4k.57.7. - su/2,t.:',� .finjcynGa. i... .1 � £ _ lv i.._. t/ : •i ;II" 7fl o ? c7...7.Hy.-7'.4. 1 -7,.: '. 1 '.. . , : ., , • : , ' - • • ' , , , , — fro - $ so �., a' . ,/`� _y ," 7f-G� , _,. .i(/Q "l'74,;,J i i _ ._.... _. ElTETRA TECH • Professional Engineers • Client: ;m L-.,//'�c‘: d / Job No.: So-Sa9/. oo/. OO Sheet of .� 4 Description: , hr-i`G or.✓ ,;�AA.i�l4'??.t' Designed By: .C.� Date:C S'/ /8/07 c/ 2c7? /17// Checked By: Date. ,m _. _I _ . 1-_m_ __. :_ { # i ! I t i i I , E ;re— p ;, : ! ; ;; ; ; ; ; ; : s , ; ; ! , , , , , : ; : : , € € I la /y _...i__ _i_. Q _1 p� FP_ a . 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' '1►Bl0 1 k /41.84 /" , J s Bm et � c. n: •\-4 �' �.� �'J ,ter 4: ) Y XA81 Qi 4 ? 1' ? _ ₹. ♦q S .t t3 "4820 t:.:N„:f _.„ 1 0 •kii ;:' Y: Y /J /� (yjj • ) / Wf 1�._ 1 ` <t Pre- 104° 38 . 000' W 104° 37 , 000' W 104° 36 . 000' W WGS84 104° 35 . 0 00' W TN* MN fl .5 t MILE ..�. .-. 4-444 ,-. 9'.11 r-. ,.�t3il(3 BEET 0 � .�.4 -,?U00 METERS Printed from TOPO! ©2000 Wildflower Productions (www.topo.com) TETRATECH • Professional Engineers • Client: (j O, r✓ Gym // Job No.: b'o -.5-.99/.40/-06! Sheet / of Description: `s �� /� �/r/./_-da eB &c Designed By: A(A/ Date:(S�t. /9/07 /4"--e? D/'I�6�G6cYs//2 /i// Checked By: Date: £ i } 3 O Q/7 tIIIIIIII t _ , - £ i E lv : / 96 1 IIIIIIIIIIIIII ' , 3 - , { i s . = } £ t f 6 .. ._afG3 �� r/ 6�a / -3 7/-1! // CaJ s - - , S ? 3 .4..,,,,,. !.e. !-----,;67-40 J�tL..... . ,'�> .?t` df3S(/./ 40g.8_y60 ..t' ,sue-/ns.2 033 I , , � i �'/ _ moo. { t v - 7 , �. rtrn,, T moo , _ i �.... .. � .w., _ ._ �._. ..... £ Vg I6. — 5`00; — 96, .�`' � ; • , , ,e _, A0 ,v 79f/(6.0,., 01._-_ ,... _ .6-7,5. ;„.2) 7i... £ E I - E , f ._(f .b74,-.• G I , . , _ f I' Y £_ t E 1 f..... ._ . s„rill,S.._.•e.-, �/ ? . # ., . , , ._ ` .. I7_ T ' ' ..Y__ -. o7sit, 3 y t • . , , 2dtJ 7 3 i { 3 s £ L r i i • • I • TETRATECH • Professional Engineers • Client: C5;,77 7--` 'd Job No.: 8-4-�aW.ex,/, DO Sheet of Description:_/`/is2o1--IG Z ' /,2Z«4f o .r Designed By: /'JO Date:(Sew/ /9/D7 /u ,--s)- (7_1-- ‘.,29Z--y- 15,c4/Z3'&,5-/i7/ J / Checked By: Date: C� G,z-�4_ "- ,moo / .� e Cf� �r !C// � Y _ E_.. / G/off x O O88 _ € ... g / 68 «a/`is= _ I s _ ✓4 /7,P*/ GtGs :fS : F Q - l4,7'4' •/s1 /70� — , 7 ' 5 r , © 3op Saq 3,0..x3 /t? 11,1 F j 3 E x , ! rr r € € 3 , E x i. i i t € c m € k I F {{ 3 3 F S 7 �..5.. ... 5 t DRAINAGE CRITERIA MANUAL (V. 1) RUNOFF 2.0 RATIONAL METHOD For urban catchments that are not complex and are generally 160 acres or less in size, it is acceptable that the design storm runoff be analyzed by the Rational Method. This method was introduced in 1889 and is still being used in most engineering offices in the United States. Even though this method has frequently come under academic criticism for its simplicity, no other practical drainage design method has evolved to such a level of general acceptance by the practicing engineer. The Rational Method properly understood and applied can produce satisfactory results for urban storm sewer and small on-site detention design. 2.1 Rational Formula The Rational Method is based on the Rational Formula: Q = CIA (RO-1) in which: Q=the maximum rate of runoff(cfs) C=a runoff coefficient that is the ratio between the runoff volume from an area and the average rate of rainfall depth over a given duration for that area I= average intensity of rainfall in inches per hour for a duration equal to the time of concentration, tc A =area (acres) Actually, Q has units of inches per hour per acre (in/hr/ac);however, since this rate of in/hr/ac differs from cubic feet per second (cfs)by less than one percent,the more common units of cfs are used. The time of concentration is typically defined as the time required for water to flow from the most remote point of the area to the point being investigated. The time of concentration should be based upon a flow length and path that results in a time of concentration for only a portion of the area if that portion of the catchment produces a higher rate of runoff. The general procedure for Rational Method calculations for a single catchment is as follows: 1. Delineate the catchment boundary. Measure its area. 2. Define the flow path from the upper-most portion of the catchment to the design point. This flow path should be divided into reaches of similar flow type(e.g., overland flow, shallow swale flow, gutter flow, etc.). The length and slope of each reach should be measured. 3. Determine the time of concentration, tc, for the catchment. 2007-01 RO-3 Urban Drainage and Flood Control District DRAINAGE CRITERIA MANUAL(V. 1) RUNOFF 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is a function of the average rainfall rate during the time required for water to flow from the most remote part of the drainage area under consideration to the design point. However, in practice,the time of concentration can be an empirical value that results in reasonable and acceptable peak flow calculations. The time of concentration relationships recommended in this Manual are based in part on the rainfall-runoff data collected in the Denver metropolitan area and are designed to work with the runoff coefficients also recommended in this Manual. As a result,these recommendations need to be used with a great deal of caution whenever working in areas that may differ significantly from the climate or topography found in the Denver region. For urban areas,the time of concentration, tc,consists of an initial time or overland flow time, t,, plus the travel time, tr, in the storm sewer, paved gutter, roadside drainage ditch, or drainage channel. For non- urban areas,the time of concentration consists of an overland flow time, t;, plus the time of travel in a defined form, such as a swale, channel, or drainageway. The travel portion, rr, of the time of concentration can be estimated from the hydraulic properties of the storm sewer, gutter, swale,ditch, or drainageway. Initial time, on the other hand,will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow. The time of concentration is represented by Equation RO-2 for both urban and non-urban areas: =t +tr (RO-2) in which: t,=time of concentration (minutes) =initial or overland flow time (minutes) tr=travel time in the ditch, channel, gutter, storm sewer, etc. (minutes) 2.4.1 Initial Flow Time The initial or overland flow time, r;, may be calculated using equation RO-3: 0.3951.1-05) / (RO-3) + _ S°33 in which: t;= initial or overland flow time (minutes) C5 = runoff coefficient for 5-year frequency(from Table RO-5) 2007-01 RO-5 Urban Drainage and Flood Control District RUNOFF DRAINAGE CRITERIA MANUAL(V. 1) L = length of overland flow(500 ft maximum for non-urban land uses, 300 ft maximum for urban land uses) S= average basin slope(ft/ft) Equation RO-3 is adequate for distances up to 500 feet. Note that, in some urban watersheds,the overland flow time may be very small because flows quickly channelize. 2.4.2 Overland Travel Time For catchments with overland and channelized flow,the time of concentration needs to be considered in combination with the overland travel time, tt,which is calculated using the hydraulic properties of the swale, ditch, or channel. For preliminary work,the overland travel time, t, can be estimated with the help of Figure RO-1 or the following equation (Guo 1999): V=C.,swos (RO-4) in which: V=velocity(ft/sec) 0 C„=conveyance coefficient(from Table RO-2) Sw=watercourse slope(ft/ft) Table RO-2—Conveyance Coefficient, C,, Type of Land Surface Conveyance Coefficient, C„ Heavy meadow 2.5 Tillage/field 5 Short pasture and lawns 7 Nearly bare ground 10 Grassed waterway 15 Paved areas and shallow paved swales 20 The time of concentration, tc, is then the sum of the initial flow time, t;,and the travel time, t„ as per Equation RO-2. 2.4.3 First Design Point Time of Concentration in Urban Catchments Using this procedure, the time of concentration at the first design point(i.e., initial flow time, t,)in an urbanized catchment should not exceed the time of concentration calculated using Equation RO-5. t ` = 180 +10 (RO-5) in which: tc= maximum time of concentration at the first design point in an urban watershed (minutes) RO-6 2007-01 Urban Drainage and Flood Control District RAINFALL DRAINAGE CRITERIA MANUAL(V. 1) 4.0 INTENSITY-DURATION CURVES FOR RATIONAL METHOD To develop depth-duration curves or intensity-duration curves for the Rational Method of runoff analysis take the 1-hour depth(s)obtained from Figures RA-1 through RA-6 and multiply by the factors in Table RA-4 to determine rainfall depth and rainfall intensity at each duration. The intensity can then be plotted as illustrated in Figure RA-15. TABLE RA-4—Factors for Preparation of Intensity-Duration Curves Duration (minutes) 5 10 15 30 60 Rainfall Depth at Duration (inches) 0.29P1 0.45P1 0.57P1 0.79P1 1.0P1 Intensity(inches per hour) 3.48P1 2.70P1 2.28P1 1.58P1 1.0P1 Alternatively,the rainfall intensity for the area within the District can be approximated by the equation: 28.5 P / — o.�ss (RA-3) (10+ T� in which: /= rainfall intensity(inches per hour) P�= 1-hour point rainfall depth (inches) T�=time of concentration (minutes) RA-6 01/2004 Urban Drainage and Flood Control District Appendix D Developed Runoff Calculations -_J • FINAL DRAINAGE REPORT FOR SEMCRUDE CRUDE OIL UNLOADING FACILITY WELD COUNTY, COLORADO PROPOSED DRAINAGE ANALYSIS Stormwater runoff for the proposed development was calculated using three developed drainage basins labeled Al, A2, and A3. (Please refer to the Developed Drainage Plan located in the back pocket of this report for basin delineation.) Developed runoff rates for the 5-year and 100- year storm events were calculated using the Rational Method. Design Storms: Minor Storm: 5 - year events Major Storm: 100 -year event Runoff Quantities: All developed basins were less than 160 acres; therefore, stormwater runoff rates were calculated using the Rational Method. For detention pond sizing the FAA method was used. Runoff Coefficients: The percent imperviousness was determined for the anticipated land use from Table RO-3 of the Urban Drainage and Flood Control District Drainage Criteria Manual. The runoff coefficients were then taken from the Urban Storm Drainage Criteria Manual. Time of Concentration: Time of Concentration for Basin Al was calculated for the proposed land use as urban area. Tc = 8 +10,where L was considered to be the furthest distance 10 from the know discharge point to the upstream end of the basin. Time of Concentration for Basins A2 and A3 was calculated for rural land use. (Equations RO-3 and RO-4 of the Urban Drainage and Flood Control District Drainage Criteria Manual.) Rainfall Intensities: Rainfall intensity values were calculated using equation 28.5*P1 I= 0 786 taken from the Urban Storm Drainage Criteria (10+Tc) Manual. Calculations of the developed runoff are included in this Appendix. SemCrude Unloading Facility Developed Runoff Calculations Area C5 C 100 L c t i t t t c 15 -1100 Q 5 Q100 (acre) (ft) (min) (min) (min) (in/hr) (in/hr) (cfs) (cfs) Basin Al 17.04 0.22 0.46 1296 17.2 3.102 5.949 11.47 46.33 Basin A2 32.14 0.088 0.362 2843 36.1 46.33 82.4 1.19 2.28 3.37 26.53 Basin A3 71.45 0.088 0.362 5052 36.1 89 38.07 0.875 1.68 5.5 43.45 R:\5291.001\Documents\Drainage\Drainage Report\Developed Runoff Calculations TETRA TECH • Professional Engineers • Client: c,„S-;/2-2 i ,-z 4 Job No.: 5-79/. '0/. OO Sheet of Description:_ Tm�fn-v i•,,,r/��s:r of /.4a f2roa. Designed By: A/1 Date:C---/',7 /7/D7 d;-��%27g . ,��-- 74 Z5a,:-i>i.-.V/ Checked By: Date: To /jp zrs ' 4 ,,,Y..v a- - a 99:. c s `7- , /O._ P /-- 2; . t�l.,vrr,r asci( 4z,. '-`-4 e7 9lc .> � - • , : , . , . ,f _.._. _.. • , . . , ;__. gyp., ...,. .�_ ... { . .. . ..._. _•.. .....7—.„.„. i.._ . 99•lOO QQ 97 ', / , 49 . _ . Q?SI,/ .,. • t soh? / ad/�s £O,— D_�z .— ,7 ✓� Drr / , �, • 6 _. 0�X16*.. #•� � i a } , I •t • ' i z , , 3 i # , s .. - .. _ .. -. -ice - a - F # • ' 3 i 3 • TETRA TECH • Professional Engineers • Client: (Sim,rue4 Job No.: 5-3,-79/OD/.DD Sheet of Description: / /o Ca_x.y€�' 4 '7cs- Designed By: ,e✓Ii Date:(S ,/, /7/D7 J) _ /7).Ch ow Otis ..--,...-�/ Checked By: Date: • ..1�.h6 C �./L ,/leir?S//7 3._' -- /7 G`7 acl-6S T LG?.1e rl2 R .. 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OD b' 'if� n .. . ... liter -il . f # ' Illillil ; lii ! 1 . _ _4_ t}_W �c34., _21_,. 1 ,t , ,_ I. �. .. 1 E /42.O l F t :Ir Fes', i £f".1 4�f' .._ lv... � Cif uJ 0.!; • $1 I !'- !i...; € . _., 1 y₹i t a 7¢` i 3 7 I i r # I ,W _, .•Z l Q-,0g /Y9 . and � .. _3? .tA �__ ( i _ i # # , ! # E t z ` i e ` j S f 7 V S E µ i t l ', i i I II : ' 1 t # i f r 1 TETRATECH • Professional Engineers • Client: C S��-i [-1'i'w z Job No.: 5a9/ 00% oo Sheet of Description: ., --7,;',/ �ezh�-/ ins' Designed By: ,e_./0 Date:(5.97,4 /9/67 Lf3.;;rii. :4 Checked By: Date: • ' „/`1 U lrGs`i`7 — 7/;5<b— GZ /?rS' I i 1 ` A ' f� G & _---- L� 's 05a 4t _ t 43/y 1 4,- ' `f,-"5, _ ft` I/ -._._7 A iz5� 1 a 8 513 . /eto , r = 6.5:=? a '0. S 543) _ 59 0 ,m:r! • ' ' Y c.1.$I6 .! / _ a $`7 2,0f-y/o2l tai i., . a2X 5' Sre /. .la g 6.'-'7"'' } !Qs-,!=. .rA._=_rJ_D£Fl_.• O_. _Fs.7_S_' 7/.,.«515. ..„5.1_5.-s0 �{s /a _ 4 0.ra _.D,_5./P.a'_ / 8' 7 ._ 5j5. .- 5 ms s.. , 3 , s F . t 1 RAINFALL DRAINAGE CRITERIA MANUAL (V. 1) 4.0 INTENSITY-DURATION CURVES FOR RATIONAL METHOD To develop depth-duration curves or intensity-duration curves for the Rational Method of runoff analysis take the 1-hour depth(s)obtained from Figures RA-1 through RA-6 and multiply by the factors in Table RA-4 to determine rainfall depth and rainfall intensity at each duration. The intensity can then be plotted as illustrated in Figure RA-15. TABLE RA-4—Factors for Preparation of Intensity-Duration Curves Duration (minutes) 5 10 15 30 60 Rainfall Depth at Duration (inches) 0.29P1 0.45P1 0.57P1 0.79P1 1.0P1 Intensity(inches per hour) 3.48P1 2.70P1 2.28P1 1.58P1 1.0P1 Alternatively,the rainfall intensity for the area within the District can be approximated by the equation: 28.5 P I = , (RA-3) (10+ T )0.786 in which: /=rainfall intensity(inches per hour) P1= 1-hour point rainfall depth (inches) TO=time of concentration (minutes) RA-6 01/2004 Urban Drainage and Flood Control District i-_ Appendix endix E Retention Pond Sizing Calculations • Pond Retention and Spill Volume 1 • HEC I Input and Output Ij • Pond Retention Water Release Through the Valve Gate =, I_ l II Pond Retention and Spill Volume J , J,, TETRATECH • Professional Engineers • Client: (S.;/-71 �4 Job No.: - ?t 6D/. 00 Sheet of Description: Designed By: Date:c S;�/a07 Checked By: Date: 3 , �� 8 L e s ? = /oD, `s' I '. 41 200,. 000 i 'c llr�:��r: : • 6"'518 C .9o, c 3/ '!/I 3' x ' r 6r8 /? t3 — JG� 3 : • fIi D , F.i�ri 7e9r! l h,?- - 3 l( 8 .Gccit3....- f �rx/ ` in s77.4970'ncr CS�rx e ; = /�? £r `s3 47 ‘-.,/,i�r '!7 /. ' { i I i x _ - _ . ..,E p _ _..,, - x , I. . t. j 7 i i '. : { ,, 1 2) • • -• D. - . • STAGE STC R IGE R IRRE ULAR O E#'RY • . . .• ••••-Proje•ct:• ::::::.>.::::::: ::: :::::::::>::>' till ..:: :::::>. In 1"acili: :::: `::≥ . . .1 ........................:::.::::�s�`eCrsad� ntden oad.....g. .. ty:.:::.:..:::::::::.:.:::::....::.::::::::.::::::::::. tin : and `[ ' >> 's s ? ': Basin ID : :;::::::.::: .:'.::`..:::; :<':�.. ::::::..:::::.:>: : :: ':: :': t�eien . .n.P . .. • . Design Information(Input): • .• - , - . • . • From the pond site.gradin.g plan, enter .water surface elevations •. . ...and measured contour areas in.ascending order. • . • . .• • Water . Eq elev.. Volume . . Surface • Contour. above . : • .• : . .••• .` • • E•levation • • Are•a • H. • •• • •Datum. • D • :ft • . square feet •• acre-ft ' • • . • (input) : . .(input) (output) • :P ond Bottom EL : ::::::: : : ::s. ::: > « :::::: :::.:<:«::o x:87$ + > > : oa 4: 96:_(3(3 ::: 53'6 t - • • • . • • • . . s a D • a 9 ' _ W 6 y /�d 9. . J :::.>::::::::>:::: 48b2:Q4 >:>::::::::;:::::;::;:::::::243:': $� :::::::::::::::::::::>::.......2...�9......................... ....: 0 of Berm ::. > € $a .:.. > 281 get :<«< 2 • In/ r sL-, • ' ! <'' • • J - Pond xis; Irregular: • • • 10/5/2007, 09:25: : • . • : • • • HEC I Input and Output ► ► ► LINE ID 1 2 3 4 5 6 7 8 9 10 *DIAGRAM 1 ID Test Property 2 ID 100-year rainfall event 3 ID File = Morris0l.ihl 4 ID EXISTING CONDTIONS simulation 5 ID Rundate = Sept 19, 2007 6 IT 1 1441 7 IO 5 * 1 8 KK H[West ] 9 KM Rainfall runoff for Basin West 10 BA 0.0266 11 LS 0 58 45 12 UD 0.172 * Event Area 5-min 15-min 1-hr 2-hr 3-hr 6-hr 13 PH 1 0 0.81 1.59 2.8 3.01 3.17 3.42 3.69 4 14 KO 3 22 15 ZZ HEC-1 Output: Retention Volume Calculation; SemCrude Oil Unloading Facility- 1 1***************************************** *************************************** * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * VERSION 4.1 * * 609 SECOND STREET * * * * DAVIS, CALIFORNIA 95616 * RUN DATE 24SEP07 TIME 13:08:35 * * (916) 756-1104 * X X XXXXXXX XXXXX X X X X X X XX X X X X X XXXXXXX XXXX X XXXXX X X X X X X x x x x X X X X XXXXXXX XXXXX XXX THIS PROGRAM REPLACES ALL PREVIOUS VERSIONS OF HEC-1 KNOWN AS HEC1 (JAN 73), HEC1GS, HEC1DB, AND HEC1KW. THE DEFINITIONS OF VARIABLES -RTIMP- AND -RTIOR- HAVE CHANGED FROM THOSE USED WITH THE 1973-STYLE INPUT STRUCTURE. THE DEFINITION OF -AMSKK- ON RM-CARD WAS CHANGED WITH REVISIONS DATED 28 SEP 81. THIS IS THE FORTRAN77 VERSION NEW OPTIONS: DAMBREAK OUTFLOW SUBMERGENCE , SINGLE EVENT DAMAGE CALCULATION, DSS:WRITE STAGE FREQUENCY, DSS:RRAD TIME SERIES AT DESIRED CALCULATION INTERVAL LOSS RATE:GREEN AND AMPT INFILTRATION KINEMATIC WAVE: NEW FINITE DIFFERENCE ALGORITHM 1 HEC-1 INPUT PAGE 1 LINE ID 1 2 3 4 5 6 7 8 9 10 *DIAGRAM 1 ID Test Property 2 ID 100-year rainfall event 3 ID File = Morris0l.ihl 4 ID EXISTING CONDTIONS simulation 5 ID Rundate = Sept 19, 2007 6 IT 1 1441 7 IO 5 * 1 8 KK H[West ) 9 KM Rainfall runoff for Basin West 10 BA 0.0266 11 LS 0 58 45 12 UD 0.172 * Event Area 5-min 15-min 1-hr 2-hr 3-hr 6-hr 13 PH 1 0 0.81 1.59 2.8 3.01 3.17 3.42 3.69 4 14 KO 3 22 15 ZZ 1 SCHEMATIC DIAGRAM OF STREAM NETWORK INPUT LINE (V) ROUTING (--->) DIVERSION OR PUMP FLOW NO. (.) CONNECTOR (<---) RETURN OF DIVERTED OR PUMPED FLOW 8 H[West (***) RUNOFF ALSO COMPUTED AT THIS LOCATION l***************************************** *************************************** * FLOOD HYDROGRAPH PACKAGE (HEC-1) * * U.S. ARMY CORPS OF ENGINEERS * * JUN 1998 * * HYDROLOGIC ENGINEERING CENTER * * VERSION 4.1 * * 609 SECOND STREET * * * DAVIS, CALIFORNIA 95616 * * RUN DATE 24SEP07 TIME 13:08:35 * * (916) 756-1104 * x * September 24, 2007 HEC-1 Output: Retention Volume Calculation; SemCrude Oil Unloading Facility - 2 Test Property 100-year rainfall event File = MorrisOl.ihl EXISTING CONDTIONS simulation Rundate = Sept 19, 2007 7 IO OUTPUT CONTROL VARIABLES IPRNT 5 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IT HYDROGRAPH TIME DATA NMIN 1 MINUTES IN COMPUTATION INTERVAL IDATE 1 0 STARTING DATE ITIME 0000 STARTING TIME NQ 1441 NUMBER OF HYDROGRAPH ORDINATES NDDATE 2 0 ENDING DATE NDTIME 0000 ENDING TIME ICENT 19 CENTURY MARK COMPUTATION INTERVAL .02 HOURS TOTAL TIME BASE 24.00 HOURS ENGLISH UNITS DRAINAGE AREA SQUARE MILES PRECIPITATION DEPTH INCHES LENGTH, ELEVATION FEET FLOW CUBIC FEET PER SECOND STORAGE VOLUME ACRE-FEET SURFACE AREA ACRES TEMPERATURE DEGREES FAHRENHEIT *** *** *** *** *** *** *** *** *** *** *** *** *** *** *** ** ** *** *** *** *** *** *** *** *** ************** 8 KK * H[West * x * ************** 14 KO OUTPUT CONTROL VARIABLES IPRNT 3 PRINT CONTROL IPLOT 0 PLOT CONTROL QSCAL 0. HYDROGRAPH PLOT SCALE IPNCH 0 PUNCH COMPUTED HYDROGRAPH IOUT 22 SAVE HYDROGRAPH ON THIS UNIT ISAV1 1 FIRST ORDINATE PUNCHED OR SAVED ISAV2 1441 LAST ORDINATE PUNCHED OR SAVED TIMINT .017 TIME INTERVAL IN HOURS SUBBASIN RUNOFF DATA 10 BA SUBBASIN CHARACTERISTICS TAREA .03 SUBBASIN AREA PRECIPITATION DATA 13 PH DEPTHS FOR 1-PERCENT HYPOTHETICAL STORM .... HYDRO-35 TP-40 TP-49 5-MIN 15-MIN 60-MIN 2-HR 3-HR 6-HR 12-HR 24-HR 2-DAY 4-DAY 7-DAY 10-DAY .81 1.59 2.80 3.01 3.17 3.42 3.69 4.00 .00 .00 .00 .00 STORM AREA = .03 11 LS SCS LOSS RATE STRTL 1.45 INITIAL ABSTRACTION CRVNBR 58.00 CURVE NUMBER RTIMP 45.00 PERCENT IMPERVIOUS AREA 12 UD SCS DIMENSIONLESS UNITGRAPH TLAG .17 LAG *** September 24, 2007 HEC-1 Output: Retention Volume Calculation; SemCrude Oil Unloading Facility- 3 VALUE EXCEEDS TABLE IN LOGLOG .01667 .01667 24.00000 UNIT HYDROGRAPH 54 END-OF-PERIOD ORDINATES 2. 6. 12. 19. 29. 41. 52. 62. 68. 71. 71. 70. 66. 62. 56. 50. 42. 35. 30. 26. 22. 19. 17. 14. 12. 10. 9. 8. 7. 6. 5. 4. 4. 3. 3. 2. 2. 2. 1. 1. 1. 1. 1. 1. 1. 1. 0. 0. 0. 0. 0. 0. 0. 0. *** *** *** *** *** HYDROGRAPH AT STATION H[West TOTAL RAINFALL = 4.00, TOTAL LOSS = 1.83, TOTAL EXCESS = 2.17 PEAK FLOW TIME MAXIMUM AVERAGE FLOW 6-HR 24-HR 72-HR 24.00-HR + (CFS) (HR). (CFS) + 53. 12.20 5. 2. 2. 2. (INCHES) 1.840 2.162 2.162 2.162 (AC-FT) 3. 3. 3. 3. CUMULATIVE AREA = .03 SQ MI 1 RUNOFF SUMMARY FLOW IN CUBIC FEET PER SECOND TIME IN HOURS, AREA IN SQUARE MILES PEAK TIME OF AVERAGE FLOW FOR MAXIMUM PERIOD BASIN MAXIMUM TIME OF OPERATION STATION FLOW PEAK AREA STAGE .MAX STAGE + 6-HOUR 24-HOUR 72-HOUR HYDROGRAPH AT + H[West 53. 12.20 5. 2. 2. .03 *** NORMAL END OF HEC-1 *** September 24, 2007 Retention.ihl 53.— 52-3 51_ ; ..._. ;_... 50 49-3 _. H West — es 46'..... ...:...... ._ ..._ 45; 43: 42=_..... ...... ... .. 1 .:. 39-3 ........ 37=s_ 36-'„ . 35; 34 33=.._. .:... _... ;._ .. 32=... .. ...... 31 ..... 30: .... U _28'..... ....... r .. w 27a,.... , 26 ...... 0 25_.... ;.....:. u 23-._. 21 20= 183 16. .. _ 15'3- 14_'.._ ;..... 13-3 11-3 8-3 . : 3? 1-3 0 50 100 150 200 250 300 350 400 450 500 550 600 650 700 750 800 850 900 950 1,000 1,050 1,100 1,150 1,200 1,250 1,300 1,350 1,400 (O=Dec 1, 1900 12:00 am) Time Interval(1 Min.) HydroPro Retention Pond Chart Summary Table Hydrograph Name Peak Flow Rate (CFS) Peak Flow Date/Time Total Volume x1000 CF Retention Pond 53.037 January 1/2008 12:13 133.636 3.07 Ac*ft R:\5291.001\Documents\Drainage\Drainage Report\Hec Output.xls Pond Retention Water Release Through the Valve Gate TETRATECH • Professional Engineers • - Client: C5-23l,72 /.ter-u Job No.: E0-6. 9/.Oo/.00 Sheet of Description: LiD,51t6'h1i0r7 nc? c,s Designed By: £41 Date:(5-r" /9/07 Checked By: Date: . E _ ; z - _-_ . . I � V14:‘,11-:.(1 ,r 0.i,v1 _. .Oif e ! -.C.O., -27..�0 �. r-.._ ..._ lv _ �4r e {e 4 « /'/' r 7 c t i ..#.. ,._.T/ /4-/ , a :`mod = c .37 . ��,, .�r� ��- c.S��r-� cis- � i { t 7.lrk-L I ./%d .,S. '.. _.}, / .- vr67i9. 3? - '. 37 .-a�,53 '3 Y5' /S..e)3,cam. • 1 1� , r t" t r a- s I i I 1 j i r i I I I , i ; , ₹ i ₹ I i I 1 € 3 , I I I I z r I f Ww.,. I ( { t t y { E , f { I. r , I I500 %F 00.0S'3 '31r.`I 14`1 iT:4.0.*14.*.ii:..01.000.00 MftiF#:GS 0 i<S `3# :i:"3 i :':' ::s3 ': Project: Blue cells are for the user to enter data into Basin ID:Green cells are calculated values,sometimes they are filled from theVB macro code Dia. 0 .r x o 0 0 0 Ye #1 Vertical #2 Vertical Shine the ResMeter Plate for Circular Vertical Orifices sr Pines(Input' OrMce OrMce Water Surface Elevation at Design Depth Elev:WS= 4,801.19 feet Pipe/Vedlcal OrMce Entrance Invert Elevaton Elev..Invert= 4,793.50 feet Required Peak Flow through OrMce at Design Depth 0= 4.05 cis PipeNedlcal Orifice Diameter(inches) Dia 24.00 ;Inches OrMce Coefficient C,_' 0.65' Full-now Capacity;Calculated) FulMlow area Af= 3.14 ,sq ft Hag Central Angle in Radians Theta= 3.14 - rad Full4low capacity Of= 42.4" etc Percent of Design Flow= 1047% Calculation of Orifice Flow Condition Half Central Angle(0<Theta<3.1416) Theta= __ 0.78 ;red Flow area A,= 0.8 _aqn Top width of OrMce(Inches) T.= 16,93' Inches Height from loved of Pipe to Bottom of Plate(Inches) I.= - 3.49' Inches Elevation of Bottom of Plate Elev Plate Bonnie Edge= 4,793.79 feet Resonant Peak Flow Through Orifice at Design Depth 000' 4.6 as 1110—YR or Larger Hood'Detention Op oleo ,Overflow with Trait Rack gg Vy 3—to 10—YR Oetentlan 6fa�rlar9er ZIT d'4m -ul�ew 000,000 with mach Racy oe,, �v stado. .r.m+w.. iDD YR or Larger Flood Winter Surface e. 2=to 10—YR Water Surface_= _ �� Rnkreed Grade ��rIWPC,/Water Surface entl Pe annt Water Restrict°,Plate w-r i''I® urface= cc Trash Rack Outlet Plpe=12aF or 0eelgn avpanry e. . :::.r.•-. Orifice Plate .. laaWa.Me -�' Design Information llnoun: #1 Holtz. #2 Horiz. #1 Vert. #2 Vert. Circular Opening: Diameter in Inches Dia.=: i } 3 :Inches OR Rectangular Opening: Width in Feet W_ _ 3 [ :n. Length(Height for Vedlcaf) L or H=.. E :n. Percentage of Open Area Aver Trash Rack Reduction %open=: :% r____ _. Orifice CoeMclent C.=• ___ Weir Coenlclani Cw OrMce Elevation(Bottom for Verticaf) E.• ( :n. Calculation of Collection Capacity: Net Opening Area(after Trash Rack Reduction) A._• :sq.It User-Ovedde Net Opening Area A.0. :sq.n. Perimeter as Weir Length Le,_• It User-Ovedde Weir Length L„ R. Top Elevation of Vertical Orifice Opening,Top= :n. Center Elevation of Vertical Orifice Opening.Con= .ft. #ii::;:. ....f...is 3::.. et 4....1Aroo 31:YV.Q4':3f:'.Fote: 1# 4 $cnt$E:o.'.. q:;li11..... 'k t:`...Wi..`is 7.4 4:# :'.v: .E.....;... #:: :�?ltd.:��;;:��:.;:;: »::::��.'• :. :::.:@!, :::::::.:::::::::::::::::::::P¢::::�.:;::>:::s::::::.�::::;.4.?1�::�::.�::::::.�:::;�:::.::::.:.::y>::.::::•:• i:`•::::::''.:'m ii:;:?•`:Si::r22ii.i :rS::ii>::2`t:22i:....: ....:.......... .1..8.0..: ; isi,i .#y...........::::::::.'::::::::::::::::'::::::::::::`::<2i i;:iiri i;:is.......... ....... .............. .Eiotl2cet4at q�enlft,�7:EEo4ys3h(x7fs9,#�g112.uert[c�:n3?anin�:;:;:.�:.'r�r:<�z•�,•�%:�;b'r,•.•:i:��v<�'.n:•.:r..,., �"ss ,«.::`s�` „ - / ` Horizontal Orifices Vertical Orifices Labels Water WOCV #1 Hogs. #1 Hark. #2 Martz. #2 Hort. #1 Vert.- #2 Verl. Total Target Volumes for WOCV,Minor, Surface PlateRiser Neer Orifice Weir OrMce Collection Collection Collection for WOCV.Minor, &Major Storage Elevation Flow Flow Flow Flow Flow Capacity Capacity Capacity aMejor Storage W S.Elevaoans ft Ns Ns ch Ns As Ns eft efs Volumes ;in.t) :linked) 6Joar-d0✓ad) :outs 1 t:00121 (1L:a.T; ;„rp'4; :cute_) utpu:i •ovoou!) c,,:ssfV 5 MWA *NIA AWA! Ml/A IN/Ai 0.00 0.00 *1/A: *NIA #N/A' ANA M1/A #N/A, 0.00 0.00 #NIA: m #N/A AN/A ON/A AN/A AN/A7 0.00 0.00 AIWA tN/A #N/A MWA AIWA MIN 0.00 0.00' AIWA: #N/A #N/A AN/A AN/A #N/A; 0.00 t 0.00_ #WA; AWAY 71f4/A IN/A #N/A¢ #N/A41 0.00 0.00 t MIA' 4 AN/A #N/A #N/A #N/A AN/A 0.00 0.00 AN/A #N/A #N/A AN/A; AN/A MI/Ai 0.00 0.00 IIN/A #N/A AN/A #N/A AN/A #N/A1 0.00 0.00 MIA #WA AN/A- AIWA #N/A AWA 0.00' 0.00 ,MIA AIWA #N#N/A #N/A' /A #N/Ai 0.00 v 0.00 *NIA: ON/A, #N/A AN/A AN/A *N/A, 0.00 0.00 *11A #N/A #N/A #N/A, #N/A #N/A 0.00 0.00 MIA AN/A _ AN/A AN/A M1/A fIN/A 0.00 0.00 M11A #N/A PI/AA #N/A #N/A 0.00 0.00 MA #WA #4J/A #WA #N/A #4/A 0.00 0.00 MA AN/A #4/A PL/A AN/A MI/A, 0.00 0.00 MIA 1111. --- AN/A' #N/A AN/A - #WA IM/A 0.00" 0.00 MWA #WA #N/A' #N/A AN/A -#N/A• 0.00' 0.00 Pi/A AN/A #N/A #N/A #N/A AN/A 0.00' 0.00 AWA • . tt/A #N/A IN/A. AN/A IM/A1 0.00' 0.00 MIA MN/A' PI/A' AN/A MWA AN/A 0.00 0.00 #NIA AN/A MINA• MI/A AN/A AN/A' 0.00' 0.00 *NIA PI/A AN/A MJ/A - AN/A M1/A 0_00' 0.00 MIA -- _ ' IN/A IN/A M1/A IN/A ON/A; 0.00 0.00' *NIA --- #N/A #/A *1/A #N/A 811/A 0.00' 0.00 *VA MJ/A #N/A MI/A IN/A - AN/A 0.00' 0.00 AIIIA WA" -MUA' AII/A *WA 1N/A 0.00 0.00 #NIA IN/A A M N/A A /A AN/A AN/A 0.00 0.00 AIWA } AN/A' ANA' PIP, #WA MWA 0.00' 0.00 MIA AN/A 01/A *N/A AN/A r,r r0 #WA AWA #N/A test/A. #N/A AN/A 0.00 0.00, MA PI/A' #N/A IN/A, #/A #N/A0 0.00" 0.00 ON/A -- -- AN/A *WA' ATI/A *NIA MWA 0.00° 0.00 AMA MWA 1WA AN/A, PI/A IN/A. 0.00' 0,00 *NIA MWA PI/A' MWA AWA SIN/A, 0.00• 0.00 ANA -- •- ANNA ;4N/A" PI/A. MWA #N/A 0.00° 0.00 MA MJ/0 AIWA AN/A PM AN/A 0.00' 0.00 MIA #N/A IIN/A #N/A #N/A IN/A _ 0.00 0.00 *NIAAN IN/A - #N/A /A MWA AN/A 0.00 0.00 #t11A PI/A 1#1/A` #N/A3 AN/A MJ/A 0.00 0.00 MIA AN/A - AN/A IMI/A AN/A - AN/A 0.00' 0.00 MIA- MWA AN/A' SIN/A. 3/N/A #11/A 0.00' 0.00 ANNA Pl/A' M4/A MI/A, MJ/A MWA 0.00 0.00 *WA UD-Detention,Outlet 9/27/2007,10:44 AM INSTALL 18" WATERMAIN INSTALL 18" WATERMAIN I C-9 SLIDE GATE OR C- 9 SLIDE GATE OR APPROVED EQUIVALENT APPROVED EQUIVALENT TOP OF BERM = 4803 NORMALLY CLOSED NORMALLY CLOSED ELEV = 4802.2 \ 60" • • ELEV = 4802.2 -N le ,,,-77, -wzwzi \..., . . oi re,..,,,,,,_ -> 15.0" 50" STOP BOLTS nice' V4.4 INSTALL STOP BOLT . • 0 N E4 co i FLOW LINE i 18" RCP N --Th ) " 2 % i 4 18 RCP______,_ _ _ _i___ __ L•. ' . •• . �' 6" TYPICAL FLOOR -----r-- - - • ' .. • : •v� 6" TYPICAL FLOOR 1 INV ELEV = 4793.60 �' '""' ' " " �' ' --- -- -- INV ELEV = 4793.50 -✓� I As\aveksviksva, ovitcv n4 a -D-6.0 -- -- . .0 -- TRANSVERSE CRCSS SECTION A - A LONGITUDINAL CROSS SECTICN 3 - R 24" GENERAL NOTES 18' WATERMAIN 1 . CONCRETE SHALL BE CLASS B INLET. MAY BE CAST- C-9 SLIDE GATE OR IN-PLACE OR PRECAST.JINSTALL STOP BOLT SUCH APPROVED EQUAL A THAT MAX CLEAR OPENING FOR NORMALLY CLOSED 18" RCP IS 0.86': 18" RCP o n II 18" WATERMAIN GAT e- _....c)...._ E ` NORMALLY CLOSED ORIFICE PLATE 1 \\ 18' RCP N I t B B 1/ 1\A, 1),\ } } 3.49' L i.,S. ,ec ip N A = 0.28 SQ FT �1 1 -... 7- ' v I- 60" e1 18 " RCP RESTRICTED OPENING me (4 9 ' ! G., ' _.... A NOT TO SCALE 1 I " BUBBLER BOX" DETAIL NOT TO SCALE Appendix F Site Culvert Sizing and Riprap Calculation Culvert Calculator Report outfall pipe Solve For:Headwater Elevation Culvert Summary Allowable HW Elevation 4,802.00 ft Headwater Depth/Height 0.76 Computed Headwater Elew 4,794.64 ft Discharge 4.05 cfs Inlet Control HW Elev. 4,794.58 ft Tailwater Elevation 4,793.30 ft Outlet Control HW Elev. 4,794.64 ft Control Type Entrance Control Grades Upstream Invert 4,793.50 ft Downstream Invert 4,793.00 ft Length 62.50 ft Constructed Slope 0.008000 ft/ft Hydraulic Profile Profile S2 Depth,Downstream 0.69 ft Slope Type Steep Normal Depth 0.69 ft Flow Regime Supercritical Critical Depth 0.77 ft Velocity Downstream 5.12 ft/s Critical Slope 0.005429 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,794.64 ft Upstream Velocity Head 0.30 ft Ke 0.20 Entrance Loss 0.06 ft Inlet Control Properties Inlet Control HW Elev. 4,794.58 ft Flow Control Unsubmerged Inlet Type Groove end w/headwall Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 2 C 0.02920 Equation Form 1 Y 0.74000 r:\...\drainage\drainage report\pipe sizing.cvm Tetra Tech RMC Inc,LONGMONT CulvertMaster v3.1 [03.01.009.00] 09/27/07 11:07:52a2ntley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 [l1J TETRA TECH • Professional Engineers • Client: �f9-77-7 l ztc�6 Job No.: ,5-a9/. oo/• OO Sheet of Description: JC//12,-- 6,2.4;e 2-Zr-rxc` Designed By: ,eW Date:CS—r-%—207 �� 1/�-_,� Checked By: Date: / _ f j) — / At �'m6-4. a/c./.77e) Q 0s C a 76// 5 a 0. 507 4/ i:, - 05�/ 5 �� = a/ m g (--f-e 74% �e i-�r� Ay//7 d e. rc� au roc% ror� Tole. 707 a7 9 nGLies l 0/0'2' _ i405- 5- ='_ / s/7 'y a� ,%t - iL es �5 /a _ O. 77/ G = A 7(, 79//„ , 7 - /5) - --(3, O? ti, 7`i v>7rB ' s8' b.rk ;.oa s4-I/‘' a ale. S of 42_J-2 Ae, _ a/a ll a 5�5 " tee t :_ _. E!, TETRATECH • Professional Engineers • Client: C ��is Job No.: 2 /.DD/, DD Sheet of Description:� Zr-✓ Lul�t�i-ZG-,-ter Designed By: i/i1 Dated i7/ / 97 _5--//8 (. �iyF Checked By: Date: / 4f-/l?TX L. . , .)% 4 --c./�4?.. /99 {X . .. _... a67 � r57 /$Z' . .': t-i - : 1:.,z ' ,(6`,---/4, -ex/9 , : . : : 1 . . . , - . 1 =- (/ y 7Y-6, O,7_ :J/2�, I.. /rO.'4-A7'9✓<� Gov = , 28"'5':' -? =._,,,24,..i_____ s• _ 8� _ 6. 'O ' (tov-4 ,) 7-.'G'' € /f.,ti /✓J°: 7f(: lt . i7._./J Jd li �; _ (O sz✓6-?)(7- -b?�9)(a lv3)- = g; /:7 cos- Culvert Calculator Report Site Culvert Solve For:Headwater Elevation Culvert Summary Allowable HW Elevation 4,806.00 ft Headwater Depth/Height 1.27 Computed Headwater Elevi 4,806.90 ft Discharge 8.17 cfs Inlet Control HW Elev. 4,806.71 ft Tailwater Elevation 4,805.50 ft Outlet Control HW Elev. 4,806.90 ft Control Type Outlet Control Grades Upstream Invert 4,805.00 ft Downstream Invert 4,804.50 ft Length 35.50 ft Constructed Slope 0.000000 ft/ft Hydraulic Profile Profile CompositeH2PressureProfile Depth,Downstream 1.11 ft Slope Type Horizontal Normal Depth N/A ft Flow Regime Subcritical Critical Depth 1.11 ft Velocity Downstream 5.84 ft/s Critical Slope 0.007548 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,806.90 ft Upstream Velocity Head 0.33 ft Ke 0.20 Entrance Loss 0.07 ft Inlet Control Properties Inlet Control HW Elev. 4,806.71 ft Flow Control Transition Inlet Type Groove end w/headwall Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 2 C 0.02920 Equation Form 1 Y 0.74000 Project Engineer:karlie.jackl untitled.cvm Tetra Tech RMC Inc,LONGMONT CulvertMaster v3.1 [03.01.009.00] 09/25/07 02:14:26gRUntley Systems,Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 En.) TETRATECH • Professional Engineers • Client: C Ste' /.[ALB Job No.: b"'",--7•7/. PD/ OQ Sheet of Description: >C'e' i—Q� 721-',:-‘426%4)7 7 S- Designed By: 7l Date:SAP/ S/O'7 (_S4 iit/lie r-74 Checked By: Date: / g 7 4 12) = /5- /e ( 4— ' ,cic/s V f / 7//. 5 = OF` 7 /D'.5 = 8, /7 // 5 / s = V sLS om , 1zrB 7 - /y L „4-7/,c,,-,,e2 u-.7/ 6� tuifvd _ _ /.rvrr7_ / .61� 77 --- G I 17e 1,s 4v/ ,7.5 — S 5 , /7/7 - s = 97 v: ��:-H 7/5 — f�(aC/n 8) _ 6 9 ,,4e ---- ,F /7/ S7' ---- /, i/O' iei1 L = 5..-9(/ v/0/j, ,..42'7 - /c5) = — 55- /11 7-1�-��vr� ; �s6 47,--", ��e ti-�� a :a �/ o /a .../-76/70,,s- ate--/a rend h c1. _ps-u� 5 7eef Culvert Calculator Report West Driveway Culvert Solve For:Headwater Elevation Culvert Summary Allowable HW Elevation 4,809.00 ft Headwater Depth/Height 1.64 Computed Headwater Elevz 4,808.61 ft Discharge 43.45 cfs Inlet Control HW Elev. 4,808.61 ft Tailwater Elevation 4,804.50 ft Outlet Control HW Elev. 4,808.38 ft Control Type Inlet Control Grades Upstream Invert 4,804.50 ft Downstream Invert 4,803.50 ft Length 41.14 ft Constructed Slope 0.024307 ft/ft Hydraulic Profile Profile S2 Depth,Downstream 1.71 ft Slope Type Steep Normal Depth 1.51 ft Flow Regime Supercritical Critical Depth 2.20 ft Velocity Downstream 12.17 ft/s Critical Slope 0.010108 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.50 ft Section Size 30 inch Rise 2.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,808.38 ft Upstream Velocity Head 1.40 ft Ke 0.20 Entrance Loss 0.28 ft Inlet Control Properties Inlet Control HW Elev. 4,808.61 ft Flow Control Submerged Inlet Type Groove end w/headwall Area Full 4.9 ft2 K 0.00180 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 2 C 0.02920 Equation Form 1 Y 0.74000 Project Engineer:karlie.jackl untitled.cvm Tetra Tech RMC Inc,LONGMONT CulvertMaster v3.1[03.01.009.00] 09/25/07 02:02:4ntley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 n, TETRA TECH • Professional Engineers • Client: C S—e m��rs��/f+ Job No.: 5:79/. OG/ dD Sheet of Description: s /�:.1 mss" Designed By: .ela Dater Sy/,„VD/U7 /1/9.s-14 Checked By: Date: . / o/ .1/ 55 /t ,ea"-i-7697&-)— or re v /vim-/7 // 5'-- ,/,..D" Q / 5 _ 3 f. - 5" - //. a!) o _"4-3 a 7/3 — joe t✓ 10� H-//� ce rt9,riirr�t ) YDrr / a.Z4 X07 dov = 9 neLies / � _�- 1.8. /5 5 X. f42 /Dm_ /L--3 mere 7/J-- ,-, t 4.4z,--7.4zi� 69 = J5.8 A 543 s15 /-2 /7 ,.9< 5 ft'''-c G = ,,5 g 9. 5 7�/ toy- ,,--?, 5) / 8 7 liz . CAe/ 94� : Glse 1 e h!/.. a amE/ - d /2 1ricAcs ez.7e z /en /A o`./0/.1,--47/, 7 5-Act Culvert Calculator Report East Driveway Culvert Solve For:Headwater Elevation Culvert Summary Allowable HW Elevation 4,806.00 ft Headwater Depth/Height 1.64 Computed Headwater ElevE 4,807.11 ft Discharge 43.45 cfs Inlet Control HW Elev. 4,807.11 ft Tailwater Elevation 4,803.00 ft Outlet Control HW Elev. 4,806.88 ft Control Type Inlet Control Grades Upstream Invert 4,803.00 ft Downstream Invert 4,802.00 ft Length 40.78 ft Constructed Slope 0.024522 ft/ft Hydraulic Profile Profile S2 Depth,Downstream 1.70 ft Slope Type Steep Normal Depth 0.00 ft Flow Regime Supercritical Critical Depth 2.20 ft Velocity Downstream 12.23 ft/s Critical Slope 0.010108 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 2.50 ft Section Size 30 inch Rise 2.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,806.88 ft Upstream Velocity Head 1.40 ft Ke 0.20 Entrance Loss 0.28 ft Inlet Control Properties Inlet Control HW Elev. 4,807.11 ft Flow Control Submerged Inlet Type Groove end w/headwall Area Full 4.9 ft2 K 0.00180 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 2 C 0.02920 Equation Form 1 Y 0.74000 Project Engineer:karlie.jackl r:\...\drainage\drainage report\culvert sizing.cvm Tetra Tech RMC Inc,LONGMONT CulvertMaster v3.1 [03.01.009.00] 09/25/07 02:19:231 P91kntley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 IIIIM TETRATECH • Professional Engineers • Client: C 5;777 �s1,ACB // / Job No.:v�2 / OO/.OO Sheet of Description: ps�,0 G v<!'�!!.Z�rzs Designed By: , _,a Date:(57)/ �6/O7 b-----.s--/- c�-),-/ B//l��i� Lu/t ' Checked By: Date: / I. _ _ . , • a_ c,�s' / _ • 7m,. r� 4.� ..,,tee_ 4....��`ez�..v'/% . ��r r. %.. .__ • `G9I'7'7 ii„,6/e......707, -- . sue... , .//.7c es.. - _. m i i 4_ a s . l � [�{/ ...2A5 F/ d '- E j 5�X .` . _/ . '__//,./57.--=_ ._5_ = 5" C5// -i-9.:6-.) •/_9•x5 if I • 3 , DRAINAGE CRITERIA MANUAL(V. 1) MAJOR DRAINAGE A =Expansion Angle 8- CD 6 r � Q 517//'" 4 Q O dr �,. to / /6 0 3- a. 2 _ 0 _1 2 .3 A' .5 .6 .7 .8 TAILWATER DEPTH/ CONDUIT HEIGHT, Y t/D Figure MD-23—Expansion Factor for Circular Conduits Rev. 08/2006 MD-109 Urban Drainage and Flood Control District STORMWATER MANAGEMENT PLAN FOR SEMCRUDE CRUDE OIL UNLOADING FACILITY PLATTEVILLE, COLORADO Prepared for: SEMCRUDE L.P. 11501 South I-44 Service Rd Oklahoma City, Ok 73173-8315 For use by: SemCrude Prepared by: TETRA TECH 1900 South Sunset Street, Suite 1-F Longmont, Colorado 80501 Tetra Tech Job No. 80-5291.001.00 August 15, 2007 ElTETRA TECH laTETRA TECH August 15, 2007 Mr. David Bauer, P.E. Senior Engineer Weld County Public Works 1111 H Street, P.O. Box 758 Greeley, CO 80631 Re: Stormwater Management Plan, SemCrude Oil Unloading Facility Tetra Tech Job No. 80-5291.001.00 Dear Mr. Bauer: On behalf of Semcrude L.P., Tetra Tech presents this Stormwater Management Plan (SWMP) for your review. The report includes information required by the Colorado Department of Public Health and Environment, Water Quality Control Division(CDPHE-WQCD) for the stormwater discharge permitting process. A copy of the Erosion Control Plan and SWMP is also included in the back of this report. The intent of this SWMP is to provide the general information required for the state permitting process based on anticipated construction activities. Documented revisions by the contractor to the SWMP may be necessary as construction progresses. The application forms are included in Appendix A for your reference. After the Weld County Public Works approves this SWMP, the forms will be completed and submitted to the CDPHE. Please feel free to contact me if you have any questions or comments concerning this SWMP. Sincerely, TETRA TECH � & . R21E(11A4111 Brandi Atkinson Project Engineer R:\5291.001\Documents\SWMP\SWMP Cover letter.doc 1900 S.Sunset Street,Suite I-F Longmont,CO 80501 Tel 303.772.5282 Fax 303.772.7039 www.tetratech.com TETRA TECH la ENGINEER'S CERTIFICATION I hereby certify that this Stormwater Management Plan for Platteville Station was prepared by me or under my direct supervision in accordance with the general guidelines set forth by the Colorado Department of Public Health and Environment for Stormwater Discharges Associated with Construction Activity. The signature and stamp affixed hereon certifies that the Stormwater Management Plan was prepared in accordance with the required regulations; however,the stamp and signature does not certify or guarantee future performance of the execution of the plan by the contractor. The contractor is responsible for executing the construction work according to t specifications set forth in this plan and in accordance with all applicable permit require DO Lis,,, ,li1"?�,.'u� �•Q 264 °o 'James W. Kaiser,P.E. • Registered Professional Engine_ •..... .�.... State of Colorado No. 264 mSS�pN ��N�' Table of Contents Page 1.0 Site Description 1 1.1 Construction Activity 1 1.2 Proposed Sequence for Major Activities 1 1.3 Estimates of the total area of the site and the area of the site expected to undergo clearing, excavation and grading 1 1.4 Estimated runoff coefficient of the site before and after construction activities are completed and any data describing the soil, soil erosion potential or the quality of any discharge from the site 2 1.5 Description of the existing vegetation at the site and an estimate of the percent vegetative ground cover 2 1.6 Location and description of any other potential pollution sources, such as vehicle fueling, storage of fertilizers or chemicals, etc. 2 1.7 Location and description of any anticipated non-stormwater components of the discharge, such as springs and landscape irrigation return flow 3 1.8 Name of the receiving waters and the size, type and location of any outfall or, if the discharge is to a municipal separate storm sewer, the name of that system, the location of the storm sewer discharge, and the ultimate waters 3 2.0 Site Map 3 3.0 BMPs for Stormwater Pollution Prevention 4 4.0 Final Stabilization and Long-term Stormwater Management 5 5.0 Other Controls 5 6.0 Inspection and Maintenance 5 CDPHE Application Forms Appendix A Vicinity Map Appendix B Erosion Control Plan and SWMP Back Pocket STORMWATER MANAGEMENT PLAN SEMCRUDE CRUDE OIL UNLOADING FACILITY 1.0 SITE DESCRIPTION The Platteville Station is proposed on an 80 acre site with only 24.34 acres of this land being disturbed. The project site is located in the South %2 of the southeast 'A of Section 24, Township 3 North, Range 65 West of the 6th Principle Meridian, County of Weld, State of Colorado. The site is entered and exited along Weld County Road(WCR) 30, and is bounded on the east by WCR 49, on the south by WCR 30. The ground slopes downward from northwest to southeast on approximately a 1 to 5% grade on most of the site. The property will be developed into an oil pumping station. The NAD83 latitude near the center of the site is 40°12'12". The NAD83 longitude near the center of the site is 104°36'19". 1.1 Construction Activity The construction activity for Platteville Station includes: clearing and grubbing; excavating and stockpiling dirt; grading of the stormwater diversion swales; construction of a small office building; and the installation of unloading stations, storage tanks and pumping station. As part of the site grading, a large containment area will be graded in to protect against failure of the largest oil storage tank on site. This containment area doubles as the stormwater detention pond. 1.2 Proposed Sequence for Major Activities Construction of Platteville Station will be completed in one phase unless otherwise authorized by Weld County. The proposed sequence for construction activity is given below. • Clear and grub the site; • Overlot grade the site; • Grade in diversion channels; • Grade in the containment berm; • Install pavement; • Seed disturbed areas; and • Install the pumping station, tanks, and unloading stations. 1.3 Estimates of the total area of the site and the area of the site expected to undergo clearing, excavation or grading The total site is approximately 80 acres in size, and only 24.34 acres of this project site is expected to undergo clearing,excavation or grading. 1.4 Estimated runoff coefficient of the site before and after construction activities are completed and any existing data describing the soil, soil erosion potential or the quality of any discharge from the site The estimated runoff coefficients for the Platteville Station before construction activities are completed are given in the table below. Diversion channels will be constructed to 1 intercept runoff from tributary area north and west of the developed site. Therefore these estimated runoff coefficients are for only the 24.34 acres being developed and are based on the Urban Storm Drainage Criteria Manual, Volume 1 August, 2006 Table RO-5 Type B NRCS soils. Runoff Coefficients, C 5-year 100-year Existing 0.088 0.362 The proposed runoff coefficients for the Platteville Station site after construction activities are completed on the 24.34 acres are given in the table below. These proposed runoff coefficients are based on the Urban Storm Drainage Criteria Manual, Volume 1 August, 2006 with a calculated composite C value. Runoff Coefficients, C 5-year 100-year Developed 0.185 0.43 1.5 Description oldie existing vegetation at the site and an estimate of the percent vegetative ground cover The existing site consists of mainly prairie land and some weeds. There are some existing storage tanks and gas wells located on site located east and west of the area proposed for development. The site generally drains from northwest to southeast. 1.6 Location and description of any other potential pollution sources, such as vehicle fueling, storage of fertilizers or chemicals, etc. Please refer to the enclosed Erosion Control Plan for the location of any other potential pollution sources. Potential pollution sources include: dirt stockpiles, material stockpiles, and contractor mobilization areas. The potential pollution sources will be located in such a manner that pollutants will not migrate into the storm sewer system or any drainage swales. Silt fence will perimeter the strip stockpile as well as the contractor's mobilization area to limit the migration of pollutants. Soils that will be stockpiled for more than 30 days shall be protected from wind and water erosion within 14 days of stockpile construction. If stockpiles are located within 100 feet of a drainage way, additional sediment controls such as temporary dikes or silt fence shall be required. A spill prevention and control plan will be provided prior to beginning operation of the crude oil handling activities. Included in this plan will be a protocol to contain all runoff from the developed site behind a gated outlet from the containment berm. Storm water will be inspected for evidence of contamination prior to release.. IN CASE OF A NON-HAZARDOUS SPILL CONTACT: Weld County Public Works 970-304-6496 2 IN CASE OF A HAZARDOUS SPILL CONTACT: Mountain View Fire Protection District 303-772-0710 And Weld County Public Health 970-304-6415 1.7 Location and description of any anticipated non-storm water components of the discharge, such as springs and landscape irrigation return flow There will not be irrigation surface and sub-surface return flow from irrigation of the surrounding residential areas. 1.8 Name of the receiving waters and the size, type and location of any outfall or, if the discharge is to a municipal separate storm sewer, the name of that system, the location of the storm sewer discharge, and the ultimate waters Stormwater discharge from the site will be directed to the southeast corner of the developed site, into a roadside swale along WCR 30. The developed area runoff will be retained behind the containment berm and released after the storm event, following inspection, into a swale located along the eastern boundary of the developed site, which. will discard into the WCR 30 roadside swale. 2.0 SITE MAP Please see the attached Erosion Control Plan for: • Construction site boundaries • All areas of soil disturbance • Areas of cut and fill • Areas used for storage of building materials, soils or wastes • Location of major erosion control facilities or structures • Springs, streams, wetlands and other surface waters Please see Appendix B for a vicinity map. 3.0 BMPS FOR STORMWATER POLLUTION PREVENTION The contractor will utilize any of the following Best Management Practices (BMPs)to minimize or eliminate the transportation of sediment off-site. Sediment and Erosion Control • Temporary or permanent seeding o Permanent seeding will occur concurrent with construction activities or after construction activities are completed • Temporary or permanent swales 3 o Permanent vegetative swales will be constructed concurrent with construction activities. The swales will be vegetated to improve stormwater quality in the long-term and the side slopes will be seeded concurrent with construction activities. Sediment removal from runoff • Filter(silt) fence o Silt fence will be installed around the edge of the site prior to construction activities. Traditional stormwater management practices • Vegetated swale o The swales will be constructed during construction activities to improve stormwater quality leaving the site in the long-term. o Riprap will be placed at culvert inlets and outlets, and the containment outlet. Good housekeeping • Routine trash/debris removal o The contractor will remove trash and debris from the site during construction activities on a weekly basis at a minimum. It will be the contractor's responsibility to store all refuse in a dumpster or receptacle that does not leak and has a lid that prevents precipitation from entering it if it is located onsite. Refuse shall be disposed of offsite. • Cleaning storm drains and grates o The contractor will clean storm drains and grates during construction activities after major storm events or if debris is noted during self- inspections. Visual inspection • Regular site inspections o The contractor will conduct site inspections every 14 days or after every major precipitation throughout the duration of all construction activities. After construction activities are completed, the contractor will conduct inspections of the site every 30 days or after every major precipitation or snow melt event until final stabilization is attained. Recordkeeping and Reporting • Inspections o The contractor will maintain a log of their inspections during construction activities. The contractor will maintain a log of their inspections after construction activities have ceased. • Maintenance o When maintenance is required during construction activities, the contractor will make note of this in the inspection log. When maintenance 4 is required after construction activities are complete, the contractor will make note of this in the inspection log. All maintenance will be completed within 5 days. 4.0 FINAL STABILIZATION AND LONG-TERM STORMWATER MANAGEMENT Final stabilization is reached when all land disturbing activities at the site have been completed and a uniform perennial vegetative cover with a density of 70 percent of the cover for unpaved areas and areas not covered by permanent structures has been established or equivalent permanent stabilization measures have been used. Physical erosion reduction methods have been employed. The vegetation will act as effective long-term erosion control for the disturbed areas. Stormwater flows generated on site will collect in the proposed on-site containment pond and will be visually inspected for contamination before being released. Diversion swales will be constructed to prevent tributary flows from entering the site. The diversion swales will contain vegetation, allowing sediments and other particulate pollutants to settle out. 5.0 OTHER CONTROLS In order to minimize pollutant migration from the site, the contractor will incorporate material management practices, frequent waste disposal, and an emphasis of vehicle tracking control to prevent off-site soil tracking. 6.0 INSPECTION AND MAINTENANCE The contractor will maintain the site during construction. The contractor will conduct the site inspections every 14 days or after every major precipitation event. These inspections will be logged. Any repair work that is noted in the inspection log will be corrected within 5 days. All of the temporary erosion control measures will be removed by the contractor at the end of the construction project. The contractor will continue to maintain the site after construction is complete with inspections every 30 days or after every major precipitation or snowmelt runoff event until final stabilization is achieved. Again, these inspections will be logged and any repair work that is noted in the inspection log will be corrected within 5 days. R:\5291.001\Documents\SWMP\PIatteville station SWMP_doc 5 • APPENDIX A CDPHE-WQCD APPLICATION FORMS • • • • • • • • STATE OF COLORADO Updated 3/2006 GENERAL PERMIT APPLICATION AND STORMWATER MANAGEMENT PLAN GUIDANCE FOR STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION ACTIVITY Applicability:This application is for use by all entities engaged in construction activities to obtain coverage under the general permit for Stormwater Discharges Associated with Construction Activities(the Stormwater Construction Permit). Construction activities including clearing, grading,excavation,demolition activities,haul roads,areas used for staging,and other ground disturbance activities. Construction does not include routine maintenance performed by public agencies or their agents to maintain original line and grade,hydraulic capacity,or original purpose of the facility. Coverage is required by State and Federal regulations for stormwater discharged from any construction activity that disturbs at least 1 acre of land(or is part of a larger common plan of development or sale that will disturb at least 1 acre). A"common plan of development or sale"is a site where multiple separate and distinct construction activities may be taking place at different times on different schedules, but still under a single plan.This includes phased projects,projects with multiple filings or lots, and projects in a contiguous area that may be unrelated but still under the same contract. If the project is part of a common plan of development or sale,the disturbed area of the entire plan must be used in determining permit requirements, and all portions of the project must be covered. NEW FOR THIS APPLICATION • Site Map/Legal Description—A site map or legal description(subdivision/block/lot)indicating the site boundaries is now required. This is not the same as providing the township,range,section information previously required. • Applicant and Operator Liability—An applicant under this permit agrees to assume liability for compliance with the requirements of the Construction General Permit for the entirety of the construction site/project described and applied for,until such time as the applicant takes the necessary actions to amend,transfer,or inactivate their certification,or the permit expires.The Application Certification language has been revised to clarify this requirement. It is the applicant's responsibility to be familiar with the requirements of the permit and ensure compliance with those requirements. • Restrictions on Who May Apply for and Maintain the Permit—The applicant must be either the owner and/or operator of the construction site.An operator at a construction site who is not covered by a certification held by an appropriate entity may be held liable for operating without the necessary permit coverage. Refer to Parts B and C of the Instructions,below. • Stormwater Management Plan Guidance—The guidance which was previously available as a separate document has now been added as Appendix A to this application. The guidance has been revised and updated. Additional Guidance Additional information, including further discussion on permittee and operator liability, is available in the Stormwater Fact Sheet for Construction,available from the Division's web site at www.cdphe.state.co.us/ wq/PermitsUnit. If you have questions on completing this application,you may contact the Division at cdphe.wgstorm@state.co.us or(303)692-3517. INSTRUCTIONS A)Submitting the Application Application Due Date: At least ten days prior to the anticipated start of construction, the owner or operator of the construction activity shall submit an application as provided by the Water Quality Control Division(the"Division"). This form may be reproduced,and is also available from the Division's web site at www.cdphe.state.co.us/ wq/PermitsUnit. Following processing of the application,a permit certification and other relevant materials will be sent to the attention of the legally responsible person(Item 9 on the application form). Permit Fee: Do not send any payment with this application. You will be billed once you are covered under a permit. Current permit fees can be obtained from the Division's web site at www.cdphe.state.co.us/wq/PermitsUnit. 3Po6lconst Application Completeness: All items of the application must be completed accurately and in their entirety or the application will be deemed incomplete,and processing of the application will not begin until all information is received. (Do not include a copy of the Stormwater Management Plan, unless requested by the Division.) One original copy of the completed application(no faxes or e-mails)shall be submitted,only to: Colorado Department of Public Health and Environment Water Quality Control Division WQCD-Permits-B2 4300 Cherry Creek Drive South Denver, Colorado 80246-1530 B)Who May Apply For and Maintain Permit Coverage The applicant must be a legal entity that meets the definition of either the owner and/or operator of the construction site, in order for this application to legally cover the activities occurring at the site. The applicant must have day-to- day supervision and control over activities at the site and implementation of the Stormwater Management Plan (SWMP)discussed in Appendix A. Although it is acceptable for the applicant to meet this requirement through the actions of a contractor,as discussed in the examples below,the applicant remains liable for violations resulting from the actions of their contractor.Examples of acceptable applicants include: • Owner or Developer-An owner or developer who is operating as the site manager or otherwise has supervision and control over the site,either directly or through contract with an entity such as those listed below. • General Contractor or Subcontractor-A contractor with contractual responsibility and operational control (including SWMP implementation)to address the impacts construction activities may have on stormwater quality. • Other Delegated Agents/Contractors-Other agents,such as a consultant acting as construction manager under contract with the owner or developer,with contractual responsibility and operational control to address the impacts construction activities may have on stormwater quality(including SWMP implementation). An entity engaged in construction activities may be held liable for operating without the necessary permit coverage if a site does not have a permit certification in place that is issued to either an owner and/or operator. For example, if a site,or portion of a site,is sold or contractors change,so that the site's permit certification is then held by a permittee that is no longer either the owner or operator(such as the previous owner or contractor),that permit will no longer cover the new operator's activities,and anew certification must be issued, or the current certification transferred. See Part C, below, for additional guidance on scenarios with multiple owners and/or operators. A separate permit certification is not needed for subcontractors,such as utility service line installers,whose activities result in earth disturbance, but where the permittee or their contractor is identified as having the operational control to address the impacts their activities may have on stormwater quality. C)Permitting for Developments with Multiple Owners and/or Operators For situations where multiple entities meet the definition of owners and/or operators for different portions of a development(e.g.,a single development with multiple lots being owned and operated by separate entities),it is essential that the permittees,owners,and operators at the site correctly follow the guidance on who may apply for coverage under the Stormwater Construction Permit(see Part B,above). When a portion of a permitted site is sold to a new owner,a permit certification must be in place that is held by an entity meeting the definition of owner and/or operator of that sold lot. This may be accomplished in one of the following ways: • Coverage Under the Existing Certification—Activities at the sold lot may be covered under an existing permit certification for the project if the current permittee meets the definition of operator for the sold lot. To meet the definition of operator,the permittee must have contractual responsibility and operational control to address the impacts that construction activities at the sold lot may have on stormwater quality(including implementation of the SWMP for the lot). Therefore, a contract must exist assigning this responsibility to the permit holder on behalf of the new owner and/or operator. • A New Certification Issued—A new permit certification may be issued to the new owner and/or operator of the sold lot. The existing permittee and the new owner and/or operator must complete the Reassignment Form (provided with your permit certification)to remove the lot from the existing permit certification and cover it under a certification issued to the owner and/or operator of the sold lot. A more detailed explanation is available in the Stormwater Fact Sheet for Construction,available from the Division's web site at www.cdphe.state.co.us/wq/PermitsUnit. 3/06/Const ii D)Instructions for the Application Form Item 1 -Applicant Information:Provide the company name, address,phone number,and local contact information for the project. Indicate whether the applicant is the owner,the developer, or a contractor. Item 2-Location of the Construction Site: Provide the following information: • Street Address—Provide the address of the construction site. If an exact address is not available you may use an approximate address,the nearest intersection or boundary streets including directional identifiers(e.g., "S.of Park St. between 5`h Ave. and 10th Ave.",or"W.side of C.R. 21, 3.25 miles N. of Hwy 10")or other identifying information. A street name without an address,intersection, mile marker, or other identifying information describing the location of the project is not adequate. For linear projects,the route of the project should be described as best as possible with the location more accurately indicated by a map(see Item 3). • Project Name,City,and County—If the project is located within the unincorporated portion of a county,write"unincorporated"in the space provided for the city name. • Latitude/Longitude-For the approximate center point of the property,to the nearest 15 seconds. The latitude and longitude must be provided as either degrees,minutes,and seconds,or in decimal degrees with three decimal places. This information may be obtained from a variety of sources, including: o Surveyors or engineers for the project should have,or be able calculate,this information. o EPA maintains a web-based siting tool as part of their Toxic Release Inventory program that uses interactive maps and aerial photography to help users get latitude and longitude. The siting tool can be accessed at www.epa.gov/tri/report/siting_tool/index.htm o U.S. Geological Survey topographical map,available at area map stores. o Using a Global Positioning System (GPS) unit to obtain a direct reading. Item 3-Legal Description or Map:One of these two items must be provided: • Legal Description of the entire site covered by the application that must include subdivision(s),block(s), and lot(s)(providing the metes and bounds or just the township/section/range,is not adequate).This information should be available for subdivided properties from documents submitted to or maintained by the city or county,such as the subdivision plat or deed. If this information is not available,a map must be submitted.—or— • Site Map that defines the boundaries of the site being applied for. The level of detail that must be provided will depend on the nature of the project and must be adequate so that it can be determined during a field audit what construction activities are covered under the issued certification. For typical developments within a specific surveyed property,a map clearly showing the property boundaries should be obtainable. For projects located in areas with adjacent construction areas that will not be covered by the application(such as multi-lot developments with multiple owners/operators),this detail is essential. However, for projects such as road or utility projects, where providing this detail may not be feasible or necessary to distinguish the project from adjacent activities,a less detailed map showing the approximate area is adequate. Maps must have a minimum scale of 1:24000(the scale of a USGS 7.5 minute map). Maps must be folded to 8/2x 11 inches. Do not submit grading plans or other blueprints as the site map or the application will be rejected.This is not the same as the map required in the SWMP(see Appendix A). Item 4-Area of Construction Site: Provide both the total area of the construction site,and the area that will undergo disturbance,in acres. Note: aside from clearing,grading and excavation activities,disturbed areas also include areas receiving overburden(e.g.,stockpiles),demolition areas,and areas with heavy equipment/vehicle traffic and storage that disturb existing vegetative cover. If the project is part of a larger common plan of development or sale(see the definition at the top of page one of the instructions),the disturbed area of the total plan must also be included. This will be used to determine if the project is a Small Construction Site(see Item 6),and if the site may qualify for a waiver. (A waiver based on the R-Factor(or Rainfall Erosivity Factor)may be available if the total of the disturbed area is less than five acres,and the project will last less than one year. See www.cdphe.state.co.us/wq/PermitsUnit for more information.) 3/06/Const m Item 5-Nature of Construction Activities: Either check the appropriate box or boxes,or if the given descriptions do not fit the project,provide a brief description that indicates the general nature of the construction activities for which permit coverage is being requested. A more detailed description of the project must be included in the Stormwater Management Plan(see Item 8). Item 6-Anticipated Construction Schedule: Provide the current estimated start and final stabilization dates for the construction project as follows: • Construction Start Date-This is the day you expect to begin disturbing soils,including grubbing, stockpiling, excavating,demolition, and grading activities. • Final Stabilization Date- in terms of permit coverage,this is when the site is finally stabilized. This means that all disturbed areas have been either built on,paved,or a uniform vegetative cover has been established. Permit coverage must be maintained until that time. Even if you are only doing one part of the project,the estimated completion date must be for the overall project. If permit coverage is still required once your part is completed,the permit certification may be transferred or reassigned to a new responsible entity(s). Small Construction Sites (1-5 acres) Only: It is very important to provide an accurate estimate. If in doubt,assume a longer period of time. If your estimate is for 12 months or less,the permit fee will be 25%of the annual permit fee*per quarter,with a minimum fee payment of one quarter. The quarter will begin on the date the permit is issued. For those permit certifications issued for longer than 12 months,the annual permit fee* is charged for each year for which the permit is active. You will receive your bill after the issuance of your certification. (*Current permit fees can be obtained from the Division's web site at www.cdphe.state.co.us/wq/PermitsUnit. Fee amount is determined by the Colorado legislature and is subject to change.) If your estimate is for 12 months or less,your certification will automatically expire at the end of the relevant quarter(see certification for exact date). If your project is not completed(finally stabilized)as defined above by that time,you must fill out the Construction Certification Extension form(which will be included with your permit),or risk being in violation of the Clean Water Act. Item 7- Receiving Water(s): Identify the receiving water. Receiving waters are any waters of the State of Colorado. This includes all water courses,even if they are usually dry. If stormwater from the construction site enters a ditch or storm sewer system, identify that system and indicate the ultimate receiving water for the ditch or storm sewer. Note:a stormwater discharge permit does not allow a discharge into a ditch or storm sewer system without the approval of the owner/operator of that system. Item 8- Stormwater Management Plan(SWMP)Certification: The certification of completion of a SWMP must be signed by the applicant or their authorized agent. Appendix A contains the requirements for the SWMP during the period of construction(as listed in the Stormwater Construction Permit). Submittal of the SWMP is not required; however, it must be developed and implemented and kept at the construction site. The Division reserves the right to request the SWMP at any time. Item 9- Signature of Applicant: The applicant must be either the owner and/or operator of the construction site. Refer to Part B of the instructions for additional information.The application must be signed by the applicant to be considered complete. In all cases,it shall be signed as follows: a) In the case of corporations, by a principal executive officer of at least the level of vice-president or his or her duly authorized representative, if such representative is responsible for the overall operation of the facility from which the discharge described in the application originates. b) In the case of a partnership, by a general partner. c) In the case of a sole proprietorship,by the proprietor. d) In the case of a municipal,state, or other public facility, by either a principal executive officer,ranking elected official,or other duly authorized employee. This certification includes an acknowledgment that the applicant understands that the permit coverage,and therefore the applicant's liability,will be for the entirety of the construction project described and applied for,until such time as the application is amended or the certification is transferred,inactivated,or expired. 3/06✓Const iv GENERAL PERMIT APPLICATION For Agency Use Only C 0 R-0 3 STORIvfWATER DISCHARGES ASSOCIATED WITH: Date Received: / / CONSTRUCTION ACTIVITY MonthDay- Year (Permit No.COR-030000) Billing Code: 9A 913 9C(1) 9D(2) 9E(3) 9F(4) ALL APPLICANTS MUST FOLLOW THE DIRECTIONS FOR COMPLETION OF THIS FORM IN PART D OF THE INSTRUCTIONS Please print or type. All items must be completed accurately and in their entirety or the application will be deemed incomplete and the application returned. Processing of the application will not begin until all information is received. Please refer to the instructions for information about the required items. Original signatures for Parts 8 and 9 are required. 1. Name and address of the permit applicant: Company Name Mailing Address City,State and Zip Code Phone Number f ) Who is applying? Owner ❑ Developer ❑ Contractor ❑ Local Contact(familiar with facility) Title Phone Number ( ) Local Contact E-mail Address Legally Responsible Person(application signer)E-mail Address 2. Location of the construction site: Street Address(or cross streets) City(if unincorporated,so indicate) County Name of plan,project,or development Latitude/Longitude—use one of the following formats: Latitude _ / __ / _ Longitude — I __ / _ (e.g.,39'42'11", 104°55'57") -or- degrees minutes seconds degrees minutes seconds Latitude . Longitude (e.g., a degrees(to 3 decimal places) 39.703 , 104.933°') degrees(to 3 decimal places) 3. Legal Description(subdivision,block,and lot)or Map Indicating Site Location/Boundaries: If a map is attached to provide this information,this must be indicated below. Maps must be folded to 8%x 11 inches. Map Attached? ❑ Yes,skip to item 4 ❑ No;include legal description per Instructions(use separate sheet if needed): Subdivision(s),Lot(s),Block(s): 4. Area of the construction site: Total area of project site(acres) Area of project site to undergo disturbance(acres) Total disturbed area of Larger Common Plan of Development or Sale, if applicable(i.e.,total including all phases, filings, lots,and infrastructure not covered by this application,SEE INSTRUCTIONS!) 3/o6/Const 1 of 2 5. Nature of the construction activity: Check the appropriate box(s)or provide a brief description that indicates the general nature of the construction activities. (The full description of activities must be included in the Stormwater Management Plan.) ❑Single Family Residential Development CI Multi-Family Residential Development ❑Commercial Development ❑Oil and Gas Production and/or Exploration(including pad sites and associated infrastructure) ❑Highway/Road Development(not including roadways associated with commercial or residential development) 0 Other,Describe: 6. Anticipated construction schedule: (SEE INSTRUCTIONS!Providing incorrect information may result in violations.) Construction Start Date: / / Final day year Stabilization Date: _/__/ — ———— month month day year 7. The name of the receiving waters(s).(If discharge is to a ditch or storm sewer,also include the name of the ultimate receiving water): ISTOP! A Stormwater Management Plan(see Appendix A)must be completed prior to signing the following certifications! ificattons. !I 8. Stormwater Management Plan Certification: "I certify under penalty of law that a complete Stormwater Management Plan,as described in Appendix A of this application,has been prepared for my activity. Based on my inquiry of the person or persons who manage the system, or those persons directly responsible for gathering the information,the Stormwater Management Plan is,to the best of my knowledge and belief;true,accurate,and complete. I am aware that there are significant penalties for falsely certifying the completion of said SWMP,including the possibility of fine and imprisonment for knowing violations." Signature of Legally Responsible Person(submission must include original signature) Date Signed Name(printed) Title 9. Signature of Applicant "I certify under penalty of law that I have personally examined and am familiar with the information submitted in this application and all attachments and that,based on my inquiry of those individuals immediately responsible for obtaining the information,I believe that the information is true,accurate and complete. I am aware that there are significant penalties for submitting false information,including the possibility of fine or imprisonment. "I understand that submittal of this application is for coverage under the State of Colorado General Permit for Stormwater Discharges Associated with Construction Activity for the entirety of the construction site/project described and applied for, until such time as the application is amended or the certification is transferred,inactivated,or expired." 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S Of --- _ `� Se- III 3 s / IP r e. -' r ri S _ .� - _ . . _ _�. -. ...-. ~ PO lb ' - � I �-it N cici 1900 S. SUNSET ST. , SUITE 1 -F N 0 1000' 2000' lnb TECH LONGMONT, CO 80501 47 IIMMMtIMMMIE o MAIN: 303.772.5282 tFAX: 303.772 .7039 At SCALE: 1 '=2000' 04 /04/ 2007 ELR 721 OF 1 o JOB 80 - 5291 . 001 . 00 0 3 , FILE CONTAINS OVERSIZED MAP PLEASE SEE ORIGINAL FILE Hello