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Home My WebLink About20160284.tiff CERTIFICATION OF COMPLIANCE ENGINEERING DESIGNED TO WELD COUNTY CODE STANDARDS AND CRITERIA I Jeffrey A. Butson, P.E., CFM Consultant Engineer for Blue Grama Land Corporation ("Applicant"), understand and acknowledge that Applicant is seeking land use approval of USRI5-0062 Riverside Unloading Facility ("Application") fin the property described in the attached Exhibit "A." I have designed or reviewed the design ("Design") for the proposed land use set forth in the Application. I hereby certify, on behalf of Applicant that the Design will meet all applicable drainage requirements of the Weld County Code with the exception of variance(s) described below. This certification is not a guarantee or warranty either expressed or implied. • repo LICcy I (Engineer's Stamp • • .t A. Q •..�� 11 C % _ (!441891rci5) • t.%14., `thtie,SiONAO _ En n e d Signature VARIANCE REQUEST I ) Describe the Weld County Code criteria of which a variance is being requested. 2) Describe why it is not possible to meet the Weld County Code. 3 ) Describe the proposed alternative with engineering rational which supports the intent of the Weld County Code. The applicant is requesting a variance from 23- 12-90.B - Retention Criteria to allow for retention facilities on surrounding property The topography in the are is hummocky, with many hills and depressions. There is no natural drainage to any creek in the area. Drainage from the site will collect to two depressions and be allowed to infiltrate in nearly the same manner as would be naturally occurring. The surrounding property owner has accepted increased runoff as shown in the acceptance letter enclosed in the drainage report. The proposed retention facility does meet the following retention criteria, with supporting details in the drainage report: I . Contains at least I .5 times the volume of specified runoff 2. The retention facility infiltrates in less than 72 hours. The proposed retention facility does not include an emergency spillway because the terrain does not allow for drainage to any other location. I understand and agree that the intention of the Code is to reduce impacts of development on neighboring downstream properties and the public. I understand if this variance request is approved it is not precedent setting and is based on site specific constraints. Planning Director Approval indicated when signed by director or appointe • � Planning Director lmb kAcitc) Signature Date of approval I ) l Z ) 13" 1/13/15 [It ] TETRA TECH September 2 , 2015 Tom Parko, Planning Director Weld County Planning and Building Department 1555 North 17'h Avenue Greeley, Colorado 80631 RE : Request for Retention Variance at Riverside Unloading Facility for Blue Grama Land Corporation (Parcel 096524100003 ); Weld County, Colorado; Tetra Tech Job No. 133-124603-15001 Dear Mr. Parko : Tetra Tech is submitting a req uest for variance at the Riverside Unloading Facility proposed by Blue Grama Land Corporation (Blue Grama) . The proposed facility will be leased from 70 Ranch , LLC, which will continue to own surrounding property. A location map for the facility is presented in Figure 1 . The location of the facility is unique. The topography in the area is hummocky, with many hills and depressions. The soil is a non-cohesive sand and is classified as hydrologic soil group A. The site is also surrounded by 70 Ranch LLC, who is leasing the property to Blue Grama. We are requesting a variance to allow for retention for the proposed project. This request is being made because of the site topography. The terrain does not allow for natural drainage to a jurisdictional water. The terrain is shown on the historic drainage plan . As a result, drainage from the site will collect in two depressions for infiltration . The retention ponds included in the drainage report meet the following design criteria as stipulated in the County Code: • The total retention storage of the ponds, including freeboard is in excess of the minimum 1 .5 times the 100-year , 24-hour runoff volume. The required volume for Pond A is 2.4 ac-ft. The provided volume (storage below the 1 ' freeboard elevation) is approximately 6. 3 ac-ft The required volume for Pond B is 1 . 5 ac-ft. The provided volume (storage below the 1 ' freeboard elevation) is approximately 3. 1 ac-ft. • The total time to drain for each pond , using the infiltration rate methods described in the Urban Storm Drainage Criteria Manual is: a Pond A is estimated to drain in 6. 5 hours. Pond B is estimated to drain in 8.9 hours. The Code requires that the retention pond have an emergency spillway. Due to site topography, a spillway would not be needed . Each retention pond is located in a low point which does not naturally drain to any other location. We are requesting that this requirement be waived because of these circumstances. Tetra Tech 1900 S. Sunset Street, Suite I -E, Longmont, CO 80501 Tel 303-772-5282 Fax 303-772-7039 yrtvvy.tetratech.com Tom Parko '1t TETRA TECH September 2. 2015 Page 2 The ponds are located partially outside the lease boundaries . We have requested and received an agreement from the adjacent landowner to accept additional runoff as a result of the development_ This agreement is attached . Based on the storage volumes provided and the fact that we are draining to the same depressions as the pre-project conditions, we have a reasonable expectation that runoff will not adversely impact downstream owners . Please let me know if you have any questions. Sincerely, TETRA TECH _( ' / q r . Jeffrey A. Butson, P.E. , CFM Project Engineer Enclosures: Figure 1 — Location Map 70 Ranch LLC Authorization Letter P:1124603'133-124503-150o1\ProjMgmtlCorresponaence\Riverside Weld County Variance Request docx FINAL DRAINAGE REPORT FOR RIVERSIDE UNLOADING FACILITY WELD COUNTY, COLORADO Prepared for: Blue Grama Land Corporation 501 S. Coltrane Street, Suite A Edmond, Oklahoma 73034 Prepared by: Tetra Tech, Inc. 1900 South Sunset Street, Suite 1 -E Longmont, Colorado 80501 Tetra Tech Job No. 133- 124603- 15001 September 2015 Ilt) TETRA TECH ENGINEER'S CERTIFICATION I hereby certify that this report for the final drainage design of the Riverside Unloading Facility was prepared by me (or under my direct supervision) in accordance with the provii s ns of the Weld County Storm Drainage Criteria for the applicants of the pro # . ' thereof i 0 .......,411TNANsil i _,,t•C1/4.;y � .....•a /t/ " 41891 Z °( j ,1Art 1/4-•924%,.%,v 0. Jeffrey A. Butson, P.E., CFM Licensed Professional Engineer State of Colorado No. 41891 • TABLE OF CONTENTS Page 1 .0 INTRODUCTION 1 2.0 GENERAL LOCATION AND DESCRIPTION 1 2. 1 Location and Existing Conditions 1 2.2 Proposed Development 1 3.0 DRAINAGE BASINS AND SUBBASINS 1 3 . 1 Major Basin Description 1 3 .2 Historic Drainage Patterns 2 4.0 DRAINAGE DESIGN CRITERIA 3 5.0 DRAINAGE FACILITY DESIGN 4 5. 1 General Concept 4 5.2 On-site Drainage 4 5.3 Retention 6 6.0 CONCLUSIONS 6 7.0 REFERENCES 8 List of Tables Table 1 : Historic Basin Runoff Summary Table 2: On-site 100-Year Runoff Summary Table 3 : Retention Pond Summary Table 4: Retention Pond Summary Final Drainage Report i September 2015 Riverside Unloading Facility 1'11246031133-124603. 15001V)ocs\ReportsDDrainageWinal Drainage Report Riverside doc List of Appendices Appendix A: Mapping Vicinity Map FEMA Flood Insurance Rate Map Appendix B: Hydrology Computations Appendix B- 1 : Soils Report Appendix B-2: Rainfall Data Appendix B-3 : Historic Runoff Calculations Appendix B-4: Developed Runoff Calculations Appendix C: Hydraulic Computations Appendix C-1 : Culvert Calculations Appendix C-2: Drainage Channel Calculations Appendix C-3: Conveyance Summary Appendix D: Drainage Plans Historic Drainage Plan Sheet 1 Developed Drainage Plan Sheet 2 Appendix E: Variance Request for Retention Facility Final Drainage Report ii September 2015 Riverside Unloading Facility P•1124603\133-124603-150011Doca\Reports\Drainagc\Final Drainage Report Riverside doe 1.0 INTRODUCTION The purpose of this report is to present the proposed storm drainage improvements for the Riverside Unloading Facility (Riverside). With development of a green field site, one can expect an increase in impervious cover and, therefore, an increase in peak storm water runoff. This report examines the undeveloped flow patterns of offsite and on-site drainage basins and the proposed storm water facilities designed to mitigate the downstream impact of increased storm water runoff. The contents of this report are prepared, at a minimum, in accordance with the Weld County Code for a Final Drainage Report. 2.0 GENERAL LOCA TIONAND DESCRIPTION 2.1 Location and Existing Conditions Riverside is located on a 12.8 acre parcel approximately 9.5 miles east of the Town of Kersey, Colorado. The parcel will be leased from 70 Ranch LLC to Blue Grama Land Corporation (Blue Grama). The site is located along a private road (70 Ranch Road). The main entrance of the subject property is located at the eastern terminus of Weld County Road (WCR) 388, which is an entrance to the 70 Ranch property. The site is located approximately 5 .9 miles east of the terminus of WCR 388. The subject property is located in the southwest and southeast quarters of Section 24, Township 5 North, Range 63 West of the 6th P.M., Weld County, Colorado. A vicinity map has been provided in Appendix A. The property is currently undeveloped and consists of agricultural range land. Surrounding land use adjacent to the subject parcel is primarily agricultural. Hydrocarbon production wells are present in the vicinity. No utilities are known to cross the subject property, but there are utilities located near the lease boundaries. 2.2 Proposed Development Blue Grama is proposing an oil unloading facility for centralized collection of crude oil to be conveyed by pipeline to a facility in Lucerne, Colorado. Blue Grama is leasing the property from 70 Ranch, LLC. The proposed facility will be phased with only some of the features shown constructed in the near future. Additional future facilities may be constructed depending on market conditions. 3. 0 DRAINAGE BASINS AND SUBBASINS 3.1 Major Basin Description The subject property is located in rural Weld County and is surrounded by undeveloped agricultural land. The project site lies in a FEMA designated area, Zone C: "areas of minimal flooding." An appended Flood Insurance Rate Map is provided in Appendix A. The Riverside facility is located on Flood Insurance Rate Map (FIRM), Community Panel No. 0802660675C. Final Drainage Report 1 September 2015 Riverside Unloading Facility P i12d603‘13 3-1 24603-1 500 1\Docs\Reports\DrainageWinal Dravnagc Report Riverside.doc The site is located outside any applicable Weld County or adjacent Master Drainage Plans. Site terrain is hummocky and is characterized by hills and basins. This type of terrain does not appear to have any natural streams to drain the area. The USGS quad map for this area shows many depressions and hills. Runoff appears to collect to the basins with no natural outlet. Runoff either percolates or evaporates. According to the Soil Survey of Weld County, Colorado, Northern Part [ 1 ], site soils are primarily sand. Sandy soils are well drained and slopes are between 0 and 9 percent. A detailed soil survey report has been provided in Appendix B-1 . The soil types are entirely hydrologic soil group A. 3.2 Historic Drainage Patterns A ridge line divides the site into two historic sub-basins: Basin A and Basin B. The divide generally runs from north to south. Each of the sub-basins drains to its own depression at the edge of the property boundary. The Points of Analysis (POA) for all basins were selected as the lowest point of each depression. A map showing the historic drainage basins is presented in Appendix D. Basin A is located on the east side of the project site and drains towards the south. The depression that Basin A drains to is bisected by the 70 Ranch Road . Basin B is located on the west side of the project site and drains to a depression along the western property edge. Site rainfall depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Volume 8, Precipitation-Frequency Atlas of the United States (2013). This data supersedes the rainfall depth information provided in the Urban Storm Drainage Criteria Manual. The current NOAA data was used for the determination of point rainfall data. The NOAA data formed the basis of the IDF calculations for other storm frequencies and durations using Urban Drainage methods. Rainfall data is presented in Appendix B-2. As detailed in a subsequent section, retention is required for runoff storage at this site because there are no natural drainage channels to convey flows. As a result, volume calculations for historic and proposed runoff were required to support the retention calculations. HEC-HMS was used to estimate runoff volumes. The NRCS Curve Number method was used for estimation of runoff volumes. A Curve Number of 55 was selected for semi-arid rangeland with herbaceous cover. The TR-55 manual does not have values tabulated for Type A soils and this type of ground cover. The nearest equivalent value was determined for desert conditions, assuming fair ground cover. The historic runoff rates and total runoff volume for the 100-year, 24-hour storm event are presented in Table 1 . Times of concentration for the historic drainage basins were estimated using the methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Calculations for time of concentration and composite runoff coefficients for the hydrologic analysis are presented in Appendix B. Final Drainage Report 2 September 2015 Riverside Unloading Facility P•NI24603\I33-124603. 15001\Docs\Repons\Drainage\fiinal Drainage Report Riverside.doc Table 1 : Historic Basin Runoff Summary 100-Year, 24-Hour 100-Year, 24-Hour Peak Flow Volume Basin 11) Acres (cfs) (ac-ft) 1 15.86 2.4 1 . 1 13 11 .91 1 .8 0.8 4.0 DRAINAGE DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2 and 3; Weld County Code; and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3. Based on this criterion, a 100-year storm is used as the major storm when evaluating existing and proposed drainage facilities. Rainfall Data: Rainfall data was collected using the Volume 8, Precipitation-Frequency Atlas of the United States (2013). Pipe and Culvert Sizing: Site storm infrastructure capacities have been evaluated using Manning's Equation. The culverts on site are sized to convey the 100 ear storm event. 100-year Erosion control devices will be provided at all culvert and swale outlets to protect against downstream erosion. Culvert sizes were determined using Culvertmaster software. Preliminary pipe calculations have been provided in Appendix C. Drainage Channel Sizing: Channels are present on the site to channel flows to the retention ponds. All channels are sized for the 100-year storm event using Manning's Equation. Multiple on-site drainage channels have also been sized to convey the major storm event. Detailed channel calculations have been provided in Appendix C. Due to the relative steepness of channels, the sandy soil types, and lack of vegetation, turf reinforcement mat is recommended for all drainage channels and pond slopes to reduce erosion potential. Water u l�Q a ty Pond Sizing: Retention ponds are proposed for stormwater management. Because runoff is not released into jurisdictional waters, there is no need for additional stormwater treatment. Retention Pond Sizing: Retention ponds were selected for use due to the lack of natural drainage channels. The terrain in this area is characterized by hills and depressions. Rainfall in this area is expected to collect in the depression and infiltrate. Retention facilities are designed to contain 1 .5 times the 100-year, 24-hour storm in accordance with the Code. The Code requires that a retention pond have an emergency spillway. However, in this location, the lack of drainage channels to convey flow away from the facility make a spillway unnecessary. Calculations for the retention pond showing infiltration of the 100-year, 24-hour storm within 72 hours is discussed in a subsequent section. A variance request for the use of a retention facility is presented in Appendix E. Final Drainage Report 3 Septe mber tuber 2015 S Riverside Unloading Facility P '124603\133-124603-15001\Docs'Reports\DramageWinal Drainage Rcparl Riverside.dnc 5.0 DRAINAGE FACILITY DESIGN 5.1 General Concept The site was subdivided into several sub-basins based upon the proposed final grading of the site. Areas draining to Pond A are grouped into the "A" series developed drainage basins. The basins were subdivided to determine culvert and channel sizes. The secondary containment area is within the A drainage area. However, flows from this secondary containment area are normally contained within the area and checked for oil sheen prior to release in Pond A. Areas drainage to Pond B are grouped into the "B" series developed drainage basins. The basins were subdivided to determine culvert and channel sizes. A map showing the proposed drainage basins is presented in Appendix D. 5.2 On-site Drainage Basin Al will flow overland directly to a culvert and into Pond A. Basin Al includes an offsite area and a construction laydown yard. The construction laydown yard will be used for the storage of materials on a temporary basis. Basin A2 will flow overland directly to a culvert and into Pond A. Basin A2 includes offsite areas and will be mostly undisturbed from its existing condition. Basin A3 flows directly into Pond A. Basin A3 includes a paved apron and canopy for the unloading facility. The unloading facility is elevated higher than the surrounding drive areas to prevent runoff from entering the unloading area. The unloading area contains a spillage capture system for capturing unintended releases of crude oil and containing it within a sump that will be pumped out when necessary. The drive areas will be compacted aggregate road base. Basin A4 flows directly into Pond A. Basin A4 includes only compacted aggregate road base for drive areas. Basin A5 will flow overland directly to a culvert and into Pond A. Basin AS includes offsite areas and will be mostly undisturbed from its existing condition. Basin A6 will flow overland directly to a culvert and into Basin Al . Basin A6 includes a portion of the construction laydown yard and is similar to Basin A l . Basin A7 is the secondary containment area. The secondary containment area is isolated from other site runoff by a valve located in the southeast corner. The area itself is assumed to be completely impervious because a clay liner to contain accidental spills will be installed. Runoff that collects in this corner will be checked for oil sheen prior to release into Channel 1 . This basin is included in total runoff volume calculations. Basin A8 flows into Channel 5. This basin includes the transfer manifold and a compacted gravel drive area. Final Drainage Report 4 September 2015 Riverside Unloading Facility P \1246031133-124603-15001\Docs\Rcports\Dra nage final Drainage Report Riverside doc Basin B1 will flow into Basin B2. where it is then discharged into Pond B. Basin Bl includes some compacted gravel roads. Basin B2 will flow into Channel 4 and discharge directly into Pond B. Basin B2 includes compacted gravel roads and some above ground pipeline equipment. Basin B3 will flow into Channel 3C into Channel 2. Basin B3 includes compacted gravel roads, an office building, the PRC building, and an electrical transformer. The surface of almost the entire basin will receive a compacted aggregate road base layer. Basin B4 will be collected into Channel 2 and discharged into Pond B. Basin B4 includes compacted gravel roads. Basin B5 flows overland directly into Pond B. The basin is entirely undeveloped areas similar to existing conditions. Basin B6 will flow into Channel 3 and be conveyed into Basin B3. The basin includes compacted gravel roads, booster pumps, A/C units, and above ground pipeline equipment. The surface of the entire basin will receive a compacted aggregate road base layer. Basin B7 will flow into Channel 3 and be conveyed into Basin B6. The basin includes compacted gravel roads, a sump tank, and above ground pipeline equipment. The surface of the entire basin will receive a compacted aggregate road base layer. Table 2 presents the peak flow rates for the sub-basins of each of the basins. Table 2 : On-site 100-Year Runoff Summ ary Peak Flow Peak Flow Corresponding Basin 11 ) Acres 10 Year (cfs) 1111) Year ( cfs) POA \ I 4. 12 039 2.24 A 412. 1 .98 0.33 1 .88 A A3 2.09 1 .92 5.27 A A4 1 .88 1 .34 4.20 A A5 0.98 0.20 1 .03 A A6 0.56 0. 13 0.56 A A7 1 . 18 3.28 6.43 A A8 0.85 0.60 1 .84 A B1 0.53 0.26 0.98 B B2 0.56 031 1 . 10 B B3 1 .09 1 . 17 2.95 B B4 0.54 0.29 1 .02 B B5 6.84 0.76 4.35 B B6 039 0.44 1 . 10 B B7 0.56 0.64 1 .57 B Final Drainage Report 5 September 2015 Riverside Unloading Facility P '124603'133-124603-150011Docs'Repons\Drainage\Final Drainage Report Krvcrs,de doe Detailed developed drainage calculations have been provided in Appendix B. 5.3 Retention There are two retention ponds proposed for this facility. An agreement between 70 Ranch, LLC and Blue Grama is presented in Appendix E. This agreement between the parties allows for additional undetained discharges to be released onto 70 Ranch property. Pond A is located in the southeast quadrant of the site and collects runoff from the "A" series developed sub-basins. Pond A is bisected by a roadway. The two cells of the pond are connected by a culvert. Pond B is located along the west property boundary on land owned by 70 Ranch, LLC. To analyze the runoff volumes for each retention pond, a HEC-HMS model was encoded to estimate the 100-year, 24-hour runoff volume. Basin characteristics were determined for Basins A and B. The minimum retention volume required by the Code is 1 .5 times the 100-year, 24-hour runoff volume. The results of the analysis is presented in Table 3 below. • Table 3: Retention Pond Summary Req. Retention Volume Provided with Runoff Volume Volume 1-foot freeboard Basin (ac-ft) (ac-ft) (ac-ft) A 1 .6 2.4 6.3 B 1 .0 1 .5 3.1 Emergency spillways are not provided for either retention pond. Each pond is located in a depression, which does not allow for drainage in any direction. The soils in this area are characterized in the Soil Survey of Weld County as "excessively drained." Chapter 5 of the Urban Storm Drainage Criteria Manual present a formula based on soil types to estimate the amount of infiltration at any given time. Using the equation presented in the manual, calculations for infiltration rate were made on a five minute interval. Using the rates for each interval, a total depth was estimated. The results are presented in the table below. Table 4: Retention Pond Su m ma rs Runoff Volume Time to infiltrate Pond (ac-ft) (hr) A 1 .6 6.5 B 1 .t) 8.9 The calculations show that the runoff infiltrates in less than 72 hours. This time is considered to be the standard time that is not injurious to water rights. 6.0 CONCLUSIONS This report was prepared to comply with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 with the Final Drainage Report 6 September 2015 Riverside Unloading Facility P '124603'133-124603-15001'.Docs\Rcports'\Drainage nal Drainage Report Riverside doe exception of the variance request that was presented in the letter at the beginning of this report. Drainage design is not expected to adversely impact adjacent landowners. This Final Drainage Report is being submitted to Weld County for review and approval. Final Drainage Report 7 September 2015 Riverside Unloading Facility P.11246031133-124603-150011Docs\Reports\DramageWinal Drainage Report Rivcnide.doc 7. 0 REFERENCES United States Department of Agriculture Soil Conservation Service in cooperation with Colorado Agricultural Experiment Station. Soil Survey of Weld County, Colorado, Southern Part, September 1980. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual, Volume 1-3, June 2001 . Weld County Code Ordinance 2015-11. Weld County, Colorado. Weld County Engineering and Construction Criteria Weld County Public Works Department, April 2012. NOAH Atlas 14, Volume 8, Precipitation-Frequency Atlas of the United States. U.S. Department of Commerce, 2013. Final Drainage Report 8 September 2015 Riverside Unloading Facility P 1124603\133-124603-15001\flocs\Reports\DrainageWinal Drainage Report Riverside doc APPENDIX A - MAPPING • Vicinity Map • FEMA Flood Insurance Rate Map eR63W R62W ii 0 o�: 1 13 Sea wl S�H :+r -w• .rrr+. 6R• • ••A... . .. • .�.•' C aG ef,n Y. 0 • , Ric\G i 4- - la . . I t Si Q ) O • V is S t • r• , 7 r 44;4411111 ,. l \!� • 'et � O I • s• i eye , 24 , • 't: ex , _...,( . • ,v.h.s, o•!.. rti) ! • 1111. O4 • • • • 1 • • ' j• �• 1 • ; . •..c.......s.. .\\ .„0,O. . • 1 • _ • c� 6 es /7 • - L.' i -*It i ism '`. ‘, :4534•4 , itirist . , rre444).05\-kr.-- \S. ::, 5t•\ . . • o x •• • \ .. ' 'mil /� ) I /, ' �W ` [( HOS 14 N. ,� ' . , �• 'tJ?'•/•2 .IPP‘ An, . . iN) 1 t1 . ,A.' tik ` ,?,:. • .p. n 5 ✓. 1t % • / W 1 \ U •, •• ei. to i »\' ♦Y,. J ,„"i% \A!✓ . •••r I ehli,t: 4 it.; _ , 1.47. i .\ " . 1 .kjai F.) . ?wig.".34' it••?4,..4 "es 49.441.•1; fy ft- \it- k 1 -AA - . ..... • a .... t•. ,,,. :,. •()*_t?‘ ',.. ,,- $11.(1,7. . -* t - `e- - ; \ °1.. \\ I t ••, \..,/e ). t° 0 0 :., , • -,.., . : ., ' ..1 . . o �.f 2.000 •. ,,...tv‘e\ . � t1 �► . • \ ' :. • ��..\\JJ Z Feei • scci ; am° _ ' M 11, vNg BLUE GRAMA Project No.: 133.124803-15001 'It TETRA TECH RIVERSIDE PARCEL Date: AUG 11, 2015 to WELD COUNTY, COLORADO Designed Br JJA 5 www.tet ratec h.co rr iN Figure No 1900 S. Sunset Street, Ste 1-E Longmont, Caloraao80sc VICINITY MAP 1 Q ` PHONE: (303) 772-5282 FAX. (303) 772-7039 III 11 4>. II -// 1 APPROXIMATE SCALE ii )000 0 I 1/ I I I I47 - -- -- NATIONAL FLOOD INSURANCE PROGRAM (1':: 23 1/ 24 I ._ �, FIRM FLOOD INSURANCE RATE MAP 1' . PROJECT LOCATION re- II j - - - ��---- * f = _ I 1'P -.1j.....(.1 I WELD ,� �f---�� - _ - y COUNTY, \\ �7 l 1� I COLORADO frii UNINCORPORATED AREA i \ / ', I jij! Ill 1 PANEL 675 OF 1075 I - /// � � 'I IEEE MA/ INOt11 FG• 9:.•.� r� ..p, \\ 26 // 25 I ‘./a- \\ I if II I, - ---I- ii �� I COMMUNITYPANEL NUMBER 1 080266 0675 C I • I' L MAP REVISED: SEPTEMBER 28, 1982 I ,i \ t ~ I . `i \ , �....;, � t�nbiraI emergency management agency 111. 35 �� 36 I � IiI RIVERSIDE INTAKE < l lCANAL, o I. _ cc. \\\ a -- — — ----- —_ -- I This to an offal copy of a portion of the above referenced flu-0o map It was extracted using F-t lT On-Line This map does not reflect changes :;r amendments wtuch may rune been made subsequent to the date on tnc title dock For the latest product information abo-st National Flood insuranct • Program flood maps check the FFMA Flood Map Store at viww mec fema go:E APPENDIX B - HYDROLOGY COMPUTATION APPENDIX B - 1 SOILS REPORT Hydrologic Soil Group—Weld County, Colorado, Southern Part P. (Riverside Unloading Facility) ii. k 55200C 552100 552200 557300 552400 55?530 5'52600 40. 22'W'N at" 1:'�•V xN 1 r . • . ' r _ It 4 CID 11 S .� I A. ,+, il Q^q it 1 I Sill i' �. - - ''afri3. 4 0 11, • i 8 n a A S Li•tesiVaattlartifOttUrrinie*It' St.. . Driveway ____ ,..4 _ __ - . . -- ,I lici.'.! t •.- \ •�.f ,4‘ a -• . ilt\I '.• . 4. f 1' 1 .111 • • , •!, •O • .••'1 . ♦• . •.$- 4 e. .- • li 1.440,°I. I ...- . i . tv.A. .0 ' ' tree j . . • k'r • s .SO. 22' N :__2 • t t 1 A0. 22.20•N 552000 552100 552200 552300 552400 551500 552600 3 a N 19 Map Sole: 1:4,290 if i x u t W ix i A I xr l r l it (its" x 11")sheet. % N 0 50 100 700 300men k Fla 0 200 400 800 1200 /� ►`appi lnii v' Mai - amermarb tes: WG584 Edge tics: 11THZara 13N WGS84 aNatural Resources Web Soil Survey 9/1/2015 Conservation Service National Cooperative Soil Survey Page 1 of4 Hydrologic Sod Group—Weld County, Colorado. Southern Part (Riverside Unloading Facility) MAP LEGEND MAP INFORMATION Area of Interest (AO.) ■ c The soil surveys that comprise your AOI were mapped at 124,000. Area of Interest (Aa) . CID sous Warning: Sod Map may not be valid at this scale. D Sod Rating Polygons ■ Enlargement of maps beyond the scale of mapping can cause NM A O Not rated or not avadabte misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting AID Water Features sods that could have been shown at a more detailed scale. ` Streams and Canals Fly B BIDTransportabor, Please rely on the bar scale on each map sheet for map +-+-4 measurements. �—� C interstate iirpirwalrs Source of Map: Natural Resources Conservation Service ..os Gp Web Sod Survey URL: htlp://websodsurvey.nrcs.usda.gov LIS Routes Coordinate System: Web Mercator (EPSG: L57) D Major Ragas Maps from the Web Soil Survey are based on the Web Mercator i 1 Not rated or not available Ftoads projection, which preserves direction and shape but distorts Sodom distance and area. A projection that preserves area, such as the Background Albers equal-area conic projection, should be used if more accurate .-.i A . Aeria! Photographycalculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of .v B the version date(s) listed below. ti B/D Soil Survey Area: Wend County, Colorado. Southem Part .v Survey Area Data: Version 13, Sep 23, 2014 C •v Sod map tints are labeled (as space allows) for map scales 1 .50.000 GD or larger. .N D Date(s) aerial images were photographed: Apr 22, 2011—Oct 19, • r Not rated or not available 2011 Sod ttatr'g Points The orthophoto or other base map on which the sod lines were ■ A compiled and digitized probably differs from the background imagery displayed on these maps. As a resut, some minor shifting ■ ND of map unit boundaries may be evident IN B • B/D ( SIM Natural Resources Web Soil Survey 9/1/2015 Conservation Service National Cooperative Sod Survey Page 2 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Pert Riverside Unloading Facility Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (COA18) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 69 Velent sand. 0to3 A 75 9.7% percent slopes 70 Valent sand, 3 to 9 A 89.7 90.3% 1 percent elopes Totals for Area of Interest 77.2 100.0% Description Hydrologic soli groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C , and D) and three dual classes (A/D, BID, and C/D) . The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission . Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture . These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential , soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly Impervious material, These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, BID , or C/D) , the first letter is for drained areas and the second is for undrained areas . Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition issita, Natural Resources Web Soli Survey 9/1 /2015 Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soli Group—Weld County, Colorado, Southern Pert Riverside Unloading Facility Component Percent Cutoff: None Specified T1e•breek Rule: Higher Natural Resources Web Soil Survey 9/1/2015 Conservation Service National Coopentive Soil Survey Page 4 of 4 APPENDIX B -2 RAINFALL DATA Precipitation Frequency Data Server Page 1 of 3 NOAA Atlas 14. Volume 8, Version 2 Location name: Kersey, Colorado, US' „ I 4) Latitude: 40.3769°, Longitude: -104.3830' ) Elevation: 4592 tt' source Google M.a("Ldt.‘ s .`- ../ POINT PRECIPITATION FREQUENCY ESTIMATES Sarla Ponca Decorah Martin, Sandra Pavbvic, Ishani Roy. Michael St Laurent. Cad Trypaluk, Dale Unruh Michael Yekla Geofery 8onnin NOAA, National Weather Service, Silver Sprang, Maryland P1- tabular l PF graphical l Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (In inches)' Duration __ - Average recurrence interval (years) II 1 2 I 5 10 25 50 100 200 500 1000 5-min 0.260 0.302 0.398 0.488 0.629 0.761 0.883 1.03 1.24 1A1 (0 200-0 316 i (0 241-0 381)[(0 316-0 503) 10 385-0.62040 486-0 845 (0 563-1 02)10 638-1 221;0 710-1 48) (0.820-1.801 (0 904-2 06) 10-min 0.366 0.442 0.682 0.716 0.921 1.10 1.29 1.61 1.82 2.07 10 293-0.46210.352-0.558)(0462-0 737)1(0.564-0.909 (0 712-1 24) p0 824-1.49)1(0 933-1 79� (1 04-2 13) (1 20-2 63) (1 32-3 01) 15-min 0.447 0.639 I 0.710 0.872 1.12 1.34 1.68 1.84 2.22 2.63 (0 357-0 564 0 430-0 680)1(0 564-0 6991 (0 688-1 11)I(0 868-1 51) (1 01-1.81)1(1 14-2 18) (1 27-2 60) 11(1 47-3 21) (1 61-3.67) 30-min 0.601 0.724 0.953 1.17 1.61 1.80 2.11 2.46 2.96 3.37 (0 480-0.758) (0 577-0 914) (0 757 1 21) (0 923-1 49) (1 16-2 02) (1 35-2 43) (1 52-2 92) (1 70-3 48) 11(1 96-4 291 (2 16-4 91) 60-min 0.747 0.889 1.18 1.43 1.86 2.23 244 3.10 3.78 4.34 (0 596-0 943) (0709- 112) 1(0924-147) (113-182) (144-251 ) (1 67-3 03) (1 91-3 66) (215-441) (250-549) (277-630) ' 2-hr 0.893 1.06 I 1.37 1.69 1 2.20 2.66 I 3.17 3.76 4.59 6.30 4(0 719 -1 12) (0648-132) (110- 172) (1 35-2 131 (173-2961 1202-359) (232-437) (262-528) (307-662) (342-763) 3-hr 0.977 1.14 1.48 1.82 2.38 2.89 3.46 4.11 6.06 6.86 (0791-121) (0923-1 42) 1 (119-184 �1 (146-228) (189-319) (221--389) 1(255-475) (289-577) (341 -727) (380-840) 6-hr .1 . . . . . . . 6.46 (0.914-112 38) (1 D71 -132 62) 1 (1 391 -712.11) (1 69-22.09 60) I (2 18-3 59 j (2 523-27434)1 (2 893-895 28) (3 254-696 37) (3 861-76196) (4 23-9 17) 12-hr 1.29 1.64 1.99 I 2.41 3.07 3.63 4.24 4.91 6.87 6.86 (1 07-1 58) (1 27-1 88) 1 II (1 83-244) J (1-97-296) (2 45-3 97) (2 81-4.73)1(3 16-5.65) (3 50-6.71) (4 02-822) (4 40-9 36) 24 hr 1.63 1.79 2.272.71 3.39 3.96 4.58 5.26 6.22 7.01 (1 27-1 85) (1 49-2 17) 1 (1 88-2 75) I (2 23-3 30) ( (2 72-4 32) (3 09-5 10) 1(3 44-6 03)I (3 78-7 10) (4 29-8 61) (4 68-9 76) 2-day 1.76 2.06 I 2.59 1 3.06 I( 3.76 4.34 1 4.95 I 6.62 11 6.56 7.30 (1 48-2 11) (1 73-2 47) (2 16-3 10) (254-3 68) u (333-4 72) (3 41-5 51) (3 75-6.44) (4 07-7 49) (4 56-8 95) (4 92-10 1) 3-da 1.93 2.23 2.76 3.23 r 3.93 4.52 6.14 6.81 j 6.76 7.60 (1 63-2 30) (1 88-266) (2 31-3 29) j r r(2 70-3 87) (3 19-4 91) (3 57-5 70) (3 92-6 64) (4 24-7 70) (4 73-9 17) (5 10-10 3) 4-day (1 2.37 2.90 3.38 4.08 4.67 5.29 6.96 6.89 7.64 (1 75-2 44) (2 00-2 81) (2 44-344) (2 83-4 C3) (3 33 -5 07) (3 70-5 87) (4 05-6 80) (4 36-7 86) (4 85-9 33) (5 21- 1C 4) ri-daY 2.36 2.70 3.30 3.82 4.65 5.14 5.74 6.38 7.24 7.92 (2 0r 0-2 76) (2 30-3 17) (2 80-3 89)4 (3 22-4 51) (3 72-5 57)J (4 10-6 37)j (4 42-7 29) (4 70. 8 31) (5 12-9 68) y(5 44-10 7) 10 day 2.69 2.99 3.66 4.20 4.97 6.56 6.16 6.77 7.58 8.20 (2.22-3 03) (2.56-3 50) a (3 11-4 28) 1 (356-4 95) (406-6 02) (4 44-6 83) (4 75-7 75) (5 00-8 74) (5.38-10 1) (5 67-11 1) (3 9 20-day 3.34 3.82 1 4.69 ) 1 5.22 6.07 6.71 7.33 7.96 8.76 9.34 (2 89-388) (330-4 42) 6-533 (4 47-6 08) (500-7 25) (5 41-8 131 n (5 70-910) (5 93-10 1) 1 (6 27 11 5) (6 52-12 5) 30-day 3.95 4.60 I66-66.38 I 6A8 I 7.02 7.71 ➢ 8.38 9.03 9.86 10.6 (3 44-4 54) (3 91-5 18) (4 20) (5 24-7 04) (5 81-8 31) , (6 24-9 27) (8 55-10 3) (6 77-11 4) (7 10-12 8) (7 35-13 9) 4S-day 6.37 1 6.40 1 7.22 I 8.26 I 9.79 10.6 II 11.4 12.0 (4 142-75138) (4 69-6 14) (5 57-7 34) (825-8.31) (8.89-9 73) (7.367a-0160.8) (7.69-12.0) (7 90-13 7) l(8 22-14 7) (8 46-15 8) 60-day5.34 6.11 7.30 8.23 9.42 10.3 I 11.1 I 11.8 12.7 13.3 (4 69-607) (5 36-6 951 (6 38-8 33) (7 15-9 43) N (7 86-11 0) (8 39-12 2) (8 73-13 4) (8 92-14 7) (9 22-18 3) (9 45-17 5) Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS) Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5% Estimates al upper bounds are not checked against probable maximum precrpilalron (PMP) estimates and may be higher Than currently valid PMP values Please refer to NOAA Atlas 14 document for more information Back to Top PF graphical http://hdsc.nws.noaa.gov/hdsc/pfds/pfds jrintpage.html?tat=40.3769&ion=- 104.3830&data. .. 8/4/2015 Precipitation Frequency Data Server Page 2 of 3 / Average recurrence 12 - %`- irdente ;.. . (yaws) a 10 . _ • 2 6 - 10 6 ' _ ...-- - 26 - 60 _! .�- - 200 _ 600 - 1000 0 41 1 1 1 1 i 1 L tOf j , 1 -i! 1 I .1 -I ta i A i fiffi fin' ,R 8 Duration 14 I 1 1 , , Duration b+nr► — 2-day r — ,Oars 3.day 15-4r -- 4-day C 10 ---- -- r� 3o nun --- 7-day - e0 - 10-day 9 -....------- :-.--11—'�--' 2—hr — 20-day �-�` 3411 3oday 6 ;- . efir — 46day l � — 12-hr — 60-day 4 - _.�rr- 24-hr 2 o 1 1 l 1 1 1 1 2 5 10 25 50 100 0 200 500 1000 k to Too Average recurrence interval !years;Ma NOM Atlas 14. Whims B. Version 2 PSCirMd )GFiT)• Tire Aug 4 16:31:43 2015 Small scale terrain Scot ubruff 0 V 1J. , uH• !0 n 0 4 ,• 1.111 n1ry1 $ } 5 , ' 4 1st tii- IP cheyueme �r,ambo 'Fat Collins SPnnos ,.i '`;,-a7 0 M : ‘,...e.. ... , Greeley is y J seer 0 .. . : l° ' !to id, Mi Denver GO w od -A a a�� N�ICn�•1' rest O o 0 �,� � Aurora .4 , . • . ,_ • •shit 33333. • 110 -I. 4 At-"1:Ai 'ere: (-I ! 15.13.e D40 54. . ;q1,- 1 7 -i; 1, Colorado I , 14j - 1 "` ! :4: - . {xO 95 1 • .1 60 km Map dg6pttQDM15ap►,aogle Large scale terrain http://hdsc.nws.noaa.gov/hdsc/pfds/pfdsjrintpage.html?lat=40.3769&lon=- 104.3 830&data... 8/4/2015 Precipitation Frequency Data Server Page 3 of 3 ® 61 LJ Jt I 3 �u S 2 km - Map dat+ &Qflibr¢6rile e scale aerial p a r 4 , e 1 • ' , Back to Too US Department of Commerce National Oceanic and Atmosehenc Administration National Weather Service Office of Hydrologic Development 1325 East N1kst Highway Silver Spring, MD 20910 Questions'• HDSC Questions(t>Znoaa.gov Disclaimer http://hdsc.nws.noaa.gov/hdsc/pfds/pfds j,rintpage.html?Iat=40.3769&lon=- 104.3 830&data... 8/4/2015 APPENDIX B -3 HISTORIC RUNOFF CALCULATIONS Blue Gram - Riverside Historic Runoff Calculations Basin Basin Area(acres) Basin Imperviousness Runoff Coeficients. c Ltotal U Si Sw Ti Ti Te Lag Area(ac) Arra(so mi Soil l ypc A Soil Type R 1 Soil Type C Soil Type D Gravel Road(ac) Rucd%1 ant. (act t Undevclopcd(ac) 1 % 2 Yr 5 Yr 10 Yr 100 Yr POA (ft) (fl) (ft/ft) (fUft) (min) (min) (min) (min) A 15.86 0.0248 15.86 0.00 0.00 0.00 0.00 0.00 15.86 2.0 0.000 0.008 0.070 0.216 1225 500 0.018 0.016 363 13.8 50.1 30.1 A fi 1191 0.0186 11.91 0.00 0.00 0.00 0.00 0.00 11.91 2.0 0.000 0.008 0.070 0.216 822 500 0.011 0.011 43.1 7.2 50.4 30.2 B 1Basin A (2% Imp.) 2 yr Syr 10 yr 100 yr Site I ntpers iuusness Table I-hour Point Rainfall Depth Soil type A 15.86 100% 0.000 0.008 0.070 0.216 2 Yr 5 Yr l0 Yr 1(K) Yr Soil Type H 0.00 0% 0.028 0.088 0.166 0362 oot7rank 90 III n X84 1.16 1.41 2.64 Soil 'l ype(' 0.0(1 0% 0.056 0.162 0.262 0.508 ravel Road 40 Soil 1 ype I) 0.00 0% 0.056 0.162 0.262 0.508 Undeveloped 15.86 100% oapasile: 0.000 0.008 0.070 0.216 1Basin B(2% Imp.) 2 yr Syr IO yr 100 yr Soil Type A 11.91 100% 0.00(2 0.008 0.070 0.216 ;Notes: Soil Type 13 0.00 0% 0.028 0.088 0.166 0.362 1. Refer to Tabk 1(O-3 lin-Site Imperviousness. Historic flow analysis - 2% imperviousness. Soil Type C 0.00 0% 0.056 0.162 0.262 0.508 2. Refer to Urban Drainage Criteria Manual Vol. I Table RO-5 for Runoff('uellicients.Soil Type D 0.00 0% (1.056 0.162 0.262 0.508 11.91 100% omposite: 0.000 0.008 0.070 0.214 bit + Ii li - '11 I - (28.5•11)i(IO, fch`0.786 PI -- 1-hr point rainfall depth 1 i - (0.395•(I.I-051•Li^0.5) Si^0.)3 Tc - time ofconentraction C5 5 Yr RunofCoeNicient Li _ 500 ft. maximum Si • average watercourse slope 11 - 11.1-5001/ V V - CvS^0.5 Cv , Conveyance Coefficient(fable RO-2) Sw= average watercourse slope P:t 124603\133-124603-15001\SupportDocs CaltstRunof Riverside.xls Blue Grama Riverside HEC-HMS Results Existing Conditions El Global Summary Results for Run "EX 100YR" lam_ Project: Riverside Simulation Run: EX 100YR Start of Run: 01Jan2015, 00:00 Basin Model: Historic Conditions End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 24H Compute Time:03Sep2015, 09:41: 20 Control Spedflcations:Control 1 Show Elements: ` All Elements ! Volume Units: IN .o ?\C-F11 Sorting: Hydrologic . Hydrologic Drainage Area Peak Discharge Time of Peak V Dement (MI2) (CFS) (ACTT) sin A — 0.0248 2.4 01Jan2015, 10:33 1. 1 !Basin B 0.0186 1.8 01Jan2015, 10:33 0.8 74 Global Summary Results for Run "TX 100YR" Project: Riverside Simulation Run: EX 100YR Start of Run: 01Jan2015, 00:00 Basin Model: Historic Conditions End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 24H Compute Time:03Sep2015, 09:41:20 Control Specifications:Control 1 Show Elements: , All Elements ! Volume Units: - ' IN lib. 1CfT Sorting: Hydrologic i HYdroloOk Drainage Area Peak Discharge Time of Peak Volume Element (f4I2) (CFS) (AC-Fr) Basin A 0.0248 2.4 01Jan2015, 10:33 _ 1. 1 Basin B 0.0186 1.8 01Jan20i5, 10:33 0.8 APPENDIX B -4 DEVELOPED RUNOFF CALCULATIONS Lttl ' LEtii tttV tgYC' �' post : iitii t I ?milt I iiiitt I iiii! t I iiii! c t flhi � _ SYt 4. N : ¶ YCllr = tcctttcc ' I- d F.- . I ' - I _ 1 a ♦ • . • • 1 h• t t • t, e • eE t • I I t z i i • f4 Itlisitt *$$ i $ SiEF ee _ leisle 42 • • 2 a - o • . ; - r a • - • 1 • 1 t�cEt t £ Ett i itir j f ' it [[ C f f �. t t ii : J a iiiiil t 9iiieI E a o t = a 4 r i CaJr A C. t _ oaae: S c a ' i _ a fr- • v a c • e ♦ g • • r . r' r : 7 5 . y _ y . _ c • .• ) a • - - ; a p .1 1 _• - - i ttfy :._kfl:V 3t - i - . . .. 'S . . . .. . - . . ..._ St r r. r . r .- Y . . > .. . •• ;. .. •e!•aa•allfia••I•T,U••KY•wa••feet 1•iO•K 1•it t$000 I‘4 •0►'i WI Ins ••t• IIIIIPW hots H 1 •.t0 tire •n0 •.71 ••e .,e Oa•ki in t.'G• ,1,• ae• a\tt ti' Me Jrtl at• 70,0 tie rst e Cc Y. .o a Welt•el w/ MI MCI *III •.pr,t 00 i Yd(t re w aaaa•.....P. ,,au 40 At, «t oaf IC• w1. tan Ise• a•Mt••ni :Sr. inI TRW i ►a0M• \utl iG'01 NM In M 4 O1:0 III I We 7Re •010 ••0 eer :t•••A!A..% C;ti ICC Ie2O ref •{ mr •t.tM •.' .. •• no •_: *Cr•c C••�:'n 161 et Ir-c :!f6 •G0Y •.o HE q mt.lsat 'C• at• no Se •ai Li et it mks t•'ti :G:• :it. nee a •eer tGD \ "al r+. It .`•.:aii.. AIM Mil 4. sit I•mt •anal ••II dt di A ++.a awe e fit* al• nil war PlIPNa ..a—�'i_•;:17, rtl• TRW Mani„ W,I ,••r *AM as n. lit III0 4,0 •• Pat rtle .'u dawlto nf• Ha t o• `.I NO f �.l :a-. _ _ •.n .L I Ina •<o• n.I \ • EI 141 ,t[71 Sit Kt t :cot •MIH .• Y.I.::yet at •.wl •••t •. \ at \'Pal airs MK Li Ity Q.'F't I it a :It 0 I{7• Z. ii laaMMa :t•• WV n: " A:'i O.Ngtl tips 44 I' •II ' a j/k'n VI NO Oaaal i•\ Vet. 10 _ .. _—_ Oaul1"t a_ •.' h0 •J W• aaa7'Inc Wt.ll •_. a. • •G[0 ran •..l 00 Oak P. ,• ate aalilR It.; W att tKC• •1C1 4!!rl I cusarru•' tail It{e a,t. m• tall n V Uhl� •{MI a••t •.7 rig agIpal arm a{ h +.atr{•, Blue Grama Riverside HEC-HMS Results Proposed Conditions El Global Summary Results for Run "PR 100YR" r o _ O Project: Riverside Simulation Run: PR 100YR Start of Run: 01Jan2015, 00:00 Basin Model: Developed Basins End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 24H Compute lime:03Sep2015, 09:49:21 Control Spedfications:Control 1 Show Elements: I All Elements Volume Units: a. IN ' H AC-FT Sorting: Hydrologic . Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) PR Basin A 0.0213 4.9 01Jan2015, 10:25 1.43 PR Basin B 0.0164 2.9 101Jan2015, 10:27 1.20 III Global Summary Results for Run "PR 100YR" C a Project: Riverside Simulation Run: PR 100YR Start of Run: 01Jan2015, 00:00 Basin Model: Developed Basins End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 241 Compute Tkme:03Sep2015, 09:49:21 Control Spedflcations:Control 1 Show Elements: All Elements I Volume Units: IN ,O, � Cflj Sorting: [Hydrologic . Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (ACTT) PR Basin A 0.0213 4.9 01Jan2015, 10:25 1.6 [PR Basin B 0.0164 2.9 J 01Jan2015, 10: 27 1.0 APPENDIX C - HYDRAULIC COMPUTATION APPENDIX C- 1 CULVERT CALCULATIONS Culvert Calculator Report Culvert 1 Solve For Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.44 ft Headwater Depth/Height 0.59 Computed Headwater Elevw 4,572.24 ft Discharge 2.24 cfs Inlet Control HW Elev. 4,572.12 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,572.24 ft Control Type Entrance Control Grades Upstream Invert 4,571 .36 ft Downstream Invert 4,568. 12 ft Length 71 .00 ft Constructed Slope 0.045634 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 2.33 ft Slope Type N/A Normal Depth 0.32 ft Flow Regime N/A Critical Depth 0.57 ft Velocity Downstream 1 .27 ft/s Critical Slope 0.004978 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 4,572.24 ft Upstream Velocity Head 0.21 ft Ke 0 50 Entrance Loss 0. 10 ft Inlet Control Properties Inlet Control HW Elev. 4,572. 12 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1 .8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title: Riverside Culverts Project Engineer: jeff.butson p:\...\supportdocs\calcs\riverside cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 09/03/15 10:20:21 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 2 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575. 15 ft Headwater Depth/Height 0.53 Computed Headwater ElevE 4,573.90 ft Discharge 1 .88 cfs Inlet Control HW Elev. 4,573.76 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,573.90 ft Control Type Entrance Control Grades Upstream Invert 4,573.10 ft Downstream Invert 4,568.17 ft Length 68.60 ft Constructed Slope 0.071866 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 2.28 ft Slope Type N/A Normal Depth 0.26 ft Flow Regime N/A Critical Depth 0.52 ft Velocity Downstream 1 .06 ft/s Critical Slope 0.004930 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. 4,573.90 ft Upstream Velocity Head 0.19 ft Ke 0.50 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 4,573.76 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1 .8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0.67000 Title: Riverside Culverts Project Engineer: jeff.butson p:\...\supportdocs\calcs\rivers►de.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 09/03/15 10:22. 18 AMC Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1866 Page 1 of 1 Culvert Calculator Report Culvert 3 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.00 ft Headwater Depth/Height 2.50 Computed Headwater Elew 4,571 .81 ft Discharge 9.39 cfs Inlet Control HW Elev. 4,570.45 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,571.81 ft Control Type Outlet Control Grades Upstream Invert 4,568.06 ft Downstream Invert 4,566.72 ft Length 104.00 ft Constructed Slope 0.012885 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 3.73 ft Slope Type N/A Normal Depth 1 .00 ft Flow Regime N/A Critical Depth 1 .18 ft Velocity Downstream 5.31 ft/s Critical Slope 0.008588 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, 4,571 .81 ft Upstream Velocity Head 0.44 ft Ke 0.20 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 4,570.45 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 • M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title Riverside Culverts Project Engineer* jeff.butson p: . .1supportdocs\calcs\nverside.cvm ECS4MR-USA CulvertMaster v3.3 [03.03.00.04) 09/03/15 10:23:56 AMC Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1688 Page 1 of 1 Culvert Calculator Report Culvert 4 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.66 ft Headwater Depth/Height 0.36 Computed Headwater Hew 4,573.02 ft Discharge 1 .03 cfs Inlet Control HW Elev. 4,572.97 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,573.02 ft Control Type Entrance Control Grades Upstream Invert 4.572 48 ft Downstream Invert 4,570.45 ft Length 58.60 ft Constructed Slope 0.034642 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.23 ft Slope Type Steep Normal Depth 0.23 ft Flow Regime Supercritical Critical Depth 0.38 ft Velocity Downstream 5.86 ft/s Critical Slope 0.004933 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. 4,573.02 ft Upstream Velocity Head 0.13 ft Ke 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control IiW Elev. 4,572.97 ft Flow Control Unsubmerged Inlet Type Beveled ring, 33.7° bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer Jeff.butson p:1...\supportdocs\talcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3 (03.03.00 04] 09/03/15 10:26:18 AM ® Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 5 Solve For. Headwater Elevation Culvert Summar y Allowable HW Elevation 4,573.39 ft Headwater Depth/Height 1 .02 Computed Headwater ElevE 4,572.28 ft Discharge 6.65 cfs Inlet Control HW Elev 4,572.20 ft Tailwater Elevation 4,571 . 18 ft Outlet Control HW Elev 4,572.28 ft Control Type Entrance Control Grades Upstream Invert 4,570.75 ft Downstream Invert 4,567.87 ft Length 59.30 ft Constructed Slope 0.048567 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 3.31 ft Slope Type N/A Normal Depth 0.55 ft Flow Regime N/A Critical Depth 1 .00 ft Velocity Downstream 3.76 ft/s Critical Slope 0.006566 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. 4,572.28 ft Upstream Velocity Head 0.44 ft Ke 0.20 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 4.572.20 ft Flow Control Unsubmerged Inlet Type Beveled ring. 33.7° bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title Riverside Culverts Project Engineer: jeff.butson p:\...\supportdocs\calcs\riverslde.cvm ECS-IMR-USA CulvertMaster v3.3 [03 03.00.04] 09/03/15 10:29:20 AM ® Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 6 Solve For. Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.42 ft Headwater Depth/Height 0.66 Computed Headwater Elew 4,573.67 ft Discharge 3.21 cfs Inlet Control HW Elev. 4,573.62 ft Tailwater Elevation 4,573.12 ft Outlet Control HW Elev. 4,573.67 ft Control Type Outlet Control Grades Upstream Invert 4,572.67 ft Downstream Invert 4,572 30 ft Length 73.60 ft Constructed Slope 0.005027 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 0.82 ft Slope Type Mild Normal Depth 0.69 ft Flow Regime Subcritical Critical Depth 0.68 ft Velocity Downstream 3 25 ft/s Critical Slope 0.005180 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. 4,573.67 ft Upstream Velocity Head 0.26 ft Ke 0.20 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 4,573.62 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 1 8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer: Jeff butson p:1.. \supportdocs\calcskriverside.cvm ECS-IMR-USA CulvertMaster v3.3 [03 03 00.04] 09/03/15 10:34:58 AMC Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 7 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,573.69 ft Headwater Depth/Height 0.66 Computed Headwater Elev2 4,572.52 ft Discharge 3.21 cfs Inlet Control HW Elev. 4,572.48 ft Tailwater Elevation 4,571 98 ft Outlet Control HW Elev. 4,572.52 ft Control Type Outlet Control Grades Upstream Invert 4,571 .53 ft Downstream Invert 4,571 . 16 ft Length 74 80 ft Constructed Slope 0.004947 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 0.82 ft Slope Type Mild Normal Depth 0.69 ft Flow Regime Subcritical Critical Depth 0.68 ft Velocity Downstream 3.25 ft/s Critical Slope 0.005180 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. 4,572.52 ft Upstream Velocity Head 0.25 ft Ke 0.20 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev 4,572.48 ft Flow Control N/A Inlet Type Beveled ring, 33.7° bevels Area Full 1 8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title. Riverside Culverts Project Engineer: jeff.butson p:\.. .\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3 (03.03.00.O4j 09/03/15 10:39: 12 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1 -203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 8 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.80 ft Headwater Depth/Height 4 80 Computed Headwater Elew 4,575.82 ft Discharge 7.36 cfs Inlet Control HW Elev. 4,575. 18 ft Tailwater Elevation 4,571 .97 ft Outlet Control HW Elev. 4,575.82 ft Control Type Outlet Control Grades Upstream Invert 4,571 .02 ft Downstream Invert 4,570.80 ft Length 42.40 ft Constructed Slope 0.005189 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 1.17 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 0.98 ft Velocity Downstream 9.37 ft/s Critical Slope 0.038140 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1 .00 ft Section Size 12 inch Rise 1 .00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,575.82 ft Upstream Velocity Head 1 .36 ft Ke 0.50 Entrance Loss 0.68 ft Inlet Control Properties Inlet Control HW Elev. 4,575. 18 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 Y 0 67000 Title: Riverside Culverts Project Engineer jeff butson p.\ . .\supportdocs\calcs\riverside cvm ECS-IMR-USA CulvertMaster v3.3 (03 03 00.04] 09/03/15 11 :29: 17 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 9 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,573.27 ft Headwater Depth/Height 0.92 Computed Headwater Elevw 4,572.98 ft Discharge 5.62 cfs Inlet Control HW Elev. 4,572.91 ft Tailwater Elevation 4,570.97 ft Outlet Control HW Elev. 4,572.98 ft Control Type Entrance Control Grades Upstream Invert 4,571 .60 ft Downstream Invert 4,570.75 ft Length 40.60 ft Constructed Slope 0.020936 ft/ft I Hydraulic Profile Profile S2 Depth, Downstream 0.65 ft Slope Type Steep Normal Depth 0.63 ft Flow Regime Supercritical Critical Depth 0.91 ft Velocity Downstream 7.63 ft/s Critical Slope 0.006044 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. 4,572.98 ft Upstream Velocity Head 0.39 ft Ke 0.20 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 4,572.91 ft Flow Control Unsubmerged Inlet Type Beveled ring, 33.7° bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer: jeff.butson p: ...\supportdocs\calcs\riverside.cvm ECS-INR-USA CulvertMaster v3.3 [03.03.00 04] 09/03/15 10.44:16 AMC Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 10 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.18 ft Headwater Depth/Height 0 60 Computed Headwater Elev& 4,573.74 ft Discharge 2.67 cfs Inlet Control HW Elev. 4,573.69 ft Tailwater Elevation 4,573.49 ft Outlet Control HW Elev. 4,573.74 ft Control Type Entrance Control Grades Upstream Invert 4,572.84 ft Downstream Invert 4,572.57 ft Length 31 .80 ft Constructed Slope 0.008491 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 0.92 ft Slope Type Steep Normal Depth 0.54 ft Flow Regime N/A Critical Depth 0.62 ft Velocity Downstream 2.35 ft/s Critical Slope 0.005057 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. 4,573.74 ft Upstream Velocity Head 0.23 ft Ke 0.20 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 4,573.69 ft Flow Control N/A Inlet Type Beveled ring, 33.70 bevels Area Full 1 .8 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer: jeff.butson p:\...\supportdocs\talcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03 00.04] 09/03/15 10:48:01 AM ® Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA *1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 11 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.30 ft Headwater Depth/Height 0.45 Computed Headwater Elew 4,574.16 ft Discharge 1 .57 cfs Inlet Control HW Elev. 4,574.13 ft Tailwater Elevation 4,573.77 ft Outlet Control HW Elev. 4,574.16 ft Control Type Entrance Control Grades Upstream Invert 4,573.49 ft Downstream Invert 4,573.08 ft Length 49.30 ft Constructed Slope 0.008316 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 0.69 ft Slope Type Steep Normal Depth 0.41 ft Flow Regime N/A Critical Depth 0.47 ft Velocity Downstream 1 .98 ft/s Critical Slope 0.004908 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. 4,574. 16 ft Upstream Velocity Head 0.17 ft Ke 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control HW Elev. 4,574.13 ft Flow Control N/A Inlet Type Beveled ring, 33.7" bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer: jeff.butson p:\...\supportdocs\calcs\riverside cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04] 09/03/15 10:47:23 AM © Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 12 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.76 ft Headwater Depth/Height 0.37 Computed Headwater Elevw 4,573.59 ft Discharge 0.98 cfs Inlet Control HW Elev. 4,573 53 ft Tai!water Elevation 4,573.51 ft Outlet Control HW Elev. 4,573.59 ft Control Type Outlet Control Grades Upstream Invert 4,573.03 ft Downstream Invert 4,572.81 ft Length 44.80 ft Constructed Slope 0.004911 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 0.70 ft Slope Type Mild Normal Depth 0.37 ft Flow Regime Subcritical Critical Depth 0.37 ft Velocity Downstream 1 .21 ft/s Critical Slope 0.004941 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. 4,573.59 ft Upstream Velocity Head 0.06 ft Ke 0.20 Entrance Loss 0.01 ft Inlet Control Properties Inlet Control HW Elev. 4,573.53 ft Flow Control Unsubmerged Inlet Type Beveled ring, 33.7° bevels Area Full 1 .8 ft' K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer jeff.butson p.1...\supportdocs\calcslriverside.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04j 09/03/15 10:50: 10 AM ® Bentley Systems, Inc Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 13 Solve For. Headwater Elevation Culvert Summary Allowable HW Elevation 4,573.21 ft Headwater Depth/Height 1 . 17 Computed Headwater Elevw 4,571 .89 ft Discharge 8.27 cfs Inlet Control HW Elev. 4,571 .87 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,571 .89 ft Control Type Entrance Control Grades Upstream Invert 4,570.13 ft Downstream Invert 4,568.05 ft Length 99.00 ft Constructed Slope 0.021010 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 2.40 ft Slope Type N/A Normal Depth 0.79 ft Flow Regime N/A Critical Depth 1 .11 ft Velocity Downstream 4.68 ft/s Critical Slope 0.007625 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. 4.571 .89 ft Upstream Velocity Head 0.54 ft Ke 0.20 Entrance Loss 0. 11 ft Inlet Control Properties Inlet Control HW Elev. 4,571 .87 ft Flow Control N/A Inlet Type Beveled ring, 33.70 bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3 [03.03.00.04j 09/03/15 10:52:15 AM ® Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 14 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.00 ft Headwater Depth/Height 0.26 Computed Headwater Elevw 4,573.78 ft Discharge 0.56 cfs Inlet Control HW Elev. 4,573.76 ft Tailwater Elevation 4,573.32 ft Outlet Control HW Elev. 4,573.78 ft Control Type Entrance Control Grades Upstream Invert 4,573.39 ft Downstream Invert 4,573.09 ft Length 29.60 ft Constructed Slope 0.010135 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.23 ft Slope Type Steep Normal Depth 0.23 ft Flow Regime Supercritical Critical Depth 0.28 ft Velocity Downstream 3.17 ft/s Critical Slope 0.005100 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 4,573.78 ft Upstream Velocity Head 0.10 ft Ke 0.20 Entrance Loss 0.02 ft Inlet Control Properties Inlet Control HW Elev. 4,573.76 ft Flow Control Unsubmerged Inlet Type Beveled ring. 33.7° bevels Area Full 1 .8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer: jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3,3 [03.03.00.04] 09/03/15 11 :02: 15 AMC Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1866 Page 1 of 1 APPENDIX C-2 DRAINAGE CHANNEL AL C CULATIONS Worksheet for Channel 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Discharge 8.27 ft'/s Results Normal Depth 1 . 17 ft Flow Area 4.09 ft2 Wetted Perimeter 7.38 ft Hydraulic Radius 0.55 ft Top Width 7.00 ft Critical Depth 0.86 ft Critical Slope 0.02536 ft/ft Velocity 2.02 ft/s Velocity Head 0.06 ft Specific Energy 1 .23 ft Froude Number 0.47 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1 .17 ft Critical Depth 0.86 ft Channel Slope 0.00500 ft/ft Critical Slope 0.02536 ft/ft Bentley Systems, Inc. Haestad Methods Soi8itlof4Wl Master V8i (SELECTseries 1) [08.11.01.033 9/3/2016 10:00:18 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page 1 of 1 Worksheet for Channel 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.01480 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 15.80 ft Discharge 6.65 ft31s Results Normal Depth 0.22 ft Flow Area 3.63 ft2 Wetted Perimeter 17.20 ft Hydraulic Radius 0.21 ft Top Width 17.12 ft Critical Depth 0.17 ft Critical Slope 0.03243 ft/ft Velocity 1 .83 ft/s Velocity Head 0.05 ft Specific Energy 0.27 ft Froude Number 0.70 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.22 ft Critical Depth 0.17 ft Channel Slope 0.01480 ft/ft Bentley Systems, Inc. Haestad Methods SolBSod Master V8i (SELECTse►ies 1) [08.11.01.03] 913/201610:01:43 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Worksheet for Channel 3A Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00840 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 9 ft/ft (H:V) Bottom Width 0.00 ft Discharge 1 .57 ft3/s Results Normal Depth 0.57 ft Flow Area 0.97 ft3 Wetted Perimeter 3.59 ft Hydraulic Radius 0.27 ft Top Width 3.41 ft Critical Depth 0.44 ft Critical Slope 0.03165 ft/ft Velocity 1 .62 ft/s Velocity Head 0.04 ft Specific Energy 0.61 ft Froude Number 0.54 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity fts Normal Depth 0.57 ft Critical Depth 0.44 ft Channel Slope 0.00840 ft/ft Bentley Systems, Inc. Haestad Methods SoIBYotl4rMaster V81 (SELECTserles 1) (08.11.01.03] 9/3/2016 10:02:69 AM 27 Slemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page 1 of 2 Worksheet for Channel 36 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00840 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 0,00 ft Discharge 2.67 ft3/s Results Normal Depth 0.69 ft Flow Area 1 .44 ft2 Wetted Perimeter 4.38 ft Hydraulic Radius 0.33 ft Top Width 4.16 ft Critical Depth 0.55 ft Critical Slope 0.02949 ft/ft Velocity 1 .85 ft/s Velocity Head 0.05 ft Specific Energy 0.75 ft Froude Number 0.55 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.69 ft Critical Depth 0.55 ft Channel Slope 0.00840 ft/ft Bentley Systems, Inc. Haestad Methods SolSUoddavMaster V8l (SELECTseries 1) [08.11.01.03] 913/2015 10:04:06 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 Worksheet for Channel 3C Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00840 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 5.62 ft3/s Results Normal Depth 0.92 ft Flow Area 2.52 ft' Wetted Perimeter 5.79 ft Hydraulic Radius 0.43 ft Top Width 5.50 ft Critical Depth 0.74 ft Critical Slope 0.02671 ft/ft Velocity 2.23 ft/s Velocity Head 0.08 ft Specific Energy 0.99 ft Froude Number 0.58 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.92 ft Critical Depth 0.74 ft Channel Slope 0.00840 ft/ft Bentley Systems, Inc. Haestad Methods SolOSod4al'rwMaster V8I (SELECTserles 1) [08.11.01.033 9/3/2016 10:04:69 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-766-1666 Page 1 of 2 _ Worksheet for Channel 4 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00500 ftft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 2.08 ft3/s Results Normal Depth 0.70 ft Flow Area 1 .45 ft2 Wetted Perimeter 4.40 ft Hydraulic Radius 0.33 ft Top Width 4.17 ft Critical Depth 0.50 ft Critical Slope 0.03048 ft/ft Velocity 1.43 ft/s Velocity Head 0.03 ft Specific Energy 0.73 ft Froude Number 0.43 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity Ws Upstream Velocity Infinity ft/s Normal Depth 0.70 ft Critical Depth 0.50 ft Channel Slope 0.00500 ft/ft Bentley Systems, Inc. Haestad Methods SolBliod4 iMaster V8i (SELECTseries 1) (08.11.01.03] 9/3/2015 10:08:26 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page 1 of 2 Worksheet for Channel 5 - Max. Slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.02090 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Bottom Width 0.00 ft Discharge 1 .84 fr/s Results Normal Depth 0.51 ft Flow Area 0.77 ft2 Wetted Perimeter 3.21 ft Hydraulic Radius 0.24 ft Top Width 3.05 ft Critical Depth 0.47 ft Critical Slope 0.03099 ft/ft Velocity 2.38 ft/s Velocity Head 0.09 ft Specific Energy 0.60 ft Froude Number 0.83 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 P ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.51 ft Critical Depth 0.47 ft Channel Slope 0.02090 ft/ft Bentley Systems, Inc. Haestad Methods SoIBliod4eills+vMaster V8i (SELECTseries 1) [08.11.01.03] 9131201510:14:20 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page 1 of 2 Worksheet for Channel 5 - Min. Slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00900 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (RV) Bottom Width 0.00 ft Discharge 1 .84 ft'/s Results Normal Depth 0.60 ft Flow Area 1 .06 ft' Wetted Perimeter 3.76 ft Hydraulic Radius 0.28 ft Top Width 3.57 ft Critical Depth 0.47 ft Critical Slope 0.03099 ft/ft Velocity 1 .73 ft/s Velocity Head 0.05 ft Specific Energy 0.64 ft Froude Number 0.56 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.60 ft Critical Depth 0.47 ft Channel Slope 0.00900 ft/ft Bentley Systems, Inc. Haestad Methods SolBSSot iteriewMaster V8i (SELECTserles 1) (08.11.01.03) 913/201610:16:09 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-756-1666 Page 1 of 2 Worksheet for Secondary Containment Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Discharge 3.21 ft'/s Results Normal Depth 0.82 ft Flow Area 2.01 ft2 Wetted Perimeter 5.18 ft Hydraulic Radius 0.39 ft Top Width 4.91 ft Critical Depth 0.59 ft Critical Slope 0.02877 ft/ft Velocit y 1 .60 ft/s Velocity Head 0.04 ft Specific Energy 0.86 ft Froude Number 0.44 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.82 ft Critical Depth 0.59 ft Channel Slope 0.00500 ft/ft Critical Slope 0.02877 ttlft • Bentley Systems, Inc. Haestad Methods SolBliod4IJ wMaater Val (SELECTseries 1) (08.11.01.03) 9/3/2015 10:66:63 AM 27 Siemons Company Drive Suite 200 W Watertown, CT 06796 USA +1-203-765-1666 Page 1 of 1 APPENDIX C-3 CONVEYANCE SUMMARY Blue Grania - Riverside Conveyance Summan I siren Rang/('ale aluuuln, - (•uotnhetrc 1O-,t 1OO•vr \tw,lt,•� • I LVQRI IU MIA ET. la• la la• t,,,, Pope Du Bat•n• Iehj _ ltfil_ ..r. ((t a imp 2 . I -•riI ‘iu ) . - - 4 1t'il Iii I,n\ 4 . .:'t t.; 147: 5 `72 2R 157.' 6 - .-736' Is- % . ±71 5: I>71 N• ac? M_ ic71 . 9 - _ - - 4±7291/ 45T( r• Itl 457174 1'72 64 �5; . 11 4574 ir• i"714`; 7571 ..,. 12 • - ,. 4574 S9 I57i.,- 4)72 h, I) • .. • :571 Fu 157.11 ; •+r • . 14 437:17s 473 1 , • C.an fad.-at no uncio I.a hwna Rgnvp Aptly, Calculation, at(alter:llrllrb T,pct4 flip kap t.'J liSialablatL- s •0RR: (.2..1 CLLYERT ID -" I "' I mI'n Ult1 4anle . `e till `trt p• ."Itt{Im LFtytar + \111:1' .. ' - ;; V is 5 2 . 1( . ., Ix ) 5 •+ , . 1.. •r II 4 4 , •,I • . 5 5 . i I•n5 4. is IX 5 6 - • 21 ii al: • nn i I ' I IN 5 7 , _1 'lit: . . , I •. •I IX 4 X* • • t:, I • . - Ia 5 9 H- 1 .a .. 9 IX 5 II I •) v IS I ; 5" ' r.: • • •4 4 Ix 5 12 1 ':h v IN A I) 52, - t i 4 " w Is 5 II . - ]Li6 _ :I - i , I •' v IX a T+{< I '..e : 1.:_r.c. ( III•1055 atntam.no IYNta taLuLlant reyutnd In I Irt5aa Ikabye Valurze 1 1•Irure`TI]-21 l kre le c W.:a/alwn, Ditch ID ('onI Muftze Rum* Ie•'. 'SC-. rrl,e S.J. bJnpv. t banns \I. p• Depth of Flow Rry'd Depth • Freen..vd Planet*, Mut Depth Veluct. Fr•,udc w k4•'Ir R.du• . . Kb) itf1! II, :I - . N nI•, top...Bbd 2 3A 1 •c: a v I n1 Tn:w1'41N 1 1 I I : JH _ , . A 1 (.7 I nca-4Y 1 it - •.r.- Ir.ret4l.a I I v: a : :I 4 - 5 I nanr•.4t4 I • ) 1 4 I - I I' •I.'4t• P' •I.;24hn,.l S' II`%upptutl hrt'A..,SMJitwlll R•4cnt. ,tM APPENDIX D - DRAINAGE PLANS • Historic Drainage Plan Sheet 1 • Developed Drainage Plan Sheet 2 ►YWCll•:CC t3 PW •.I).1•..'1•t)•E••IOM•./Da.t*n.I!C,•.rt.l4Cic+•':NC ain't!Oa. M.Think_ -..•. • • n ♦ t • m 1 o1111 * iii I 3 I Iail ; . It • I I IIiir91ti -JL.l'ilair ., .IN I i 1 ila P. . a r — aPIIL.44,---..• .. . ..•e. p I 1 I I I I I C ' i , 4:4,.., . ..._. ......... ... 1„..i • i 1 I 1 ≥ t �ot��r 7 a o ' I I ' I t — I4 r I , �. • r . _ 1 �� Q is • . • � ; 1 1 p ' -tai .I. jI&111. mo i j •Thp � ► iI} d . 1 o •I I , I rrsD 1 •� I III I ( 1 • 4, 1 4 .. II ; 1 I 1 , 1� 1 r I , a I NA il• l . I I I; 1 ■ Imo+ 1 I • o . 1 il . 41 ip. I I lilt limillsi"f 'cll. a e' ' re s e 0. •••••• 7... • • Ill I s: i ... ., .;r , i . i . . . \ I_ ' i V oll o. I EujFTc> > I I me • I j 1 i IL ' 11 Nit Ilv t .' •* �lli � 1 I I ( I l I I it' -- ------------ter '.' ilLt . J 1 1c .MI ir 1 �I L. II I 117iI ( • ' F d II ` L i rrl 1 ' 1 r• I IIC 01 W,. " rr c' II I f i L S trains �f Le Lin . , • • •IA 1 I • i o Ne eras • II allinallio• } I I a II Irligairre ._ 1I , 11 1 { t a.uE GRAM LAND CORP twat an oe•oI•* ; •• { F+O •v caooa oo f0 TETRA TECH ° HISTORIC DRAINAGE PLAN i `:WI'T sae.'•.+ _ MORO .K 1r}.W7 ft:Lh-1%UP . 1 -4'. 3 I 4 • I , I T 1 I I u 1 1 I 1 O I � :45(//:444 rYtOW IW..{b NG M.M •_• _ - 4.,1.•a 01....4 Us Rclww•w•a. l _ Al I'' •uav - ( I 1, i T. 117/11 liti' LIII(r-N3 I�I —OM/MftM . � ' ••i .•A III I �� /4:-....1J �nn M•Iw1tlS)U* • +, / IkI .9PM0.MIFAC l LEGEND. u ., D '4{C/ ..•al•l.o.a V t1aAWaQ IAMY - . _•W" 1 1 wa. 1 \*.. - O , . .1 n• I wQ VAVMT 1. l / 14.1..._. .. !IC •• J.I . y { t .'W , � t L..IN** .1. •.w-. ..{ Y r: ';p . - 1 :� • r" .w.. I. ! JI CD '1w•1.4w.•E;lw_.vwWl ..7.• . _ �rr� j !l ••. 1 - _ .•^ �zc _-c,..- �� 6 Ja1'WC 4L•J1i AlAl r1A(, { r• - > _.. • �q (/. c ••are+1• .. 1-_ If. _—�"t .. awn*MD•M Cam.-. ii ' \\\ MC�y�1Y/l ✓ "r ta••••e.w:Jen I.i-L l • Ip i1 �.�Y 1 a w. Idyl i •"‘...4.)11.1.atpy.lq,., iyh ` -�` �� II - I` JI • —. . -ww•:. H•.h ww. . I 11 ./ _ iM{ir // I I( 1I 11 • 11 r y1 A7 ... �4, _..�..�. _ •1.1>ti1 JM�{1al ala.a.n{Iw'I \ 1_ l \ ��\ .� , • • I. , . , 11 •ww 1 we Mk • r. 1 ^•p• •V0.•.4KC llN••••MM••N.A 11,••UM ' A•a 111M r _ I,I 'll It . �� `� II WO N 11 IL. :^s ._— u•Y t/C'RA:VNI VAi \ 1al1Mt� \ppNlll! \ i i i 11h 1 i �� _—_—_ A8 I s.�v...l0t,.� .4 x. , .1,1 �. • - r _ 1 if 1•� blMa•10 MINM L- ......... 03.0141,, a,W.{MY _ M I Yo __�_r i•. ? t. SC( ^ n 1 u1,` -_ 4' Q Ill • .VI\M M1:en'MI II • I N -__ "--_ _ - UvvII Pgi g (4i l c,J cwanw.Pi tee L._.—,—._a_. - il•4104 �_ Q ...e,a se•e•e•e•e•�laU...a r aww11~0te •lwa4, I . t '�• Cw....:Aa•fa.f n:W1,-n'1,. xi aa1, - Q . r It IL i . ��.y� O. .Mils O ..•na1•..v �l' S J _ u -- -- .— _ _ .- 1 .— _ -.•—_r •- p . • ••. • •. __•__•.._ _,-_ .• • •- •. •--• - - A B 1.•u•wr.War.SSW 4.• 70 RANCH ROAD I — — '.N ' �,~•• «.--_Y? ,a { 1r•. M4:.1 Whit 'P).1'.rW u-._,w.el _ _ �. .. • .• _ _ -. .. .. _ _ _ _ .. _ _ .. _ - — _. -' - — - — - - --- -' - - _ _--. .. ..sea III Hs — - - _ _ _ _ _ _ _ _ _ • •r ``` .....n • ,n'/1 re N.A 0 ___ _ _ _ _ fir- I 2 11.Sulam,•.ter APPENDIX E - VARIANCE REQUEST FOR RETENTION FACILITY fit] TETRA TECH September 2, 2015 Tom Parko, Planning Director Weld County Planning and Building Department 1555 North 17th Avenue Greeley, Colorado 80631 RE: Request for Retention Variance at Riverside Unloading Facility for Blue Grama Land Corporation ( Parcel 096524100003 ) ; Weld County, Colorado; Tetra Tech Job No. 133-124603-15001 Dear Mr. Parko Tetra Tech is submitting a request for variance at the Riverside Unloading Facility proposed by Blue Grama Land Corporation (Blue Grama). The proposed facility will be leased from 70 Ranch, LLC, which will continue to own surrounding property. A location map for the facility is presented in Figure 1 . The location of the facility is unique. The topography in the area is hummocky, with many hills and depressions. The soil is a non-cohesive sand and is classified as hydrologic soil group A. The site is also surrounded by 70 Ranch LLC, who is leasing the property to Blue Grama. We are requesting a variance to allow for retention for the proposed project. This request is being made because of the site topography. The terrain does not allow for natural drainage to a jurisdictional water. The terrain is shown on the historic drainage plan . As a result, drainage from the site will collect in two depressions for infiltration . The retention ponds included in the drainage report meet the following design criteria as stipulated in the County Code: • The total retention storage of the ponds, including freeboard is in excess of the minimum 1 . 5 times the 100-year, 24-hour runoff volume. The required volume for Pond A is 2 .4 ac-ft. The provided volume (storage below the 1 ' freeboard elevation) is approximately 6. 3 ac-ft The required volume for Pond B is 1 . 5 ac-ft. The provided volume (storage below the 1 ' freeboard elevation) is approximately 3. 1 ac-ft. • The total time to drain for each pond, using the infiltration rate methods described in the Urban Storm Drainage Criteria Manual is: (-) Pond A is estimated to drain in 6. 5 hours. _D Pond B is estimated to drain in 8.9 hours. The Code requires that the retention pond have an emergency spillway. Due to site topography, a spillway would not be needed . Each retention pond is located in a low point which does not naturally drain to any other location . We are requesting that this requirement be waived because of these circumstances. Tetra Tech 1900 S. Sunset Street, Suite I -E, Longmont, CO 80501 Tel 303-772-5282 Fax 303-772-7039 www.tetratech.com Tom Parko 'l TETRA TECH September 2. 2015 Page 2 The ponds are located partially outside the lease boundaries. We have requested and received an agreement from the adjacent landowner to accept additional runoff as a result of the development. This agreement is attached. Based on the storage volumes provided and the fact that we are draining to the same depressions as the pre-project conditions, we have a reasonable expectation that runoff will not adversely impact downstream owners. Please let me know if you have any questions. Sincerely, TETRA TECH , 1// 9 , r J ¢y . Butson , P. E. , CFM Project Engineer Enclosures: Figure 1 — Location Map 70 Ranch LLC Authorization Letter P 1124603133-124603-15001\ProjMgmtlCorrespondence\Riverside Weld County Variance Request docx I R63W R6 2W . 1 r Q ° 3 `4812 ' Wind ••• al"es 'Is l•• sin . •• \..(. see _• 1 0 4¢15 ' el •+I1e • (11 • sCl:, i • 06 4 • ♦ . ♦ .. J l, \ A): s; Q a ( 1 1 s • - o •�, S I a e 1 f e . `vi t y0 • f3At 1 24 1 ° 3 \ , . . I .x4577 �~ -atr. it e \t( I 11 � ' ;.. .( Q als Ira is. .�' El ......S)C64 ' WiT �•wr•• •t. • • • •••.•• . . .• •• //• if Y . 26 ttttat v v J 1 • I c, cs ç4._t4 c• . .4. c • i \.••• \ .....s\\: * (1.1c g : ' . , .., • .• /4 • , ' ' H.?. .- . r F3.. ..., ts. 16 v13 .,.., . . L., 4. ..... • •• I 4% • ... %---71;.).)<--) .2 45 ° :\ite t k . 2S It _ • _ _ lcz 1 -s\c" , • cat ( Ili` 'aaoJt elf, eCitti 4v • d„ 1 1' v q4,14. e = • , • . 4J 6 . -"writ a 4 tbNI •a•II):•,:a... - 4S j t •�+41Afif14rtti1qi-gpre\ ' �j • r 1 X .. '( 0 ‘ 10„ .. t i ••• -, , ,,,,; •,;:, . I. . \...1) is ' • (.9 v , c)\ _ ` t • • 0 • ��1 2.000 '.• ,• �Ole • ' /. o .•ei Seeo a Feet . ,Z ' 1 ` ',, tiA . c o Q �. etBLUE GRAM Project No : 133-124603-15001 a Mit j TETRA TECH RIVERSIDE PARCEL Date: AUG 11, 2015 a WELD COUNTY, COLORADO N www.tetratech.com Designed By JJA Figure No f 1900 S Sunset Street, Ste '-r O Longmont Coloreds 80501 VICINITY MAP I Q ` PHONE: (303) 772-6282 FAX: (303) 772-7039 / Office: 8301 E. Prentice Avenue, Suite 120, Greenwood Village. CO 80111 7V Ranch Telephone: 303-515 -5800 Fax: 303-773- 1176 Ranch Office: 25000 Weld County Road 69, Kersey, CO 80644 August 3, 2015 Ms. Jennifer Petrick Weld County Planning Department 1111 H Street Greeley, Colorado 80632 Re: Acceptance of Stormwater Runoff from the Riverside Gathering Facility Dear Ms. Petrick, 70 Ranch, I.LC is the owner of land in Section 24, Township 5 North, Range 63 West of the 6th P.M., Weld County, Colorado. We will be leasing to Blue Grama Land Corporation approximately 12.8 acres of our land in the south half of Section 24. We acknowledge that the development of the site will result in increased stormwater runoff to our lands surrounding the property. 70 Ranch LLC hereby agrees to accept this increased stormwater runoff. 70 Ranch, LLC further acknowledges that existing oil and gas activity is accessed on our property from Weld County Road 388. The proposed Blue Grama Riverside Facility will be granted rights by a separate instrument to access the proposed facility through then existing drive lanes. Sincerely, - APPROVED as to FORM .emb ce,Manager - 70 Ranch, LLC ONO%I MUM-PSU.10 -0001 /0 1►.•O01MM01 naa.aeGAC O Va010000 -V4AnS.U41M • c 1 1 I , • 1 1 i m I _ _.- -_ _ -_.-_ __ ,__ I :- 11i 'i ; 0 1 t l 88 0 J '1 .+ � I 1 _` l 1 I - - i 1 I i In HI 1.. TE. ill V: 1 �' SRI OD II I' r , , I ■ _ - 4 ....--. . .-.... ..---. I 1 .6 . '4 '•ate. �,i._ • _creed ,..,..7. _ or or I i . . . ..... I ( , , i , '' e 1 ' Icl I ' 0 p _ __ _ _ _ � _ _'_=�__ -r - _ ., ,�.I . $ it ,,,,, 1 1 I •' i ' m' II ittilig\rirreLlaiti II, � _ ii i 1 i f ‘1 � � IN\ a- 4 •l r • � i y. I 1 !• 1 1 . J i saps1 1 - fill • •. I* -It . _ . 4,, . . . "Iiiiiii" 118 I ., - - --Tr: . .,.. l \ I h it41 : [..0! . I J. - 1 I nil' r, ; ,„„kdi , . 1 I tir • I as I (114:\ 1 ,•d ; tL , jittt 1 I 1 . 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Ulp r I '� dI ( �.- - - - - - PAOPOO1D of nRlvw PPO '. `/ `�• ` !' If '• l L.1 1 '� )• tihp� - - A.A)1•DRO ORAIAty.PlAll \ 2- I 1 ` \ COAST"la CUNRf 1 1�t + .• •1 1 • l l ' _ \,,‘N\ \\ ' A ........., ii . :se) , '•• II PROPO!D uRAW1 W-4D wE I . ` �- L I �j os 1 pawn. L y� ,oi• .'.iYVBEO COPtJS'( '1 .RAiN.Y M,MM CL ' , r ' / 11 I, g t a `'MM _ a Z _ \Ian liar- I - nu...rc”••••.44 < 3F> MANAGE Slav _ - - i + : _ , . _ 3 2 Q Qj P.�.w.w•w.�.e.�.a ORAY.AtYi fAEM 3q/OMr OMI 1 sac © O* MiT• illI i, O ! OllMlff pip (7 V W W . . . O.IA..AOE ROWMIN - -3Q OtOP03, -- 1 _Q . , - I W DID 0. 0 Le- © — - _ ° —_ ° —•REOIONTY tall — p —• —p A• __ 1', — ° W POW Of NNaEIO -.—A--.—r--n_- --• .--R •—•-•—• -• ..-.-•.--� .-.-_-.-- - .�-_r_.-�._•--f---_•.�- .._ •— .- `• O -- - ° — .— — •—" ..- °-- — a — --' 0 � , ° � W �` _ n B a,i- --a wR,fr•w _ 70 RANCH ROAD --L — A.:r t_ — _ _ .+b ;WAS w vlt ' *MAR MANo•OIU41011 - - -- - - - - - - -- - � - - - - - - - - - - - - - - - - - - - - - - - - Cie* ,.. _ f > .>0 2 Sale rimer I .ar Or Iv .•• et.,10%•-• 1 I 2 I 3 I 4 I 5 I 6 I 7 N O I I o W o o V q . 0M L N O N (A O N / W 2 3N- - • N ° o Csoil-)o N (n C @ F I gLL orno // li CV / / j m .O LO 1 N vV / W M / / / ! c MEB 4II0;V6 / l/ o1CC 35 DRAINAGE PATH 65 — • II • a J / Irill / / / / / / / / N \ , l 1 / / A \ / - / I / N l \ \ 1 • \ • . \. ••fir \ --- \ i r i OWNER: 70 RA CH LLC \ / / / / - \ ` - - - ::: : -- / STLINESW1/4OFCTION24T -R63W WESTLINESE1/4OFSECTION24-T5N-R63W - - `EY __x x x x x x x--x x x x x x x x x x x x —x- x x-i --c7 DRAINAGE PATH 62 c e�� ./ II• ' 2 457CRASH-OUTGATE \\.:_ B kl ,SIDE SLOPES 3:1 / V-DITCH1. CULVERT12` V-DITCH\ \_ \ \ \\ ) \\ \ \\ \ - 1\ VA 053 16\ AI 1 — EIT w I y < x —' tCC 0�oa96 DRAINAGE PATH A6 x a v° ' �, , 4576 d J. / / // , �a / ` LO to I N x = 1 � �83 B - B7 x � , ✓ / / / ! r 1.09 04.17 0.39 9x.44 0.56 0#1.64 2� � '� / / / ` I ( __ \ / EXISTING I - -_ 10 10 10 ` ' \ D / / / ! / /1 WIRE FENCE I MC x.95 - (4 ±AC %.10 ±AC 457 • 41------Hs; CONSTRUCTI0N x 1.98 11.33 \ \ 1 / / x X X X x / , I 4574 - LAYDOWN ±AC (�4 88 \ \ x x X x �R- _ DRAINAGE PATH B6 AREA \ N i w IX/ / x DI CHANNEL 36 I ( \ \ \ \ DRAINAGE PATH 63 a I__I DEPTH 2.0' DRAINAGE PATH B7 4574 DRAINAGE PATH A2 • \ \ \ \ \ \ \ ' U CULVERT 10 SIDE SLOPES 3:1 • ' • \ \ \ LEGEND : E! V-DITCH _ \ ` \ •-.. --, L \ EXISTING WELL CHANNEL 3C , CULVERT 11 CULVERT 14 \ \ \ \ \ \ EXISTING MAJOR CONTOURS (5' INT.) \ = o DEPTH 2 .0' I 0 0 0 + I :- - /0.58 A 3 I \ N N \ \ N \ z SIDE SLOPES 3: 1 - CHANNEL 3A 1.13 I • • 457 I \ N \ } EXISTING MINOR CONTOURS (1 ' INT.) < x V-DITCH DEPTH 2.0' �o x \ \ \ \ \ \ \ m — — — — EXISTING SECTION LINE - -- I tAC ( .56 I 1 CULVERT 1 • •. \ \ \ • \ • N. 1 SIDE SLOPES 3:1 I \ \ \ \ \ \ — — — — RIGHT-OF-WAY LINE z I V-DITCH _ - ... �� — . -- —_ � �� ' _ \ \ \ \ \ G EXISTING UNDERGROUND GAS LINE o CULVERT 9 x ^ _ , y r \ I \ N \ \ \ ` ----- + __ DRAINAGE PATH A3 I a \ g x x x x EXISTING FENCE LINE / {fl � _ � x N \ \ \ \ \ \ \ \ \ \ 111 EXISTING GRAVEL ROAD x 1111 ` - 4575 I L • \ \ \ w T TRASH DUMPSTER ENCLOSURE -- — — it ��- — ' I � I W 4575 �� z \ \ \ = PONDB � �� y N . .M : y^ 1� - - T4570 - \ \ \ F C I — J�� .� o DRAINAGE PATH B4 �_ P J ( ��, x o \ \ \ \ EXISTING OIL/GAS WELL HEAD / x II 4575 C. - A3 - - T. •-, \ \ \ \ EXISTING OWGAS WELL HEAD _ \ \; N \ \ Z v 4575 DEPTH 2 O. CHANNEL 2 2.09 00.92 CULVERT 2 - CULVERT 5 �_ _ < < - � SIDE SLOPES 3:1 ±AC i.27 COVERE'D LACT UNITS x t- r FF= 4577 , PROPERTY LINE 4575 DRAINAGE PATH A7 y BOTTOM WIDDTH 15.8' �� I co O o- _�� I . � I! J 4577 I o :92 w PROPOSED ASPHALT ROAD B4 _ r,' 4575 ,-� - /_ - CONTAINMENT I 1 4 - 11 � I ° - I i I_ A 'a xxxxxxPROPOSED CHAINELINSECURITY FENCE 054 DEPTH 1 . a di I o290 ±AC 9102 I - € v' : II II 1.18 x.28 SIDE SLOPES 3:1 - '_ f� � � \� � CHANNEL05 e � � c � � a I v>, _ —x x x x— PROPOSED CATTLE FENCE 9,5ao BBL o 9,500 BBL A7 \l _ PONDA 1 r V-DITCH I - - - -- x _ _ d x _ TANK tAC 4).43 TANK ,��. i, i , I s -y r, ._ Inlo i m . . - - . OJ PROPOSED CONTAINMENT AREA FF= 4575.07 �00 FF= 4575.07 = 2 ° . . - • - • - • - • - • - PROPOSED DETENTION POND i , , _ A I PROPOSED DRAINAGE SWALE x CULVERT 6 CULVERT 7 - 4577 - 577 `� Z I � �� ( I .�\'r 4570 =0-- -I�� •• K _ 4575 " _ 0.85 010.60 . ,k6 4575 DRAINAGE PATH A5 a _ ±AC B4 - b CULVERT C7 B PROPOSED GRAVEL ROAD BASE ��a.� , . �� vi 1 0 W OQ W ? �� 4575 �: �S 1 co O O Q 9 \ x ' DRAINAGE PATH A8 ) N5� - x U cA v 9 PROPOSED CONCRETE • Z• / C W O Z W \ L �� . 570 -� Q ≥ O — CULVERT 8 —.�=.- DRAINAGE PATH A4 F H x — �` a. y— x / J - - - XX / - �QJ W �� ,, LL DRAINAGE FLOW �z x x x X x x---x�x x x x— } - e,i o — x x -X \-x x x / ACJ / t I / m Q j in cai — CHANNEL1 I� I c POND / \ CULVERT4 0.980120 f / C9O O im • • • • • • •• • • e DRAINAGE BASIN BOUNDARY v G co DEPTH 4.0' / A4 \ Iiu . \ W W L7 O W CULVERT 13 � - ±AC T603 ' o91' a SIDE SLOPES 3:1 1.08 ig34 n \ 70U N ` '� , = J -I a M • • • DRAINAGE FLOW PATH V-DITCH A \ a / Ct _ t 'x. K --I J m N PROPERTY LINE - G -- - - G - , �- - G -- - -- -- - - � � I - G - - G W IW M POINT OF ANALYSIS - x x x x- x x x x x- x x x x x x- - =XX�x x x x x x- x- x x x - x x- x/ x x G - - - - G G G fl N - G - - G - - - G -- G Project No.: 133-124803-15001 a A — ' N — Designed By: JAB B DRAINAGE BASIN NUMBER TO RANCH ROAD - I Drawn By: LAW 1 _ _ Checked By: JAB p 10 YEAR PEAK DISCHARGE _ - ry iU 100 YEAR PEAK DISCHARGE _ _ - - - - - - - - - - - - _ _ _ _ _ - - 2 0 30' 60' 120' N DRAINAGE BASIN ACREAGE _ - - - - - - - - - - - - SCALE: 1 " = 60' rn �� Bar Measures 1 inch 1 I 2 3 4 5 6 I 7 i 1 Coj r LY On M V = co ' o il I LLI N cn o N Y 2 iii L c. v g N O Q � Um- 3 cncm F r I \I \ O ? it., - � � / 1 I / / ) I N. / / / / iii:/_,, W/ V / Ii\ \ \ i �� V • - � � / // I I II I \ V \ \� \ V � \ \ I o- - - \ \ 1 \ \ L- - , v AVA \ 1 \ 1 V A Ia13 - N \ \ / I ! \ \ \ \ / \ I I I / / y \ \ \ I \ 1 \1111111 1 \ 1 1 v v v vv A v v � / /� I i. e. v \ \ \ vv / -� /„, 11 \ ( I ( � � / - - vvv �/ Il lfI (\ \ VA\II / z _' \ \ \ \ \ n \ \ / / C9 C \ \ \ / t 1 I ) 2 / i � -N., II / / / _ v A v V A / v , � v v / / I v it / / . . >— ` v � � / Illvv \ \ 1111 v v A � V A \ / V / / 1 \ v • 2 � T � N 1 iv V A \ H ) ) I ) / / / r,-* T v \ vv V vv \V A AV \ 1 vvv / / / I I \ \ \ z / j / /(' / I A \ I / / / � � // / / / I I / / / / I Y, \ \ \ \ \ \ \ \ \ \ \ \ \ \ / I I. _ i / I �, � � / I \ r / — � , / / / I v / l � / / // ^ v / / / P �' \ \ � \ \\ \ \ \ \ \ \ \ \ \ / 1 I / r �, +_ rt _ 1� � _ .r _ _ � _ _ � _ � _ �_ � _ / / - I \ \ f j. \ \ 1 I 1 \ \ \ \ \ \ \ l r % / F � \- DRAINAGE FLOW PATH if A \ \ \ 3, \ \ `scP� \ \ r � r /i /r / i � I i -- \1 1 � - �\ \ \ \\ \\ \ \ \ v \ \ \ � �\ /' /-' Illr \\� / A n / ' ` I / 100 �\ ,s��\ \ \ \ I \ \\ � � \To \ \ \ \ / / / \ F 15.86 V=11 8 \ \ \\ 1 I \ \ 1 \ \ \ \ \i ) \ 1 \ ---- / ii/ [ „KO-- - 2' 40 1 \ A \ I / y f I / � � / 1 / �s� y \v v v v v ,vsee. vv vv vv \ V v \\ vv v vv A / co \ 1 t- o � I \ \� \ 1 1 \ \ \ \ \ se \ \ \ \ \ \ \ \ .C \ v 7- - v v v 11 N w 'v/ •-i, N i i \4 \ \ // � � � \ \ \ \ � \ t \ \F S\ \ \ \ \ \ \ \ \ \ \ N i / / / 40 \ \ \ \ ` � / /1 I 5 ? , v a ff 1 \ l l \ j Asps N \ \ \ 4\ \ Qsee \ \ \ \ \ \ \ \ \ , / / / 1 V A v / � � // V A V I s� v v v v v v v \ 1 \ — \ \ 4 \ \ \ \ \ \ \ x x L 1 [ I \ \ \ \ \ 4574 N. \ \ \ \ \ \ \ 1�x x\---x--x--x / I \ \ I. / r — \ \ \ \ \ 2 I rk \ \ AL I I1 / / \ / DRAINAGEFLOWPATH 8p i F \ \ \ \ \ � � � / \ - \ \N \ \► t, vv / �/ i ASH 1�.8 � \ \ \ \ \ \ � / / \ \ 2 �s�e \ \ \ \ \ \ \ \ \ � \ \ \ \ � � \ / / \ \ I / f f f / 1 a � , AC 9a0 \I y \ \ X45 \ s> \ \ \ \ \ \ \ \ \ \ \ \ \ \ � / / \ \ \ D 1\ \ \ / / /� / / !/ � I � � sa \ I II \ - � I I l \ \ \ \ \ \ \ \ \ / \ \ \ \ / I � � / 1 \ / \ \ � \ \ \ \ [ A / J \ 1 I \ \ \ \ f [ / / / ` � v / / l [ .V v v v v v elk '� A / / 7 J ,% / / � � _ vv -- / [ F \ vvv // III 1 1 \V A vvv vyMN N vvv� 1 \ 1 II \�f �� f / / Y / / i i v �V \ I I I \ \ , v R v v v v v v / \ I I I i, � 2 n J / / � � \ \ \N. \ � \ I \ \ / \ \ \ \` \ \ \ \ x \ mod * y // / J / � , � \ \ \ \ / \ [ \ I / � / / 1 1 I -, \ \ \ \ tripM \ / / / //� / i i \ \ \ I / \N N. \ \ ! / // i i \ \ \ 4571 / / \ \ �'j� // V v v ! 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W 4) IoM 8 � F I g rn Et WEN 8o I cv I,- IB5- k ILI H ili O — I iii -....4644_733.6./ DRAINAGE PATH BS 1 41%3/443/40. Eil a I •• , 1 OWNER:70 RAC CH LLC =•. Y I E I - - - EAST LINE SW 114 OF SECTION 24-1 -R63W ___-_ WEST LINE SE 1/4 OF SECTION 24-T5N-R63W U,/ , �X X X X�-X X X,^ X x .... X ..^ x x x x x - x- x x x X- x��x_l DRAINAGE PATH 62 , ^^ I x , 4579 x a CHANNEL 4B I CHANNEL 4A <'W - / DEPTH 3.0' r�4578 CRASH-OUT GATE S DEPTH 3.0' �1 DRAINAGE PATH B1 ��_ SIDE SLOPES 3:1 x SIDE SLOPES 3:1 I vs •': • • �� — CULVERT 12 , - V-DITCH N V-DITCH ` { >> • 0:58 .1 ... .A , Al I , DRAINAGE PATH Al 1�gg x — 7_ x 1{ tAC 91510 �/ B 1 4577 1,12 ci6'_ 1]\ C X _ tAC DRAINAGE PATH A6 !x / • 1 / 4576�� I • x 1 B3 1 l 1-B5 B7 -)1 IXI109 17k] • EXIS/ ; NCE ING / 1 I L. v ''� Q vjy'1� a5B �o.e4 D � �C �� 3AC (�10 tAC �5T • 4575 x x X i' { • LAYDOWN ' x_-x x x x I Q 1 _ f DRAINAGE PATH B6 AREA I 1 / 1y0� x • •I ~.��r X I \ CHANNEL 36 DRAINAGE PATH B3 O DEPTH 2.0' DRAINAGE PATH B7 4574 DRAINAGE PATH A2 -\ L CULVERT 10 SIDE SLOPES 3:1 \ •, V-DITCH LEGEND: l EXISTING WELL • CHANNEL 3C I n CULVERT 11 rAD - CULVERT 14 `7EXISTING MAJOR CONTOURS(5' INT.) = o DEPTH 2.0' l.J , I�f + I- EXISTING MINOR CONTOURS 1'INT. z �' SIDE SLOPES 3:1 �_, vl ff CHANNEL 3A p - • 4573 x .......Ye m( ) cc x V-DITCH DEPTH 2.0' I - _— — EXISTING SECTION LINE tAC CULVERT 1 + - • / SIDE SLOPES 3:1 I i I - �r - - - - RIGHT-OF-WAY LINE w I \ V-DITCH .. -• - ,. _ - ---�-�� CULVERTS x/ EXISTING UNDERGROUND GAS LINE o .. \ ��----��-�,( �,-�- ? x X x x EXISTING FENCE LINE / � --- ` — DRAINAGE PATH A3 _ _ I ccc c•- EXISTING GRAVEL ROAD - x I • •. • • - � _ I 4575 •�{ x ei w �T TRASH DUMPSTER ENCLOSURE ---- C — _ I POND4 '� ��-- ti -- +� t ; .v 4575 11]� , ,�_� �� 457 � —_ v DRAINAGE PATH B4 ��a J ��. t < I o 0 4 EXISTING OIUGAS WELL HEAD A �� • to e x A ` 4575 - \ ^*J ` 11 a - CHANNEL2 EXISTING OIVGAS WELL HEAD r - 2t)3 l �, � �- CULVERT 2 Z CULVERT 5 4575. -��\ \ DEPTH 2.0' �p' I 0 4575 - DRAINAGE PATH A7 -~� } SIDE SLOPES 3:1 \ tAC ( 27� i --COVERED LACT UNITS I Q. I \ x a PROPERTY LINE . I : �--- I I� BOTTOM WIDTH 15.8' I - ui PROPOSED ASPHALT ROAD B4 i - ( 45� II� / r--_4577 _� I I o w Z PROPOSED GRAVEL ROAD p51 pg ' II CONTAINMENT I I ! f 1 I I''' a 1, ' �. I ' I�I T6 - ] AREA 'S II' CHANNEL5 ;° o oxx xx xx PROPOSED CHAIN LINK SECURITY FENCE �1C 91� I I 7 1I I� DEPTH 1.0' as f 1 I Q - ¢o 1 ' �� 1.18 L��21! �_�� i r SIDE SLOPES 3:1 a. ').• I POND A -.X.--.X-X•--X- PROPOSED CATTLE FENCE !� ' i 9,500 BBL 9,500 BBL i • V-DITCH H I a , i x "PROPOSEAINAREA /I , ' e I � oI . . - , \, * l{>l� /A\o — PROPOSENTIOND I1 : ± > p " i Ly PROPOSED DRAINAGE SWALEcc • CULVERT 6 CULVERT 7 � / Z z I +1: • • • • / �\.': �... l A8 — 4577 4570 _��j a.J I ! 4575 685 BD ' ` `-- 4575 ---' • DRAINAGE PATH A5 p�, O CL w B --��— : ' 1 .. MC %6$ • )� a`' I CULVERT 3 - w p W a PROPOSED GRAVEL ROAD BASE I. \� --- � x — . DRAINAGE PATH A8 �g1 U to Q PROPOSED CONCRETE ! 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Coltrane Street, Suite A Edmond, Oklahoma 73034 Prepared by: Tetra Tech, Inc. 1900 South Sunset Street, Suite I-E Longmont, Colorado 80501 Tetra Tech Job No. 133-124603-15001 September 2015 ml TETRA TECH ENGINEER'S CERTIFICATION I hereby certify that this report for the final drainage design of the Riverside Unloading Facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Storm Drainage Criteria for the applicants of the property thereon/ , Ll C V A. es ce. e6 41891 z°' 4 es, NoNAL ECG\ ,r Jeffrey A. Butson, P.E., CFM Licensed Professional Engineer State of Colorado No. 41891 TABLE OF CONTENTS Page 1.0 INTRODUCTION 1 2.0 GENERAL LOCATION AND DESCRIPTION 1 2.1 Location and Existing Conditions 1 2.2 Proposed Development 1 3.0 DRAINAGE BASINS AND SUBBASINS 1 3.1 Major Basin Description 1 3.2 Historic Drainage Patterns 2 4.0 DRAINAGE DESIGN CRITERIA 3 5.0 DRAINAGE FACILITY DESIGN 4 5.1 General Concept 4 5.2 On-site Drainage 4 5.3 Retention 6 6.0 CONCLUSIONS 6 7.0 REFERENCES 8 List of Tables Table 1: Historic Basin Runoff Summary Table 2: On-site 100-Year Runoff Summary Table 3: Retention Pond Summary Table 4: Retention Pond Summary Final Drainage Report i September 2015 Riverside Unloading Facility F:A124603V133-124603-15001A DocsV Reports V Drainage\Final Drainage Report ltiverside.doc List of Appendices Appendix A: Mapping Vicinity Map FEMA Flood Insurance Rate Map Appendix B: Hydrology Computations Appendix B-1: Soils Report Appendix B-2: Rainfall Data Appendix B-3: Historic Runoff Calculations Appendix B-4: Developed Runoff Calculations Appendix C: Hydraulic Computations Appendix C-I: Culvert Calculations Appendix C-2: Drainage Channel Calculations Appendix C-3: Conveyance Summary Appendix D: Drainage Plans Historic Drainage Plan Sheet 1 Developed Drainage Plan Sheet 2 Appendix E: Variance Request for Retention Facility Final Drainage Report ii September 2015 Riverside Unloading Facility F:A124603V133-124603-15001A Docs\Reports V Drainage\Final Drainage Report ltiverside.doc 1.0 INTRODUCTION The purpose of this report is to present the proposed storm drainage improvements for the Riverside Unloading Facility(Riverside). With development of a green field site, one can expect an increase in impervious cover and, therefore, an increase in peak storm water runoff This report examines the undeveloped flow patterns of offsite and on-site drainage basins and the proposed storm water facilities designed to mitigate the downstream impact of increased storm water runoff. The contents of this report are prepared, at a minimum, in accordance with the Weld County Code for a Final Drainage Report. 2.0 GENERAL LOCATION AND DESCRIPTION 2.1 Location and Existing Conditions Riverside is located on a 12.8 acre parcel approximately 9.5 miles east of the Town of Kersey, Colorado. The parcel will be leased from 70 Ranch LLC to Blue Grama Land Corporation (Blue Grama). The site is located along a private road (70 Ranch Road). The main entrance of the subject property is located at the eastern terminus of Weld County Road (WCR) 388,which is an entrance to the 70 Ranch property. The site is located approximately 5.9 miles east of the terminus of WCR 388. The subject property is located in the southwest and southeast quarters of Section 24, Township 5 North, Range 63 West of the 6th P.M., Weld County, Colorado. A vicinity map has been provided in Appendix A. The property is currently undeveloped and consists of agricultural range land. Surrounding land use adjacent to the subject parcel is primarily agricultural. Hydrocarbon production wells are present in the vicinity. No utilities are known to cross the subject property, but there are utilities located near the lease boundaries. 2.2 Proposed Development Blue Grama is proposing an oil unloading facility for centralized collection of crude oil to be conveyed by pipeline to a facility in Lucerne, Colorado. Blue Grama is leasing the property from 70 Ranch, LLC. The proposed facility will be phased with only some of the features shown constructed in the near future. Additional future facilities may be constructed depending on market conditions. 3.0 DRAINAGE BASINS AND SUBBASINS 3.1 Major Basin Description The subject property is located in rural Weld County and is surrounded by undeveloped agricultural land. The project site lies in a FEMA designated area, Zone C: "areas of minimal flooding." An appended Flood Insurance Rate Map is provided in Appendix A. The Riverside facility is located on Flood Insurance Rate Map (FIRM), Community Panel No. 0802660675C. Final Drainage Report l September 2015 Riverside Unloading Facility F:A124603VI33-124603-15001vDoes\ReportsVD©inage\Final Drainage Report Riveiside.doc The site is located outside any applicable Weld County or adjacent Master Drainage Plans. Site terrain is hummocky and is characterized by hills and basins. This type of terrain does not appear to have any natural streams to drain the area. The USGS quad map for this area shows many depressions and hills. Runoff appears to collect to the basins with no natural outlet. Runoff either percolates or evaporates. According to the Soil Survey of Weld County, Colorado, Northern Part[I], site soils are primarily sand. Sandy soils are well drained and slopes are between 0 and 9 percent. A detailed soil survey report has been provided in Appendix B-1. The soil types are entirely hydrologic soil group A. 3.2 Historic Drainage Patterns A ridge line divides the site into two historic sub-basins: Basin A and Basin B. The divide generally runs from north to south. Each of the sub-basins drains to its own depression at the edge of the property boundary. The Points of Analysis (POA) for all basins were selected as the lowest point of each depression. A map showing the historic drainage basins is presented in Appendix D. Basin A is located on the east side of the project site and drains towards the south. The depression that Basin A drains to is bisected by the 70 Ranch Road. Basin B is located on the west side of the project site and drains to a depression along the western property edge. Site rainfall depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA)Atlas 14, Volume 8, Precipitation-Frequency Atlas of the United States (2013). This data supersedes the rainfall depth information provided in the Urban Storm Drainage Criteria Manual. The current NOAA data was used for the determination of point rainfall data. The NOAA data formed the basis of the IDF calculations for other storm frequencies and durations using Urban Drainage methods. Rainfall data is presented in Appendix B-2. As detailed in a subsequent section, retention is required for runoff storage at this site because there are no natural drainage channels to convey flows. As a result, volume calculations for historic and proposed runoff were required to support the retention calculations. HEC-HMS was used to estimate runoff volumes. The NRCS Curve Number method was used for estimation of runoff volumes. A Curve Number of 55 was selected for semi-arid rangeland with herbaceous cover. The TR-55 manual does not have values tabulated for Type A soils and this type of ground cover. The nearest equivalent value was determined for desert conditions, assuming fair ground cover. The historic runoff rates and total runoff volume for the 100-year, 24-hour storm event are presented in Table 1. Times of concentration for the historic drainage basins were estimated using the methods detailed within Urban Storm Drainage Criteria Manual, Volume 1, Ch. 5. Calculations for time of concentration and composite runoff coefficients for the hydrologic analysis are presented in Appendix B. Final Drainage Report 2 September 2015 Riverside Unloading Facility F:A124603VI33-124603-15001vDoes\ReportsVD©inage\Final Drainage Report Riveiside.doc Table 1: Historic Basin Runoff Summary 100-Year, 24-Hour 100-Year, 24-Hour Peak Flow Volume Basin ID Acres (cfs) (ac-ft) A 15.86 2.4 1.1 B 11.91 1.8 0.8 4.0 DRAINAGE DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Criteria Manual, Volumes 1, 2 and 3; Weld County Code; and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes I, 2, and 3. Based on this criterion, a 100-year storm is used as the major storm when evaluating existing and proposed drainage facilities. Rainfall Data: Rainfall data was collected using the Volume 8, Precipitation-Frequency Atlas of the United States (2013). Pipe and Culvert Sizing: Site storm infrastructure capacities have been evaluated using Manning's Equation. The culverts on site are sized to convey the 100-year storm event. Erosion control devices win be provided at all culvert and swale outlets to protect against downstream erosion. Culvert sizes were determined using Culvertmaster software. Preliminary pipe calculations have been provided in Appendix C. Drainage Channel Sizing: Channels are present on the site to channel flows to the retention ponds. All channels are sized for the 100-year storm event using Manning's Equation. Multiple on-site drainage channels have also been sized to convey the major storm event. Detailed channel calculations have been provided in Appendix C. Due to the relative steepness of channels, the sandy soil types, and lack of vegetation, turf reinforcement mat is recommended for all drainage channels and pond slopes to reduce erosion potential. Water Quality Pond Sizing: Retention ponds are proposed for stormwater management. Because runoff is not released into jurisdictional waters, there is no need for additional stormwater treatment. Retention Pond Sizing: Retention ponds were selected for use due to the lack of natural drainage channels. The terrain in this area is characterized by hills and depressions. Rainfall in this area is expected to collect in the depression and infiltrate. Retention facilities are designed to contain 1.5 times the 100-year, 24-hour storm in accordance with the Code. The Code requires that a retention pond have an emergency spillway. However, in this location, the lack of drainage channels to convey flow away from the facility make a spillway unnecessary. Calculations for the retention pond showing infiltration of the 100-year, 24-hour storm within 72 hours is discussed in a subsequent section. A variance request for the use of a retention facility is presented in Appendix E. Final Drainage Report 3 September 2015 Riverside Unloading Facility F:A124603VI33-124603-15001vDoes\ReportsVD©inage\Final Drainage Report Riveiside.doc 5.0 DRAINAGE FACILITY DESIGN 5.1 General Concept The site was subdivided into several sub-basins based upon the proposed final grading of the site. Areas draining to Pond A are grouped into the "A" series developed drainage basins. The basins were subdivided to determine culvert and channel sizes. The secondary containment area is within the A drainage area. However, flows from this secondary containment area are normally contained within the area and checked for oil sheen prior to release in Pond A. Areas drainage to Pond B are grouped into the "B" series developed drainage basins. The basins were subdivided to determine culvert and channel sizes. A map showing the proposed drainage basins is presented in Appendix D. 5.2 On site Drainage Basin A I will flow overland directly to a culvert and into Pond A. Basin A I includes an offsite area and a construction laydown yard. The construction laydown yard will be used for the storage of materials on a temporary basis. Basin A2 will flow overland directly to a culvert and into Pond A. Basin A2 includes offsite areas and will be mostly undisturbed from its existing condition. Basin A3 flows directly into Pond A. Basin A3 includes a paved apron and canopy for the unloading facility. The unloading facility is elevated higher than the surrounding drive areas to prevent runoff from entering the unloading area. The unloading area contains a spillage capture system for capturing unintended releases of crude oil and containing it within a sump that will be pumped out when necessary. The drive areas will be compacted aggregate road base. Basin A4 flows directly into Pond A. Basin A4 includes only compacted aggregate road base for drive areas. Basin A5 will flow overland directly to a culvert and into Pond A. Basin A5 includes offsite areas and will be mostly undisturbed from its existing condition. Basin A6 will flow overland directly to a culvert and into Basin Al. Basin A6 includes a portion of the construction laydown yard and is similar to Basin Al. Basin A7 is the secondary containment area. The secondary containment area is isolated from other site runoff by a valve located in the southeast corner. The area itself is assumed to be completely impervious because a clay liner to contain accidental spills will be installed. Runoff that collects in this corner will be checked for oil sheen prior to release into Channel I. This basin is included in total runoff volume calculations. Basin A8 flows into Channel 5. This basin includes the transfer manifold and a compacted gravel drive area. Final Drainage Report 4 September 2015 Riverside Unloading Facility F:A124603V133-124603-15001A Docs\Reports V Drainage\Final Drainage Report ltiveiside.doc Basin B1 will flow into Basin B2, where it is then discharged into Pond B. Basin B1 includes some compacted gravel roads. Basin B2 will flow into Channel 4 and discharge directly into Pond B. Basin B2 includes compacted gravel roads and some above ground pipeline equipment. Basin B3 will flow into Channel 3C into Channel 2. Basin B3 includes compacted gravel roads, an office building, the PRC building, and an electrical transformer. The surface of almost the entire basin will receive a compacted aggregate road base layer. Basin B4 will be collected into Channel 2 and discharged into Pond B. Basin B4 includes compacted gravel roads. Basin B5 flows overland directly into Pond B. The basin is entirely undeveloped areas similar to existing conditions. Basin B6 will flow into Channel 3 and be conveyed into Basin B3. The basin includes compacted gravel roads, booster pumps, A/C units, and above ground pipeline equipment. The surface of the entire basin will receive a compacted aggregate road base layer. Basin B7 will flow into Channel 3 and be conveyed into Basin B6. The basin includes compacted gravel roads, a sump tank, and above ground pipeline equipment. The surface of the entire basin will receive a compacted aggregate road base layer. Table 2 presents the peak flow rates for the sub-basins of each of the basins. Table 2: On-site 100-Year Runoff Summary Peak Flow Peak Flow Corresponding Basin ID Acres 10 Year(cis) 100 Year (cfs) POA Al 4.12 0.39 2.24 A A2 1.98 0.33 1.88 A A3 2.09 1.92 5.27 A A4 1.88 1.34 4.20 A A5 0.98 0.20 1.03 A A6 0.56 0.13 0.56 A A7 1.18 3.28 6.43 A A8 0.85 0.60 1.84 A B1 0.53 0.26 0.98 B B2 0.56 0.31 1.10 B B3 1.09 1.17 2.95 B B4 0.54 0.29 1.02 B B5 6.84 0.76 4.35 B B6 0.39 0.44 1.10 B B7 0.56 0.64 1.57 B Final Drainage Report 5 September 2015 Riverside Unloading Facility F:A124603VI33-124603-15001ADoes\ReportsVD©inage\Final Drainage Report Riverside.doc Detailed developed drainage calculations have been provided in Appendix B. 5.3 Retention There are two retention ponds proposed for this facility. An agreement between 70 Ranch, LLC and Blue Grama is presented in Appendix E. This agreement between the parties allows for additional undetained discharges to be released onto 70 Ranch property. Pond A is located in the southeast quadrant of the site and collects runoff from the"A" series developed sub-basins. Pond A is bisected by a roadway. The two cells of the pond are connected by a culvert. Pond B is located along the west property boundary on land owned by 70 Ranch, LLC. To analyze the runoff volumes for each retention pond, a HEC-HMS model was encoded to estimate the 100-year,24-hour runoff volume. Basin characteristics were determined for Basins A and B. The minimum retention volume required by the Code is 1.5 times the 100-year, 24-hour runoff volume. The results of the analysis is presented in Table 3 below. Table 3: Retention Pond Summary Req. Retention Volume Provided with Runoff Volume Volume 1-foot freeboard Basin (ac-ft) (ac-ft) (ac-ft) A 1.6 2.4 6.3 B 1.0 1.5 3.1 Emergency spillways are not provided for either retention pond. Each pond is located in a depression, which does not allow for drainage in any direction. The soils in this area are characterized in the Soil Survey of Weld County as "excessively drained." Chapter 5 of the Urban Storm Drainage Criteria Manual present a formula based on soil types to estimate the amount of infiltration at any given time. Using the equation presented in the manual, calculations for infiltration rate were made on a five minute interval. Using the rates for each interval, a total depth was estimated. The results are presented in the table below. Table 4: Retention Pond Summary Runoff Volume Time to infiltrate Pond (ac-ft) (hr) A 1.6 6.5 B 1.0 8.9 The calculations show that the runoff infiltrates in less than 72 hours. This time is considered to be the standard time that is not injurious to water rights. 6.0 CONCLUSIONS This report was prepared to comply with Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2 and 3 with the Final Drainage Report 6 September 2015 Riverside Unloading Facility F:A124603VI33-124603-15001ADoes\ReportsVD©inage\Final Drainage Report Riverside.doc exception of the variance request that was presented in the letter at the beginning of this report. Drainage design is not expected to adversely impact adjacent landowners. This Final Drainage Report is being submitted to Weld County for review and approval. Final Drainage Report 7 September 2015 Riverside Unloading Facility F:A124603V133-124603-15001A Docs\Reports V Drainage\Final Drainage Report ltiveiside.doc 7.0 REFERENCES United States Department of Agriculture Soil Conservation Service in cooperation with Colorado Agricultural Experiment Station. Soil Survey of Weld County, Colorado, Southern Part, September 1980. Urban Drainage and Flood Control District. Urban Storm Drainage Criteria Manual, Volume 1-3, June 2001. Weld County Code Ordinance 2015-11. Weld County, Colorado. Weld County Engineering and Construction Criteria. Weld County Public Works Department, April 2012. NOAA Atlas 14, Volume 8, Precipitation-Frequency Atlas of the United States. U.S. Department of Commerce, 2013. Final Drainage Report 8 September 2015 Riverside Unloading Facility F:A124603V133-124603-15001A Docs\Reports V Drainage\Final Drainage Report Riveiside.doc APPENDIX A - MAPPING ▪ Vicinity Map ▪ FEMA Flood Insurance Rate Map R63W R62W 4,90 4685 4696 4674 • • T5N a a �Q^ -15 - I% -.dry - X 4605 a a U ' Lu 0 X 2 U s C7 9 0 2,000 • N -_ �V:5Ga= :Feet - . . BLUE GRAMA Project No.. 133-124603-15001 ry a Mb TETRA TECH RIVERSIDE PARCEL Date. AUG 11,2015 WELD COUNTY COLORADO Designed By. JJA www tetratech.corn CN' Figure No. 1900 S.Sunset Street Ste.1-E Longmont,Colorado 80501 VICINITY MAP QPHONE'.(303)7725282 FAX'.(303)➢➢2-7039 // 7/ J ii -- _--.. -_/frl - I APPROXIMATE SCALE # j 2000 0 f-T- t----t t--1 I I, // // I /1 I 4�� 23 1/ 24 NATIONAL FLOOD INSURANCE PROGRAM �\ ill ``� I I FIRM // chi : l FLOOD INSURANCE RATE MAP �\ /� PROJECT LOCATION % ��' I // * - ,� �� WELD 7/� _ COUNTY, / /� \�- H COLORADO \\ /___,L, / \ - -- v- h. UNINCORPORATED AREA \ \\ PANEL 675 OF 1075 \ (SEE roan NOES FOR PANE .5 Non Pa NrED, \\\ 26 2 2 COMMUNITY-PANEL NUMBER �� \�, // i J080266 0675 C ) / 4, I , i MAP REVISED: _-__ —_ . _ — >NE a �' SEPTEMBER 28, 1982 O/ 1f \ ! feuerai emergency management agency • 35 \ -_ . i CAA,RIVERSIDE INTAKE Is copy pert il . /1 \\ This extracted tra official t Len of me above map roes n t r flecb map s was men which F-MIT have ne. This map does net reflect toe changesage on or amendments we lamay oduc been madesubsequent ut tFFl date on the titlProgram flood d mapl latest producttho FEMA information ap Sre t vuv.mood Insurance Program flpptl maps check the FEMA Flood Map Store at www.mscfem agpv APPENDIX B - HYDROLOGY COMPUTATION APPENDIX B-1 SOILS REPORT v.v. HydrologicSoil Group—Weld County Colorado, Southern Part (Riverside Unloading Facility) x x .r 303 .,-1L 03 _SL20L r5230C r.7340C E✓250C E: 50C y t h ,( .f:: __ t' w' Y' y w • .•%31 T a s `1.` y n { .. - J(., g o Y t .y t" ,hay;; ] • i 'I { r.1 A A'w4 —.._--- — - °tivuwrgr — -- - - •�.. v,. r1� t y� , t.; Eli, o� yy1� i .w.. 1a^, i' y C t,1-!..: '... 1 r. b'S` 'Cr r- �,y.tk� r f •n �a +'J14 l 1Y s � �av Y W v � •4ri�x 2 � G - acS a °J ' 11 �! it-v N:"e.!1'rl 1 3520CO 552100 55220 3523CO 552400 55250 3526CO • Nap Scale. 11,2901Fmeted on lacrtrart(8.5'x11")sheet Ma IN V 50 100 200 AN Fet S N Al 0r* inn 40o ann i�na rk,pujnliu r.:'.th lkr;+r Ciruu uxaJr rdr�.'(Jl•SS4 015U IN/sw UU WU354 I lil f4 Natural Resources Web Soil Survey 9/112015 a Conservation Service National Cooperative Soil Survey Page 1 o14 0• „,a) .3 � � ) i [ _ ) lo _ ! ) f 0 \ 0 — - _ ) e ) 2 }) / - ; Z Si } ) \[ ( \ ) ) 0 co \ [ - \ _ : « i § f $ O ° ( { $ ) ▪ p - { § r / > 5 « 7 l , : 4 f \ / $ f : : -J • , _ \ 5 © ` § f{ r \ ® z { =O j \ \ \\ _ ) 2 { f \\ / \ \\\\ a— ( ( ) \ ` ) •/ § 2 , ( j Z ) f « a 0 {/ }% ® � � r : a , § » ! ° _ 2 ! { ! § ! $ } ) / : _ &\ : ! : » _ to : _ : e ! = , : [\ ( ! ; § ! !J = o _ { ) ] w ) } § \ § \ 20wo - ) / \ ` To O -a f{ ! ! - ! : # » f ) \ \{ \- \ } � / = 2 ) •/ ] t] / E w O #{) / ) / e : a a : ON 4 : { : 0 O = \ Cu. ! \\ IE r E To 0 to ) � 72 E 72 0 ovooTo o \ \ I ! � } ■ § ) a -I CL _ Z Z 4 02 ) C i• < { < y '0000Z } < 2 = 2000 ! { < y = 2 o ! ou § gggggggg ( I ! # 1 ; II . / o . o . q Hydrologic Soil Group—Weld County, Colorado, Southern Part Riverside Unloading Facility Hydrologic Soil Group Hydrologic Soil Group—Summary by Map Unit—Weld County,Colorado,Southern Part(CO616) Map unit symbol Map unit name Rating Acres in AOI Percent of AOI 69 Valent sand,0 to 3 A 7.5 9.7% percent slopes 70 Valent sand,3 to 9 A 69.7 90.3% percent slopes Totals for Area of Interest 77.2 100.0% Description Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long-duration storms. The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture.These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink-swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition USDA Natural Resources Web Soil Survey 9/1/2015 a Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Soil Group—Weld County, Colorado, Southern Part Riverside Unloading Facility Component Percent Cutoff. None Specified Tie-break Rule: Higher USDA Natural Resources Web Soil Survey 9/1/2015 a Conservation Service National Cooperative Soil Survey Page 4of4 APPENDIX B-2 RAINFALL DATA Precipitation Frequency Data Server Page 1 of 3 NOAA Atlas 14,Volume 8,Version 2 air Location name: Kersey,Colorado,US* -, y Latitude:40.3769°,Longitude:-104.3830° I VIM/ Elevation:4592 ft* s f �r `source:Google Maps %.y POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica,Deborah Martin,Sandra Pavlovic,Ishani Roy,Michael St.Laurent,Carl Trypaluk,Dale Unruh,Michael Yekta,Geoffery Bonnin NOAH,National Weather Service,Silver Spring,Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90%confidence intervals (in inches)1 Average recurrence interval(years) Duration 1 2 5 10 25 50 100 200 500 1000 0.250 0.302 0.398 0.488 0.629 0.751 0.883 1.03 1.24 1.41 5-min (0.200-0.316` (0.241-0.381) (0.316-0.503)(0.385-0.620) (0.486-0.845)(0.563-1.02) (0.638-1.22) (0.710-1.46) (0.820-1.80) (0.904-2.06) 10-min 0.366 0.442 0.582 0.715 0.921 1.10 1.29 1.51 1.82 2.07 (0.293-0.462' (0.352-0.558) (0.462-0.737)(0.564-0.909) (0.712-1.24) (0.824-1.49) (0.933-1.79) (1.04-2.13) (1.20-2.63) (1.32-3.01) 15-min 0.447 0.539 0.710 0.872 1.12 1.34 1.58 1.84 2.22 2.53 (0.357-0.564' (0.430-0.680) (0.564-0.899) (0.688-1.11) (0.868-1.51) (1.01-1.81) (1.14-2.18) (1.27-2.60) (1.47-3.21) (1.61-3.67) 30-min 0.601 0.724 0.953 1.17 1.51 1.80 2.11 2.46 2.96 3.37 (0.480-0.758' (0.577-0.914) (0.757-1.21) (0.923-1.49) (1.16-2.02) (1.35-2.43) (1.52-2.92) (1.70-3.48) (1.96-4.29) (2.16-4.91) 60-min 0.747 0.889 1.16 1.43 1.85 2.23 2.64 3.10 3.78 4.34 (0.596-0.943' (0.709-1.12) (0924-147) (1.13-1.82) (1.44-2.51) (1.67-3.03) (1 91-3.66) (2.15-4.41) (2.50-5.49) (277-6.30) 2-hr 0.893 1.05 1.37 1.69 2.20 2.66 3.17 3.75 4.59 5.30 (0.719-1.12) (0.848-1.32) (1.10-1.72) (1.35-2.13) (1.73-2.96) (2.02-3.59) (2.32-4.37) (2.62-5.28) (3.07-6.62) (342-7.63) 3-hr 0.977 1.14 1.48 1.82 2.38 2.89 3.46 4.11 5.06 5.86 (0.791-1.21) (0.923-1.42) (1.19-1.84) (1.46-2.28) (1.89-3.19) (2.21-3.89) (2.55-4.75) (2.89-5.77) (3.41-7.27) (3.80-8.40) 6-hr 1.12 1.32 1.71 2.09 2.72 3.27 3.89 4.59 5.61 6.46 (0.914-1.38) (1.07-1.62) (1.39-2.11) (1.69-2.60) (2.16-3.59) (2.52-4.34) (2.89-5.28) (3.25-6.37) (3.81-7.96) (4.23-9.17) 12-hr 1.29 1.54 1.99 2.41 3.07 3.63 4.24 4.91 5.87 6.66 (1.07-1.58) (1.27-1.88) (1.63-2.44) (1.97-2.96) (2.45-3.97) (2.81-4.73) (3.16-5.65) (3.50-6.71) (4.02-8.22) (4.40-9.36) 24-hr 1.53 1.79 2.27 2.71 3.39 3.96 4.58 5.25 6.22 7.01 (1.27-1.85) (1.49-2.17) (1.88-2.75) (2.23-3.30) (2.72-4.32) (3.09-5.10) (3.44-6.03) (3.78-7.10) (4.29-8.61) (4.68-976) 2-day 1.76 2.06 2.59 3.06 3.76 4.34 4.95 5.62 6.55 7.30 (1.48-2.11) (1.73-2.47) (2.16-3.10) (2.54-3.68) (3.03-4.72) (3.41-5.51) (3.75-6.44) (4.07-7.49) (4.56-8.95) (4.92-10.1) 3-day 1.93 2.23 2.76 3.23 3.93 4.52 5.14 5.81 6.75 7.50 (1.63-2.30) (1.88-2.66) (2.31-3.29) (2.70-3.87) (3.19-4.91) (3.57-5.70) (3.92-6.64) (4.24-7.70) (4.73-9.17) (5 10-10.3) 4-day 2.06 2.37 2.90 3.38 4.08 4.67 5.29 5.96 6.89 7.64 (1.75-2.44) (2.00-2.81) (2.44-3.44) (2.83-4.03) (3.33-5.07) (3.70-5.87) (405-6.80) (4.36-7.86) (4.85-9.33) (521-104) 7-day 2.35 2.70 3.30 3.82 4.55 5.14 5.74 6.38 7.24 7.92 (2.00-2.76) (2.30-3.17) (2.80-3.89) (3.22-4.51) (3.72-5.57) (4.10-6.37) (4.42-7.29) (4.70-8.31) (5.12-9.68) (5.44-10.7) 10-day 2.59 2.99 3.65 4.20 4.97 5.56 6.16 6.77 7.58 8.20 (2.22-3.03) (2.56-3.50) (3.11-4.28) (3.56-4.95) (4.06-6.02) (4.44-6.83) (4.75-7.75) (5.00-8.74) (5.38-10.1) (5.67-11.1) 3.34 3.82 4.59 5.22 6.07 6.71 7.33 7.95 8.75 9.34 20-day (2.89-3.86) (3.30-4.42) (3.96-5.33) (4.47-6.08) (5.00-7.25) (5.41-8.13) (5.70-9.10) (5.93-10.1) (6.27-11.5) (6.52-12.5) 30-day 3.95 4.50 5.38 6.08 7.02 7.71 8.38 9.03 9.86 10.5 (3.44-4.54) (3.91-5.18) (4.66-6.20) (5.24-7.04) (5.81-8.31) (6.24-9.27) (6.55-10.3) (6.77-11.4) (7.10-12.8) (7.35-13.9) 45-day 4.71 5.37 6.40 7.22 8.28 9.06 9.79 10.5 11.4 12.0 (4.12-5.38) (4.69-6.14) (5.57-7.34) (6.25-8.31) (6.89-9.73) (7.37-10.8) (7.69-12.0) (7.90-13.2) (8.22-14.7) (8.46-15.8) 60-day 5.34 6.11 7.30 8.23 9.42 10.3 11.1 11.8 12.7 13.3 (4.69-6.07) (5.36-6.95) (6.38-8.33) (7.15-9.43) (7.86-11 0) (8.39-12.2) (8.73-13.4) (8.92-14.7) (922-16.3) (9.45-17.5) Precipitation frequency(PE)estimates in this table are based on frequency analysis of partial duration series(PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90%confidence interval.The probability that precipitation frequency estimates (for a given duration and average recurrence interval)will be greater than the upper bound(or less than the lower bound)is 5%.Estimates at upper bounds are not checked against probable maximum precipitation(PMP)estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?Iat=40.3769&Ion=-104.3830&data... 8/4/2015 Precipitation Frequency Data Server Page 2 of 3 Average recurren-e 12 r nrenal Cars: __ - f — 1 2 ? _ _ - / — 5 — 10 io 0 25 _ 50 ,. - 100 d _ - - _ 200 - 500 2 - _---°-- _ _._ - 1000 o =- C C E - C n n1 it n 7 = C= a C O ' =07 uD O V ^ N N nn O II... O or O rn O o Duration 14 lurition Sun — --(lay 12 - - — In IIIIn 3-day _ 1!,ylllll — lylny • -0 - IL Plir1 — l-flay 1 - _ — Go-Imo — 100-clay v 8 - - - F-nI — :o-naq -- - 1-hi — 10-Jay o i 0 - - - — Gan — 45-(ray' ... i' ✓ _ i- % i _ — 1Nrt — ( tillny 1• 4 _ `� — - - �- 24 ID ��. _ _I— —2 - — 2 5 10 25 50 100 200 500 1000 Back to Too Average recurrence interval (years) NOAA Atlas 14.Volume a.Version 2 Maps & ae urn T) Tue Aug 4 16 31 43 2015 Small scale terrain l ill( r'r ' r4 �I asar le ry Cheyenne wf m WI 1opnt ;i{' Fart Collins S i'ii O Greeley I "ter(InI ,e,Boulder P +- - Denver e ^d 4D+LoptA2,4n veal 0 0 nap= F+ '.;,". ._ ;gr' ,, Aurora - ✓ k k rndpe's'. r 9 i V Vl. y..r1 ,, .1,.y,:. Colorado s ¢ - Springs 1°:41 50km Map d0Fg5tl25tflrfaPeagle Large scale terrain http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.3769&Ion=-104.3830&data... 8/4/2015 Precipitation Frequency Data Server Page 3 of 3 H. H 1 I f: 2km: Map dgigip&MrP3Peregle Large scale aerial �`dS '.H br•. • 1` ai717tL 1 i. .� 1.i� s, •( r io: fr; F t. I ' s` It I I lc r ,'r ; + '.� 1 , . ! . , '. is . _ 1 cs V 1r • t' I Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service Office of Hydrologic Development 1325 East West Highway Silver Spring.R1D 20910 Oucstions'?.HDSC.Oucslions@nma gov Disclaimer http://hdsc.nws.noaa.gov/hdsc/pfds/pfds printpage.html?Iat=40.3769&Ion=-I04.3830&data... 8/4/2015 APPENDIX B-3 HISTORIC RUNOFF CALCULATIONS Blue Grama - Riverside Historic Runoff Calculations Basin Basin Area(acres) Basin Imperviousness Runoff Coeficients,c Ltotal Li Si Sw Ti Tt Tc Lag POA Area(ac) Area(sq mi; Soil Type A Soil Type B I Soil Type C Soil Type D Gravel Road(ac) Roof/Tank(ac) Undeveloped(ac) 1'90 2 Yr 5 Yr 10 Yr 100 Yr (ft) (ft) (ft/ft) (ft/ft) (min) (min) (min) (min) A 15.86 0.0248 15.86 0.00 0.00 0.00 0.00 0.00 15.86 2.0 0.000 0.008 0.070 0.216 1225 500 0.018 0.016 36.3 13.8 50.1 30.1 A B 11.91 0.0186 11.91 0.00 0.00 0.00 0.00 0.00 11.91 2.0 0.000 0.008 0.070 0.216 822 500 0.011 0.011 43.1 7.2 50.4 30.2 B Basin A(2%Imp.) 2 yr 5 yr 10 yr 100 yr Site Imperviousness Table 1-hour Point Rainfall Depth Soil Type A 15.86 100% 0.000 0.008 0.070 0.216 2 Yr 5 Yr 10 Yr 100 Yr Soil Type B 0.00 0% 0.028 0.088 0.166 0.362 Roof/Tank 90 PI 0.889 1.16 1.43 2.64 Soil Type C 0.00 0% 0.056 0.162 0.262 0.508 Gravel Road 40 Soil Type D 0.00 0% 0.056 0.162 0.262 0.508 Undeveloped 2 15.86 100% Composite: 0.000 0.008 0.070 0.216 Basin B(2%Imp.) 2 yr 5 yr 10 yr 100 yr Soil Type A 11.91 100% 0.000 0.008 0.070 0.216 Notes: Soil Type B 0.00 0% 0.028 0.088 0.166 0.362 1. Refer to Table RO-3 for Site Imperviousness. Historic flow analysis=2%imperviousness. Soil Type C 0.00 0% 0.056 0.162 0.262 0.508 2. Refer to Urban Drainage Criteria Manual Vol. 1 Table RO-5 for Runoff Coefficients,C Soil Type D 0.00 0% 0.056 0.162 0.262 0.508 11.91 100% Equations: Composite: 0.000 0.008 0.070 0.216 Tt=Ti+Tt 1=(28.5*P l)/(10+Tc)ro.786 P1 = 1-hr point rainfall depth Ti=(0.395*(1.1-05)*Li^0.5)/Si^0.33 Tc=time of conentraction CS=5 Yr Runoff Coefficient Li=500 ft. maximum Si=average watercourse slope Tt=(Lt-500)/V V=Cv*S^0.5 Cv=Conveyance Coefficient(Table RO-2) Sw=average watercourse slope P:\124603\133-124603-15001\SupportDocs\Calcs\Runoff Riverside.xls Blue Grama Riverside HEC-HMS Results Existing Conditions 1i Global Summary Results for Run"EX 100YR" = O I.et3. Project:Rrverside Simulation Run:EX 100YR Start of Run: 01Jan2015, 00:00 Basin Model: Historic Conditions End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 24H Compute Time:03Sep2015,09:41:20 Control Specificabons:Control 1 Show Elements: _ _ _ _ Volume Units: IN o AC-FT Sorting: Hydrologic Hydrologic Drainage Area Peak Discharge lime of Peak Volume Element pi 2) (CFS) (AC-FT) Basin A 0.0249 2.4 01Jan2015, 10:33 1.1 Basin B 0.0136 1.8 01Jan2015, 10:33 0.8 i5 Global Summary Results for Run"EX 100YR" = O INE3. Project:Riverside Simulation Run:EX 100YR Start of Run: 01Jan2015, 00:00 Basin Model: Historic Conditions End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 24H Compute Tme:03Sep2015,09:41:20 Control Specifications:Control 1 Shorn Elements: -- c- Volume Units: IN o XC-Ft, Sorting: Hydrologic Hydrologic Drainage Area Peak Discharge lime of Peak Volume Element (MI2) (CFS) (AC-FT) Basin A 0.0249 2.4 01Jan2015, 10:33 1.1 Basin B 0.0136 1.8 01Jan2015, 10:33 0.8 APPENDIX B-4 DEVELOPED RUNOFF CALCULATIONS Blue Grainy—Riverside ih.i•,oenm„oq rw,.nwn. 14Na x.. a lid. ro. er. ., `_• .. I :.� . Ii') sv ..VR io. H Hi 1.0 A I z5n .. I +...P-r I . c., c.., .. .I+, r..I Aw . I L= kei.e -v, I - ., I Ivor, 13 It �. B.4411.3n. mn , m...,p.2. 24 12 It Id I IX Ned hpe X 40221 0004 4012 0 4,0 1,2N now 00. OP. 0 212. Ph.VP o., ... n.., M., �0.4 06 i,o�� Blue Grama Riverside HEC-HMS Results Proposed Conditions Global Summary Results for Run"PR 100YR" = Project:Riverside Simulation Run:PR 100YR Start of Run: 01Jan2015, 00:00 Basin Model: Developed Basins End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 24H Compute Time:035ep2015,09:49:21 Control Specifications:Control 1 Show Elements: - r e e _ Volume Units: o IN AC-FT Sorting: Hydrologic . Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (IN) PR Basin A 0.0213 4.9 01Jan2015, 10:25 1.43 PR Basin 6 0.0164 2.9 01Jan2015, 10:27 1.20 F Global Summary Results for Run"PR 100YR" o Li h-" Project:Riverside Simulation Run:PR 100YR Start of Run: 01Jan2015,00:00 Basin Model: Developed Basins End of Run: 02Jan2015, 12:00 Meteorologic Model: 100YR 24H Compute Time:035ep2015,09:49:21 Control Speofications:Control 1 Shovr Elements: __., _. Volume Units: IN a AC-FT Sorting: Hydrologic Hydrologic Drainage Area Peak Discharge Time of Peak Volume Element (MI2) (CFS) (AC-FT) PR Basin A 0.0213 4.9 ' 01Jan2015, 10:25 1.6 PR Basin B 0.0164 2.9 O 1Jan2015, 10:27 1.0 APPENDIX C - HYDRAULIC COMPUTATION APPENDIX C-1 CULVERT CALCULATIONS Culvert Calculator Report Culvert 1 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.44 ft Headwater Depth/Height 0.59 Computed Headwater Elevz 4,572.24 ft Discharge 2.24 cfs Inlet Control HW Elev. 4,572.12 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,572.24 ft Control Type Entrance Control Grades Upstream Invert 4,571.36 ft Downstream Invert 4,568.12 ft Length 71.00 ft Constructed Slope 0.045634 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 2.33 ft Slope Type N/A Normal Depth 0.32 ft Flow Regime N/A Critical Depth 0.57 ft Velocity Downstream 1.27 ft/s Critical Slope 0.004978 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. 4,572.24 ft Upstream Velocity Head 0.21 ft Ke 0.50 Entrance Loss 0.10 ft Inlet Control Properties Inlet Control HW Elev. 4,572.12 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1.8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 V 0.67000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:20:21 AM()Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 2 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.15 ft Headwater Depth/Height 0.53 Computed Headwater Elevz 4,573.90 ft Discharge 1.88 cfs Inlet Control HW Elev. 4,573.76 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,573.90 ft Control Type Entrance Control Grades Upstream Invert 4,573.10 ft Downstream Invert 4,568.17 ft Length 68.60 ft Constructed Slope 0.071866 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 2.28 ft Slope Type N/A Normal Depth 0.26 ft Flow Regime N/A Critical Depth 0.52 ft Velocity Downstream 1.06 ft/s Critical Slope 0.004930 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. 4,573.90 ft Upstream Velocity Head 0.19 ft Ke 0.50 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 4,573.76 ft Flow Control Unsubmerged Inlet Type Square edge w/headwall Area Full 1.8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 V 0.67000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:22:18 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 3 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.00 ft Headwater Depth/Height 2.50 Computed Headwater Elevz 4,571.81 ft Discharge 9.39 cfs Inlet Control HW Elev. 4,570.45 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,571.81 ft Control Type Outlet Control Grades Upstream Invert 4,568.06 ft Downstream Invert 4,566.72 ft Length 104.00 ft Constructed Slope 0.012885 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 3.73 ft Slope Type N/A Normal Depth 1.00 ft Flow Regime N/A Critical Depth 1.18 ft Velocity Downstream 5.31 ft/s Critical Slope 0.008588 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. 4,571.81 ft Upstream Velocity Head 0.44 ft Ke 0.20 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 4,570.45 ft Flow Control N/A Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:23:56 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 4 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.66 ft Headwater Depth/Height 0.36 Computed Headwater Elevz 4,573.02 ft Discharge 1.03 cfs Inlet Control HW Elev. 4,572.97 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,573.02 ft Control Type Entrance Control Grades Upstream Invert 4,572.48 ft Downstream Invert 4,570.45 ft Length 58.60 ft Constructed Slope 0.034642 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.23 ft Slope Type Steep Normal Depth 0.23 ft Flow Regime Supercritical Critical Depth 0.38 ft Velocity Downstream 5.86 ft/s Critical Slope 0.004933 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. 4,573.02 ft Upstream Velocity Head 0.13 ft Ke 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control HW Elev. 4,572.97 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:26:18 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 5 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,573.39 ft Headwater Depth/Height 1.02 Computed Headwater Elevz 4,572.28 ft Discharge 6.65 cfs Inlet Control HW Elev. 4,572.20 ft Tailwater Elevation 4,571.18 ft Outlet Control HW Elev. 4,572.28 ft Control Type Entrance Control Grades Upstream Invert 4,570.75 ft Downstream Invert 4,567.87 ft Length 59.30 ft Constructed Slope 0.048567 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 3.31 ft Slope Type N/A Normal Depth 0.55 ft Flow Regime N/A Critical Depth 1.00 ft Velocity Downstream 3.76 ft/s Critical Slope 0.006566 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. 4,572.28 ft Upstream Velocity Head 0.44 ft Ke 0.20 Entrance Loss 0.09 ft Inlet Control Properties Inlet Control HW Elev. 4,572.20 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:29:20 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 6 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.42 ft Headwater Depth/Height 0.66 Computed Headwater Elevz 4,573.67 ft Discharge 3.21 cfs Inlet Control HW Elev. 4,573.62 ft Tailwater Elevation 4,573.12 ft Outlet Control HW Elev. 4,573.67 ft Control Type Outlet Control Grades Upstream Invert 4,572.67 ft Downstream Invert 4,572.30 ft Length 73.60 ft Constructed Slope 0.005027 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 0.82 ft Slope Type Mild Normal Depth 0.69 ft Flow Regime Subcritical Critical Depth 0.68 ft Velocity Downstream 3.25 ft/s Critical Slope 0.005180 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. 4,573.67 ft Upstream Velocity Head 0.26 ft Ke 0.20 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 4,573.62 ft Flow Control N/A Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:34:58 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 7 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,573.69 ft Headwater Depth/Height 0.66 Computed Headwater Elevz 4,572.52 ft Discharge 3.21 cfs Inlet Control HW Elev. 4,572.48 ft Tailwater Elevation 4,571.98 ft Outlet Control HW Elev. 4,572.52 ft Control Type Outlet Control Grades Upstream Invert 4,571.53 ft Downstream Invert 4,571.16 ft Length 74.80 ft Constructed Slope 0.004947 ft/ft Hydraulic Profile Profile Mt Depth, Downstream 0.82 ft Slope Type Mild Normal Depth 0.69 ft Flow Regime Subcritical Critical Depth 0.68 ft Velocity Downstream 3.25 ft/s Critical Slope 0.005180 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. 4,572.52 ft Upstream Velocity Head 0.25 ft Ke 0.20 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 4,572.48 ft Flow Control N/A Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:39:12 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 8 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.80 ft Headwater Depth/Height 4.80 Computed Headwater Elevz 4,575.82 ft Discharge 7.36 cfs Inlet Control HW Elev. 4,575.18 ft Tailwater Elevation 4,571.97 ft Outlet Control HW Elev. 4,575.82 ft Control Type Outlet Control Grades Upstream Invert 4,571.02 ft Downstream Invert 4,570.80 ft Length 42.40 ft Constructed Slope 0.005189 ft/ft Hydraulic Profile Profile PressureProfile Depth, Downstream 1.17 ft Slope Type N/A Normal Depth N/A ft Flow Regime N/A Critical Depth 0.98 ft Velocity Downstream 9.37 ft/s Critical Slope 0.038140 ft/ft Section Section Shape Circular Mannings Coefficient 0.013 Section Material Concrete Span 1.00 ft Section Size 12 inch Rise 1.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. 4,575.82 ft Upstream Velocity Head 1.36 ft Ke 0.50 Entrance Loss 0.68 ft Inlet Control Properties Inlet Control HW Elev. 4,575.18 ft Flow Control Submerged Inlet Type Square edge w/headwall Area Full 0.8 ft2 K 0.00980 HDS 5 Chart 1 M 2.00000 HDS 5 Scale 1 C 0.03980 Equation Form 1 V 0.67000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 11:29:17 AM()Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 9 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,573.27 ft Headwater Depth/Height 0.92 Computed Headwater Elevz 4,572.98 ft Discharge 5.62 cfs Inlet Control HW Elev. 4,572.91 ft Tailwater Elevation 4,570.97 ft Outlet Control HW Elev. 4,572.98 ft Control Type Entrance Control Grades Upstream Invert 4,571.60 ft Downstream Invert 4,570.75 ft Length 40.60 ft Constructed Slope 0.020936 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.65 ft Slope Type Steep Normal Depth 0.63 ft Flow Regime Supercritical Critical Depth 0.91 ft Velocity Downstream 7.63 ft/s Critical Slope 0.006044 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. 4,572.98 ft Upstream Velocity Head 0.39 ft Ke 0.20 Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 4,572.91 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:44:16 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 10 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.18 ft Headwater Depth/Height 0.60 Computed Headwater Elevz 4,573.74 ft Discharge 2.67 cfs Inlet Control HW Elev. 4,573.69 ft Tailwater Elevation 4,573.49 ft Outlet Control HW Elev. 4,573.74 ft Control Type Entrance Control Grades Upstream Invert 4,572.84 ft Downstream Invert 4,572.57 ft Length 31.80 ft Constructed Slope 0.008491 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 0.92 ft Slope Type Steep Normal Depth 0.54 ft Flow Regime N/A Critical Depth 0.62 ft Velocity Downstream 2.35 ft/s Critical Slope 0.005057 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. 4,573.74 ft Upstream Velocity Head 0.23 ft Ke 0.20 Entrance Loss 0.05 ft Inlet Control Properties Inlet Control HW Elev. 4,573.69 ft Flow Control N/A Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:46:01 AM()Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 11 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.30 ft Headwater Depth/Height 0.45 Computed Headwater Elevz 4,574.16 ft Discharge 1.57 cfs Inlet Control HW Elev. 4,574.13 ft Tailwater Elevation 4,573.77 ft Outlet Control HW Elev. 4,574.16 ft Control Type Entrance Control Grades Upstream Invert 4,573.49 ft Downstream Invert 4,573.08 ft Length 49.30 ft Constructed Slope 0.008316 ft/ft Hydraulic Profile Profile CompositeS1S2 Depth, Downstream 0.69 ft Slope Type Steep Normal Depth 0.41 ft Flow Regime N/A Critical Depth 0.47 ft Velocity Downstream 1.98 ft/s Critical Slope 0.004908 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. 4,574.16 ft Upstream Velocity Head 0.17 ft Ke 0.20 Entrance Loss 0.03 ft Inlet Control Properties Inlet Control HW Elev. 4,574.13 ft Flow Control N/A Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 Y 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:47:23 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 12 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,574.76 ft Headwater Depth/Height 0.37 Computed Headwater Elevz 4,573.59 ft Discharge 0.98 cfs Inlet Control HW Elev. 4,573.53 ft Tailwater Elevation 4,573.51 ft Outlet Control HW Elev. 4,573.59 ft Control Type Outlet Control Grades Upstream Invert 4,573.03 ft Downstream Invert 4,572.81 ft Length 44.80 ft Constructed Slope 0.004911 ft/ft Hydraulic Profile Profile M1 Depth, Downstream 0.70 ft Slope Type Mild Normal Depth 0.37 ft Flow Regime Subcritical Critical Depth 0.37 ft Velocity Downstream 1.21 ft/s Critical Slope 0.004941 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. 4,573.59 ft Upstream Velocity Head 0.06 ft Ke 0.20 Entrance Loss 0.01 ft Inlet Control Properties Inlet Control HW Elev. 4,573.53 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:50:10 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 13 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,573.21 ft Headwater Depth/Height 1.17 Computed Headwater Elevz 4,571.89 ft Discharge 8.27 cfs Inlet Control HW Elev. 4,571.87 ft Tailwater Elevation 4,570.45 ft Outlet Control HW Elev. 4,571.89 ft Control Type Entrance Control Grades Upstream Invert 4,570.13 ft Downstream Invert 4,568.05 ft Length 99.00 ft Constructed Slope 0.021010 ft/ft Hydraulic Profile Profile CompositePressureProfileS1S2 Depth, Downstream 2.40 ft Slope Type N/A Normal Depth 0.79 ft Flow Regime N/A Critical Depth 1.11 ft Velocity Downstream 4.68 ft/s Critical Slope 0.007625 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. 4,571.89 ft Upstream Velocity Head 0.54 ft Ke 0.20 Entrance Loss 0.11 ft Inlet Control Properties Inlet Control HW Elev. 4,571.87 ft Flow Control N/A Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 10:52:15 AMC)Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Culvert Calculator Report Culvert 14 Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 4,575.00 ft Headwater Depth/Height 0.26 Computed Headwater Elevz 4,573.78 ft Discharge 0.56 cfs Inlet Control HW Elev. 4,573.76 ft Tailwater Elevation 4,573.32 ft Outlet Control HW Elev. 4,573.78 ft Control Type Entrance Control Grades Upstream Invert 4,573.39 ft Downstream Invert 4,573.09 ft Length 29.60 ft Constructed Slope 0.010135 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.23 ft Slope Type Steep Normal Depth 0.23 ft Flow Regime Supercritical Critical Depth 0.28 ft Velocity Downstream 3.17 ft/s Critical Slope 0.005100 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. 4,573.78 ft Upstream Velocity Head 0.10 ft Ke 0.20 Entrance Loss 0.02 ft Inlet Control Properties Inlet Control HW Elev. 4,573.76 ft Flow Control Unsubmerged Inlet Type Beveled ring,33.7°bevels Area Full 1.8 ft2 K 0.00180 HDS 5 Chart 3 M 2.50000 HDS 5 Scale B C 0.02430 Equation Form 1 V 0.83000 Title: Riverside Culverts Project Engineer:jeff.butson p:\...\supportdocs\calcs\riverside.cvm ECS-IMR-USA CulvertMaster v3.3[03.03.00.04] 09/03/15 11:02:15 AM()Bentley Systems, Inc. Haestad Methods Solution Center Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 APPENDIX C-2 DRAINAGE CHANNEL CALCULATIONS Worksheet for Channel 1 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Discharge 8.27 fN/s Results Normal Depth 1.17 ft Flow Area 4.09 ft2 Wetted Perimeter 7.38 ft Hydraulic Radius 0.55 ft Top Width 7.00 ft Critical Depth 0.86 ft Critical Slope 0.02536 ft/ft Velocity 2.02 ft/s Velocity Head 0.06 ft Specific Energy 1.23 ft Froude Number 0.47 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 1.17 ft Critical Depth 0.86 ft Channel Slope 0.00500 ft/ft Critical Slope 0.02536 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:00:18 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 Worksheet for Channel 2 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.01480 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 15.80 ft Discharge 6.65 fN/s Results Normal Depth 0.22 ft Flow Area 3.63 ft2 Wetted Perimeter 17.20 ft Hydraulic Radius 0.21 ft Top Width 17.12 ft Critical Depth 0.17 ft Critical Slope 0.03243 ft/ft Velocity 1.83 ft/s Velocity Head 0.05 ft Specific Energy 0.27 ft Froude Number 0.70 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.22 ft Critical Depth 0.17 ft Channel Slope 0.01480 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/201510:01:43 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Channel 3A Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00840 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 0.00 ft Discharge 1.57 fN/s Results Normal Depth 0.57 ft Flow Area 0.97 ft2 Wetted Perimeter 3.59 ft Hydraulic Radius 0.27 ft Top Width 3.41 ft Critical Depth 0.44 ft Critical Slope 0.03165 ft/ft Velocity 1.62 ft/s Velocity Head 0.04 ft Specific Energy 0.61 ft Froude Number 0.54 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.57 ft Critical Depth 0.44 ft Channel Slope 0.00840 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:02:59 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Channel 3B Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00840 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 0.00 ft Discharge 2.67 fN/s Results Normal Depth 0.69 ft Flow Area 1.44 ft2 Wetted Perimeter 4.38 ft Hydraulic Radius 0.33 ft Top Width 4.16 ft Critical Depth 0.55 ft Critical Slope 0.02949 ft/ft Velocity 1.85 ft/s Velocity Head 0.05 ft Specific Energy 0.75 ft Froude Number 0.55 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.69 ft Critical Depth 0.55 ft Channel Slope 0.00840 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:04:05 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Channel 3C Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00840 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 0.00 ft Discharge 5.62 fN/s Results Normal Depth 0.92 ft Flow Area 2.52 ft2 Wetted Perimeter 5.79 ft Hydraulic Radius 0.43 ft Top Width 5.50 ft Critical Depth 0.74 ft Critical Slope 0.02671 ft/ft Velocity 2.23 ft/s Velocity Head 0.08 ft Specific Energy 0.99 ft Froude Number 0.58 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.92 ft Critical Depth 0.74 ft Channel Slope 0.00840 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:04:59 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Channel 4 Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 0.00 ft Discharge 2.08 fN/s Results Normal Depth 0.70 ft Flow Area 1.45 ft2 Wetted Perimeter 4.40 ft Hydraulic Radius 0.33 ft Top Width 4.17 ft Critical Depth 0.50 ft Critical Slope 0.03048 ft/ft Velocity 1.43 ft/s Velocity Head 0.03 ft Specific Energy 0.73 ft Froude Number 0.43 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.70 ft Critical Depth 0.50 ft Channel Slope 0.00500 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:08:25 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Channel 5 - Max. Slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.02090 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 0.00 ft Discharge 1.84 fN/s Results Normal Depth 0.51 ft Flow Area 0.77 ft2 Wetted Perimeter 3.21 ft Hydraulic Radius 0.24 ft Top Width 3.05 ft Critical Depth 0.47 ft Critical Slope 0.03099 ft/ft Velocity 2.38 ft/s Velocity Head 0.09 ft Specific Energy 0.60 ft Froude Number 0.83 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.51 ft Critical Depth 0.47 ft Channel Slope 0.02090 ft/ft Bentley Systems,Inc. Haestad Methods SoIBtiot1d itiwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:14:20 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Channel 5 - Min. Slope Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00900 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Bottom Width 0.00 ft Discharge 1.84 fN/s Results Normal Depth 0.60 ft Flow Area 1.06 ft2 Wetted Perimeter 3.76 ft Hydraulic Radius 0.28 ft Top Width 3.57 ft Critical Depth 0.47 ft Critical Slope 0.03099 ft/ft Velocity 1.73 ft/s Velocity Head 0.05 ft Specific Energy 0.64 ft Froude Number 0.56 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.60 ft Critical Depth 0.47 ft Channel Slope 0.00900 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:15:09 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for Secondary Containment Project Description Friction Method Manning Formula Solve For Normal Depth Input Data Roughness Coefficient 0.035 Channel Slope 0.00500 ft/ft Left Side Slope 3.00 ft/ft(H:V) Right Side Slope 3.00 ft/ft(H:V) Discharge 3.21 fN/s Results Normal Depth 0.82 ft Flow Area 2.01 ft2 Wetted Perimeter 5.18 ft Hydraulic Radius 0.39 ft Top Width 4.91 ft Critical Depth 0.59 ft Critical Slope 0.02877 ft/ft Velocity 1.60 ft/s Velocity Head 0.04 ft Specific Energy 0.86 ft Froude Number 0.44 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.82 ft Critical Depth 0.59 ft Channel Slope 0.00500 ft/ft Critical Slope 0.02877 ft/ft Bentley Systems,Inc. Haestad Methods SolBtiotidy6ihwMaster V8i(SELECTseries 1) [08.11.01.03] 9/3/2015 10:55:53 AM 27 Siemons Company Drive Suite 200 W Watertown,CT 06795 USA +1-203-755-1666 Page 1 of 1 APPENDIX C-3 CONVEYANCE SUMMARY Rlue Crania-Riverside Conveyance Summary Coded Run jfCNcnlations Cnntriinri:rg 10-1'r 1003, 8elaailp. Pipe Dia. CUL,.CRT IU Basins 1,10 DID II%EL: In,.In ID.Our ('1141 (MI 1 Al 014 221 4,7224 4871 M10 45051? 127 IS 2 42 011 I.AA 4,7140 4,72.1 4200.17 I00 IS AI-5257 254 919 4.-I Al 456005 4366-2 231 IA 4 A, 020 101 4,7102 457248 43104, 180 IS 5 N.f34 156,97 '_54 0.65 4,7220 4.'07, 450287 110 IS is 57'2'21 I54 M121 4512.91 43'201 4312} - IA 7 A71121 I64 121 4,7252 4571_\M1 451116 406 IS 8' Al 1]6 4,7,02 4.-112 45708 02- 12 9 Al.AS,.97 225 2 52 4512.90 43'100 43.015 701 IA 10 00.57 100 267 4,7774 457284 407257 IS II 91 064 1.51 4,7416 4.'140 4.'1 08 1 98 18 IE 91 025 098 4512,50 43'1 02 25] 121 14 L 57.58 M100 827 4,7189 4570.12 450005 408 IS 14 46 01.12 0.56 457178 4571 M19 421}09 347 IS ^(pelna1 al oulloL ooaiiihui psrlo maa Riprap Apron Calculations at Calvert Outlets Tops of Rip Rap Pooh G2araiee factor Leeeth el Bra Rai, ('hack Rap ULVERT ID 0 h 2` Tad: 41108Wtic' 1('r Ca.. auLlc 1g21ed) IFgore Pips(J.fl p Bard v4u 00' ifleers BID 2'550 fvD' At Wnpfh 2'O IMinl 10'0 (MD) Use V... nerd"V Vela s.. all 311171 MD-221 1111 1561 lfrl 11(0001 (LW i1( 161 1111 III, Ilil (Ill 1 .5 224 2M1M1 M1011 I5, 1- 1^ ' 4., IS 2 I00 225 2,00 1.52 1.52 0^^ 45 I5 5 3 OM10 100 v 249 5.11 ^ • 4, 15 - 112 4 5 1w 2.,, 2.00 042 6 21 262 1^^ a 4, I, 212 1 2,011 042 62 L^^ 4, 15 5 6 121 0? 10 0 055 1.7, L3' 4., IS A 1 5 120 0ffi 200 0„ v, 1^, a 4, 1, 732 I12 2011 1.12 1.00 L 4 1X 25 l? 10 5 9 9 102 100 06 106 L31 ' 4., IS A 10 5 287 000 200 0411 u, 0'' 5 4, I, 1I . LS] 069 1011 (1 47 0.04 L^^ 4, 15 5 12 022 24 1W 047 OW L31 ' 4, Is 13 5 8n 24 100 IIS 4,0 1,1 a 4, 1, 14 d 0sa 01 1W 0.L 020 l-2 a 4, G A 1�+v'TYp"Lln'tl':'admen, dwn :1h5r Lai.ul yu U.pv llifi' D' '�Vulumc lFlun'M0.21 Ditch CnlaJations lu-, IOU,' Depth llf Finn Regd Depth+rred n1( Flarined Min.Depth 'aeh5i Fmndew Ryar.Radius shear Duc41D (InitribtliMp Davila fell DID Type Side Mapes t'Ilarnd'drupe (lil al) III IRr1 lR1 Ipr[I 1 577,AR 2 A X21 1nangular 10311'4. 1.17 217 4 _U2 0.11 0 3 0.1 2 B1 B497 254 05, Dapeeoldal I I44?'k 0122 I22 2 IO2 07 021 0.190 Os Al 0 9 TT 64 1andil8 % O n 0x4 IS7 I55 057 027 0.14 is 86,47 100 2.91 Tduwular 10g4r. 064 IO0 2 I.23 0 3 On 0.n J 9196.87 225 , Trangular 0X420 0'2 1.7 058 041 021 4 4 01.'2 0.7 2 2 Tn 08 andil8 a0_ % 07 17 I 432 042 022 0.10 5 AA 060 I84 Tnannll8 1 209.2 11.( ( 1 220 081 024 021 I' 124602122-124602-1,001_leapmthus 5'alas.Rwc,IT Rhau1dul, APPENDIX D - DRAINAGE PLANS P Historic Drainage Plan Sheet I Developed Drainage Plan Sheet 2 1 I 2 I 3 I 4 I 5 I 6 I 7 e I 1 I I H N$o F I <1/, uR ry W B5 H a w 1f" _• °' IV DRAINAGE PATH B5 © • • owrvFR'.]O RAi CuuC 1 __ WEST LINE SE 1 4 OF SECTION 24 E x x pRAINAGE PATH BI EAST LINE SECTION -p- 6 -x_ TEN R6314 x—C— x_ c DRAINAGE PATH B2 -' _ 4679_--'11\ oRAsH 0ui,OATSi I I SIIDDEDEE SCL0PES 31 !N I .. _m -:- CULVERT I2 \ - I V-DI SLOPES 91 4510 �A�� — �I 11',Ilk, �I) f n I I ' ® �B�ST. _ DRAINAGE PqT DRAINAGE PAIR A6 �BSB ill, % / Z x \ t I�Ili� mil _ _ 4576 11 H f �S ��B3 c13-5 .4. B7 ki i'l'II °,D x— ' ' ' x x- �u�lve[Iservce REA P F\ALB � l JACIV PATHIB6 11 • _`• y576 � r. corousuesoN r. r+ , r IIIH 3 Se9B .fl .• �/ A off'°� �� cHrwNEi 3B IL-� —�—°, lI�I� A DRAINAGE PArn Az —O DEPTH 2O' L'y I ,4- _ A T 1{ VVV { DRAINAGE PAIR W r.-65i �x LCULVERTIOID 1''1 SIDE SLOPES r' • L ' ll V-0ITCH • LEO EN D: -I� IN ' _I CHANNEL 3C rCULVERr it I F I /\ CULVERT I< l III: EXISTING MAJOR CONTOURS 15'IM� xs[rvew L I -57i 1Jf pEPTH2 D' FFolNT_) h I / < 056"' F•1 _,__,-.4573--'----rm v-0DITCH O - 10 / if .- __ CULVERT I� -------EXISTING SECTION LINE s3 l® / I _ -J -- -- RIGHT-OF-WAY LINE w V-DITCH {- SIDE SLOPES 1 qd EXISTING UNDERGROUND GAS LINE o CULVERT 0- _ AN, _ raDRAINAGE PATH _` r at fcJ x x x x EXISTING FENCE LINE / `'�� _ - -�——t--' -'I _� —J_ N / _ _ __ _ `i RI EXISTING GRAVEL ROM - - - L 0));,-/— oc - `� I C Q EXISTING OIL/G45 WELL HEM / V, _65]5. p- DRAINA_E PATH B4 05]S DEPTH 2\ ' ��,� / /F7 �6 76570 5:--- o OT TRASH DUMPSTER ENCLOSURE — — PONE2 %3sr�i� T�-.� X A CHANNE�, p J. EXISTING OIL/G45 WELL HEM x —CULVERT 2 d Y B CULVERTS�'� x]5 6 — s�-x� -� A SIDE SLOPES 31 ML Cr t COVERED LACTUNITS Q PROPERTY LINE 49v AINAGE ATH A7 �� BOTTOM WIDTH 150 F-4577 _ PROPOSED ASPHALT ROAD B4 45]5•+ ��` Gf 4577 0 0 a PROPOSED GRAVEL ROAD w P �� CHANNELS I p -*'x-*'x-*'x-PROPOSED CHAN LINK SECURITY FENCE JAC 01 € s 1 DEPTH 10 �T y a I Qo �1 11A OI�H �� SIDE SLOPES II - s O —x—x—x—x—PROPOSED CATTLE FENCE a oo• cre a oo43 • vDITCH rr pomp n RR r ----N,N, PROPOSED CONTAINMENT AREA 1 F a57s o7 DAC l l 4575D I � y aY _� e - I —'—'—'—'—'—PROFOBED DETENTION FOND �4 ` 1 - ��✓__ AJ � �'�, q - 1 �_ A "II J -- - PROPOSED DRAINAGE `\ C CULVE �ULVE-P� � 45]] V yJ�H 0. 1 "�` ' p— 4576 _-' ---! OP5 Cr 6 4575 DRAINAGE PATH A5 0- QB PROPOSED GRAVEL ROAD BASE II �r� � II) AC Qly _ � ?5° SLEET • w0 W _ _ DRAINAGE PATH AR J55 a _. 0 _a C7 o PROPOSED CONCRETE I - _ ¢O . CULVERTR A '�.�.�.�.�. - _ —4670 I Z �� Zq -` \),, x i ��.J+ \ --DRAIN AGE PATH A4 J CC U a w - — < C 6 DRAINAGE PLOW �x—x--viz—x—X—x----x---x—x--5—"x—rt ' o x�x—x--x--x A5 �� ❑ g - CHANNELI I `, ?, I PONEA A4 CULVERT 4-. 0� O 0 0 ❑ DRAINAGE BASIN BOUNDARY DEPTH 4.0' ODLVH_iT1a_ m A Fly4�p g SIDE SLOPES 3:1 IAA iP� ur \ ''W W O 3,5 --- DRAINAGE FLOW PATH WDITCH I JAC WO o m m O PROPERTY LINE G__- G c - _ _ _ _ �. \j1� G WO v 1,, - G - - c -- - W -- G - - 1 ___ _ 11 1\ x___"- x _x_ x- POINTOFANALYSIS 1 O__ __ - _ u" XL' n _ __ _ x - x- _ ,, x x -x x .. x- x -x x x x x x -x x -x x x - G ❑ ry G - 0 - G __ _ _- " _ - Ned Ma.: 133124809.15001 A -_-_ -- - - -- - -_ Dogged BY: JAB DRAINAGE BASIN NUMBER _-_ -- -7O RANCH ROAD - — - - ___ _- — - Drawn BB LAW a N -33 p —tO YEAR PEAK DISCHARGE I _ _ _ _ — __ Checked BY JAB `4 90— _ —IDOYEARPEAKDISCHARGE _ _ __ _ _ _ 9" - -- - - - - -- - - - -_ - _ _ — _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ _ 66 301 120 2 DRAINAGE BASIN ACREAGE _ __ __ _ _ — — — — — — — RRR... m SCALE 1"=00' Bar Measures 1 inch 1 2 3 I 4 I 5 I 6 I P I1 I Z ' ♦ I g r • 1 Cil _ ` .� x . it , r�� -- —_ -- -- -- - -- III _ - - - - - - - x -�• 1 L 1 ' i I __ e , I I -----DRAINAGE FLOW PATH I /A 1 1 Y _ • I Ian Nil 1 • p2 -x —x--=---x--x--=-tx• '1�% , I r i ` • 1 „// V . . '---x --x-- ' 1 • I h I S 1 B . 1 �DRAINAGE FLOW PATH 10 1 I• I / r r 1 I 1 . 1 • I la1 a I \ • 1 ca 0 Q . �� a w \14 ��'` — w I • 1 - x-_ --x— xeareA d ------ G G • G G G - �:: G - G - - c cam- I -- G _ g - • G - O' -6- x x -x - x -x- .- -. xx x x x� x - x -x x- x x -6-- 6 x _x_-__. x x- -- x x G --- ____-_-x- -- 1 G _ _ G _ _ G G G F a• - - - -- - - --- --- - - --- _ --- -70 RANCH ROAD - - __ - - _ - __ _ -_ _- - - - a� - --- AiritralirtirrAllair - - - - - - - - - - - - - - - - - - - - - LLJ o Q< C7 5 ccw - - - - - - - - - - - - -- - -- - - — - - — -- — -+— ' 0 d'9Q LEGEND: _ _- - _— _ _ — __ _ _ Z - ¢ a Z t12 DRAINAGE FLOW ♦ • • ♦ r • < <Z - DRAINAGE • BAsw BOUNDARY • w O U_ 8 w Jo DRAINAGE • FLow PATH 1 • , a -. et _ m m3 PROPERTY LINE Irk ` 0 . �� 1 —_ __ es l.- IIMIS CO o A POINT OF ANALYSIS �' � • Sin Pml•'A Na: 133-124603.15001A -.—..% _� .- I B --DRAINAGE BASIN NUMBER Drawn 11. .- payed BY: W JAB nIlL Q _ —t00 YEAR RUNOFF VOLUME(AC-FT) 1.1.I.—• Z Im —100 YEAR PEAK DISCHARGE(CFS) Checked By YJKJ yr 0 mI� I� 00' 160' 1 o '—DRAINAGE BASIN ACREAGE 4 — SCALE 1"=B0' Bar Measures 1 inch APPENDIX E - VARIANCE REQUEST FOR RETENTION FACILITY lib TETRA TECH September 2, 2015 Tom Parko, Planning Director Weld County Planning and Building Department 1555 North 17th Avenue Greeley, Colorado 80631 RE: Request for Retention Variance at Riverside Unloading Facility for Blue Grama Land Corporation (Parcel 096524100003 ); Weld County, Colorado; Tetra Tech Job No. 133-124603-15001 Dear Mr. Parko: Tetra Tech is submitting a request for variance at the Riverside Unloading Facility proposed by Blue Grama Land Corporation (Blue Grama). The proposed facility will be leased from 70 Ranch, LLC, which will continue to own surrounding property. A location map for the facility is presented in Figure 1. The location of the facility is unique. The topography in the area is hummocky, with many hills and depressions. The soil is a non-cohesive sand and is classified as hydrologic soil group A. The site is also surrounded by 70 Ranch LLC, who is leasing the property to Blue Grama. We are requesting a variance to allow for retention for the proposed project. This request is being made because of the site topography. The terrain does not allow for natural drainage to a jurisdictional water. The terrain is shown on the historic drainage plan. As a result, drainage from the site will collect in two depressions for infiltration. The retention ponds included in the drainage report meet the following design criteria as stipulated in the County Code: The total retention storage of the ponds, including freeboard is in excess of the minimum 1.5 times the 100-year, 24-hour runoff volume. o The required volume for Pond A is 2.4 ac-ft. The provided volume (storage below the 1' freeboard elevation) is approximately 6.3 ac-ft o The required volume for Pond B is 1.5 ac-ft. The provided volume (storage below the 1' freeboard elevation) is approximately 3.1 ac-ft. ❑ The total time to drain for each pond, using the infiltration rate methods described in the Urban Storm Drainage Criteria Manual is: o Pond A is estimated to drain in 6.5 hours. o Pond B is estimated to drain in 8.9 hours. The Code requires that the retention pond have an emergency spillway. Due to site topography, a spillway would not be needed. Each retention pond is located in a low point which does not naturally drain to any other location. We are requesting that this requirement be waived because of these circumstances. Tetra Tech 1900 S.Sunset Street,Suite I-E, Longmont,CO 80501 Tel 303-772-5282 Fax 303-772-7039 www.tetratech.com Tom Parko TETRA TECH September 2, 2015 Page 2 The ponds are located partially outside the lease boundaries. We have requested and received an agreement from the adjacent landowner to accept additional runoff as a result of the development. This agreement is attached. Based on the storage volumes provided and the fact that we are draining to the same depressions as the pre-project conditions, we have a reasonable expectation that runoff will not adversely impact downstream owners. Please let me know if you have any questions. Sincerely, TETRA TECH 1 , Jeff*/ A. Butson, P.E., CFM Project Engineer Enclosures: Figure 1 — Location Map 70 Ranch LLC Authorization Letter P:\124603\133-124603-15001\ProjMgmt\Correspondence\Riverside Weld County Variance Request.docx R63W R62W 4,90 4685 4696 4674 • • T5N a a �Q^ -15 - I% -.dry - X 4605 a a U ' Lu 0 X 2 U s C7 9 0 2,000 • N -_ �V:5Ga= :Feet - . . BLUE GRAMA Project No.. 133-124603-15001 ry a Mb TETRA TECH RIVERSIDE PARCEL Date. AUG 11,2015 WELD COUNTY COLORADO Designed By. JJA www tetratech.corn CN' Figure No. 1900 S.Sunset Street Ste.1-E Longmont,Colorado 80501 VICINITY MAP QPHONE'.(303)7725282 FAX'.(303)➢➢2-7039 Office: 8301 E. Prentice Avenue,Suite 120,Greenwood Village,CO 80111 7V Ranch Telephone: 303-515-5800 Fax: 303-773-1176 \A Ranch Office: 25000 Weld County Road 69, Kersey,CO 80644 August 3, 2015 Ms. Jennifer Petrick Weld County Planning Department 1111 H Street Greeley, Colorado 80632 Re: Acceptance of Stormwater Runoff from the Riverside Gathering Facility Dear Ms. Petrick, 70 Ranch, LLC is the owner of land in Section 24,Township 5 North, Range 63 West of the 6th P.M.,Weld County, Colorado. We will be leasing to Blue Grama Land Corporation approximately 12.8 acres of our land in the south half of Section 24. We acknowledge that the development of the site will result in increased stormwater runoff to our lands surrounding the property. 70 Ranch LLC hereby agrees to accept this increased stormwater runoff. 70 Ranch, LLC further acknowledges that existing oil and gas activity is accessed on our property from Weld County Road 388. The proposed Blue Grama Riverside Facility will be granted rights by a separate instrument to access the proposed facility through then existing drive lanes. Sincerely, / {A:temb ce, Manager- 70 Ranch, LLC lib TETRA TECH August 10, 2015 Tom Parko, Planning Director Weld County Planning and Building Department 1555 North 17th Avenue Greeley, Colorado 80631 RE: Request for Detention Variance at Riverside Unloading Facility for Blue Grama Land Corporation (USR No. not assigned); Weld County, Colorado; Tetra Tech Job No. 133- 124603-15001 Dear Mr. Parko: Tetra Tech is submitting a request for variance at the Riverside Unloading Facility proposed by Blue Grama Land Corporation (Blue Grama). The proposed facility will be leased from 70 Ranch, LLC, which will continue to own surrounding property. A location map for the facility is presented in Figure 1. The location of the facility is unique. The topography in the area is hummocky, with many hills and depressions. The soil is a non-cohesive sand and is classified as hydrologic soil group A. The site is also surrounded by 70 Ranch LLC, who is leasing the property to Blue Grama. We are requesting a variance from Weld County Code Section 23-12-30, paragraph D requiring detention of storm runoff. Blue Grama requested permission to discharge additional runoff from the facility, without detention, from 70 Ranch LLC. The attached letter from 70 Ranch LLC permits Blue Grama to release the flows from the site. Due to the hummocky terrain and sandy soils, runoff from this site is not expected to flow offsite. The depressions in the terrain are expected to capture runoff and allow it to percolate in the subsurface. Runoff from this hummocky area are not expected to surpass the collective volume of the depressions and flow offsite. Runoff is expected to stay within 70 Ranch LLC's property. Since runoff is expected to remain within the lands owned by the lessor, we believe that public health, safety and general welfare will not be endangered by granting this variance. Your timely response to this request is appreciated. Please let me know if you have any questions. Sincerely, TETRA TECH , Jeffrey Ai Butson, P.E., CFM Project Engineer Enclosures: Figure 1 — Location Map 70 Ranch LLC Authorization Letter P:\124603\133-124603-15001\ProjMgmt\Correspondence\Riverside Weld County Variance Request.docx Tetra Tech 1900 S.Sunset Street,Suite 1-E, Longmont,CO 80501 Tel 303-772-5282 Fax 303-772-7039 www.tetratech.com Office: 8301 E. Prentice Avenue,Suite 120,Greenwood Village,CO 80111 7V Ranch Telephone: 303-515-5800 Fax: 303-773-1176 \A Ranch Office: 25000 Weld County Road 69, Kersey,CO 80644 August 3, 2015 Ms. Jennifer Petrick Weld County Planning Department 1111 H Street Greeley, Colorado 80632 Re: Acceptance of Stormwater Runoff from the Riverside Gathering Facility Dear Ms. Petrick, 70 Ranch, LLC is the owner of land in Section 24,Township 5 North, Range 63 West of the 6th P.M.,Weld County, Colorado. We will be leasing to Blue Grama Land Corporation approximately 12.8 acres of our land in the south half of Section 24. We acknowledge that the development of the site will result in increased stormwater runoff to our lands surrounding the property. 70 Ranch LLC hereby agrees to accept this increased stormwater runoff. 70 Ranch, LLC further acknowledges that existing oil and gas activity is accessed on our property from Weld County Road 388. The proposed Blue Grama Riverside Facility will be granted rights by a separate instrument to access the proposed facility through then existing drive lanes. Sincerely, / {A:temb ce, Manager- 70 Ranch, LLC R63W R62W 4,90 4685 4696 4674 • • T5N a a �Q^ -15 - I% -.dry - X 4605 a a U ' Lu 0 X 2 U s C7 9 0 2,000 • N -_ �V:5Ga= :Feet - . . BLUE GRAMA Project No.. 133-124603-15001 ry a Mb TETRA TECH RIVERSIDE PARCEL Date. AUG 11,2015 WELD COUNTY COLORADO Designed By. JJA www tetratech.corn CN' Figure No. 1900 S.Sunset Street Ste.1-E Longmont,Colorado 80501 VICINITY MAP QPHONE'.(303)7725282 FAX'.(303)➢➢2-7039 COLORADO Department of Public Health&Environment CERTIFICATION TO DISCHARGE UNDER CDPS GENERAL PERMIT COR-0300000 STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITIES Certification Number: COR030451 This Certification to Discharge specifically authorizes: Blue Grama Land Corporation to discharge stormwater from the facility identified as Riverside Unloading Facility To the waters of the State of Colorado, including, but not limited to: - South Platte River Facility Industrial Activity : Oil and gas production Facility Located at: CR 388 eastern terminus Kersey CO 80611 Weld County Latitude 40.378611 Longitude -104.385 Specific Information (if applicable): Certification is effective: 9/23/2015 Expiration Date: 6/30/2012 *ADMINISTRATIVELY CONTINUED This certification under the permit requires that specific actions be performed at designated times. The certification holder is legally obligated to comply with all terms and conditions of the permit. This certification was approved by: Lillian Gonzalez, Unit Manager Permits Section Water Quality Control Division *explanation of Admin Continued in cover letter COLORADO Department of Public Health&Environment CERTIFICATION TO DISCHARGE UNDER CDPS GENERAL PERMIT COR-0300000 STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITIES Certification Number: COR030451 This Certification to Discharge specifically authorizes: Blue Grama Land Corporation to discharge stormwater from the facility identified as Riverside Unloading Facility To the waters of the State of Colorado, including, but not limited to: - South Platte River Facility Industrial Activity : Oil and gas production Facility Located at: CR 388 eastern terminus Kersey CO 80611 Weld County Latitude 40.378611 Longitude -104.385 Specific Information (if applicable): Certification is effective: 9/23/2015 Expiration Date: 6/30/2012 *ADMINISTRATIVELY CONTINUED This certification under the permit requires that specific actions be performed at designated times. The certification holder is legally obligated to comply with all terms and conditions of the permit. This certification was approved by: Lillian Gonzalez, Unit Manager Permits Section Water Quality Control Division *explanation of Admin Continued in cover letter Hello