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HomeMy WebLinkAboutSupplemental Submittal InformationTER ENERGY PARTNERS April 11, 2018 Community Development Department 108 8Th Street, Suite 401 Glenwood Spring, Colorado 81601 RE: Garfield County Major Grading Permit To whom it may concern; TEP Rocky Mountain LLC 1058 County Road 215 Parachute, CO 81635 Please see the attached Garfield County Major Grading Permit (Permit) with attachments from TEP Rocky Mountain LLC (TEP). The attachments are as follows; #1.) Completed Garfield County Major Grading Permit #2.) Vicinity Map #3.) Site Plan #4.) Road Design #5.) Construction Erosion Control Plan including Weed Management Plan #6.) Interim Reclamation Erosion Control Plan including Weed Management Plan #7.) State Approved Storm Water Permit #8.) Soils Report #9.) Drainage Report This Permit is for a new proposed access to be built on FEE surface located in sections 14 and 23 of Township 7 South, Range 96 West and as depicted on the attached vicinity map to the permit application. This new access will enable TEP to connect to the frontage road on the north side of I-70 and will assist in reducing TEP traffic on Highway 6 & 50 between the new Parachute interchange and the underpass to the west. Please do not hesitate to contact me with any questions or concerns regarding this Permit at (970) 263- 2754 (office) or (970) 361-2006 (cell). Sincerely, TEP Rocky Mountain LLC Bryan S. Hotard Surface Team Lead — Piceance basin Page 1 of 1 lb C13 �1(6, Olt (aDu�4°1 ,1� STATE OF COLORADO John W. Hickenlooper, Governor Christopher E. Urbina, MD, MPH rti Executive Director arid Clilei Medical Olficei Dedicated to protecting and Improving the health and environment of the people of Colorado 4300 Cherry Creek Dr. S. Denver, Colorado 80246-1530 Phone (303) 692-2000 Located in Glendale, Colorado http://www.cdphe.state.co.us June 21, 2012 Laboratory Services Division 8100 Lowry Blvd. Denver, Colorado 80230-6928 (303) 692-3090 Michael Gardner, Env Mgr W P X Energy Rocky Mountain LLC PO Box 370 Parachute, CO 81635 RE: Renewal of Permit/Certification Administrative Continuation For: Grand Valley Field Located at: See Map In File, Uninc, Garfield County Permit No.: COR038544 Dear Mr. Gardner; co 1876, Colorado Department of Public Health and Environment The Division has received an application to renew the above permit/certification. It has been determined that there is sufficient information to make this permit/certification eligible for renewal. More information may be requested by the Division as progress is made in developing a new permit/certification for the above listed facility. This information must be made available to the Division when requested to complete the permit process. The Division is currently in the process of developing a new permit or master general permit and associated certification for the above permitted facility. The development and review procedures required by law have not yet been completed. When the discharge permit issued to you for your facility expired on June 30, 2012 your permit is administratively continued and remains in effect under Section 104(7) of the Administrative Procedures Act, C.R.S. 1973, 24-4-101, et seq (1982 repl. vol. 10) until the new permit/certification is issued and effective. All effluent pelt lit terms and conditions in your current permit will remain in effect until your new permit/certification is issued and effective. PLEASE KEEP THIS LETTER WITH YOUR PERMIT AND SWMP TO SHOW CONTINUATION OF PERMIT COVERAGE. Sincerely, X41. Debbie Jessop Pet wits Section WATER QUALITY CONTROL DIVISION xc: Permit File STATE OF COLORADO COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT WATER QUALITY CONTROL DIVISION TELEPHONE: (303) 692-3500 CERTIFICATION TO DISCHARGE UNDER CDPS GENERAL PERMIT COR -030000 STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION Certification Number COR038544 This Certification to Discharge specifically authorizes: Williams Production RMT Co. LEGAL CONTACT: Dave Cesark, Prin Env Spec Williams Production RMT Co. P.O. Box 370 Parachute, CO 81635 Phone # 970/285-9377 dave.cesark@williams.com LOCAL CONTACT: Michael Gardner, Sr Env Spec, Phone # 970/285-9377 michaexgardner a®williams. corn During the Construction Activity: Gas/Oil Field Exploration and/or Development to discharge stormwater from the facility identified as Grand Valley Field which is located at: Map In File , Co Latitude 39.494, Longitude 108.110 In Garfield County to: -- Colorado River Anticipated Activity begins 07/01/2005 continuing through 06/30/2010 On 86 acres (86 acres disturbed) Certification is effective: 07/01/2007 Certification Expires: 06/30/2012 Annual Fee: $245.00 (DO NOT PAY NOW — A prorated bill will be sent shortly.) Page 1 of 22 COLORADO Department of Public Health & Environment CERTIFICATION TO DISCHARGE UNDER CDPS GENERAL PERMIT COR -0300000 STORMWATER ASSOCIATED WITH CONSTRUCTION ACTIVITIES Certification Number: COR038544 This Certification to Discharge specifically authorizes: TEP Rocky Mountain LLC to discharge stormwater from the facility identified as Grand Valley Field To the waters of the State of Colorado, including, but not limited to: - Colorado River Facility Industrial Activity : Gas/Oil Field Exploration and/or Development Facility Located at: Specific Information (if applicable): See Map In File Uninc CO 81650 Garfield County Latitude 39.494 Longitude -108.11 Modified and reissued date: Effective date: Expiration date: This authorization expires upon effective date of the General Permit COR030000 renewal unless otherwise notified by the division. Modification # 1 transferred permit from to TEP Rocky Mountain LLC 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 4300 Cherry Creek Drive S., Denver, CO 80246-1530 P 303-692-2000 www.colorado.gov/cdphe John W. Hickenlooper, Governor Larry Wolk, MD, MSPH, Executive Director and Chief Medical Officer H-PKUMAR Geotechnlcal Engineering 1 Engineering Geology Materials Testing 1 Environmental 5020 County Road 154 Glenwood Springs, CO 81601 Phone: (970) 945-7988 Fax: (970) 945-8454 Email: hpkglenwood@kumarusa.com Office Locations: Denver (HQ), Parker, Colorado Springs, Fort Collins, Glenwood Springs, Summit County, Colorado SUBSURFACE STUDY FOR GRADING DESIGN PROPOSED TERRA-BOSLEY ROAD SOUTHWEST OF PARACHUTE GARFIELD COUNTY, COLORADO PROJECT NO. 17-7.636 NOVEMBER 10, 2017 PREPARED FOR: UINTAH ENGINEERING AND LAND SURVEYING ATTN: STERLING WALKER 85 S. 200 E. VERNAL, UTAH 84078 swalker@ulntahgroup.com TABLE OF CONTENTS PURPOSE AND SCOPE OF STUDY - 1 - PROPOSED CONSTRUCTION - 1 - SITE CONDITIONS - 2 - GEOLOGIC CONDITIONS - 2 - FIELD EXPLORATION - 3 - SUBSURFACE CONDITIONS - 3 - ENGINEERING ANALYSES - 4 - SITE GRADING RECOMMENDATIONS - 5 - LIMITATIONS - 7 - FIGURE 1 - LOCATION OF EXPLORATORY BORINGS FIGURE 2 - LOGS OF EXPLORATORY BORINGS FIGURE 3 - LEGEND AND NOTES FIGURES 4 through 6 - SWELL -CONSOLIDATION TEST RESULTS FIGURE 7 - GEOLOGIC MAPPING OF EASTERN OUTCROP TABLE 1 - SUMMARY OF LABORATORY TEST RESULTS Project No. 17-7-636 PURPOSE AND SCOPE OF STUDY This report presents the results of a subsurface study for site grading design of the proposed Terra -Bosley pipeline access roadway to be located southwest of Parachute, Garfield County, Colorado. The project site is shown on Figure 1. The purpose of the study was to develop recommendations for the roadway and grading design. The study was conducted in general accordance with our agreement for geotechnical engineering services to Uintah Engineering and Land Surveying dated August 20, 2017. A field exploration program consisting of exploratory borings was conducted and a field reconnaissance made to obtain information on the subsurface and exposed bedrock conditions. Samples of the subsoils and bedrock obtained during the field exploration were tested in the laboratory to determine their classification, compressibility or swell and other engineering characteristics. The results of the field exploration and laboratory testing were analyzed to develop recommendations for the design of the site grading. This report summarizes the data obtained during this study and presents our conclusions, design recommendations and other geotechnical engineering considerations based on the proposed construction and the subsurface conditions encountered. The report includes a discussion of the exposed bedrock with respect to general geologic conditions in the eastern portion of the site. PROPOSED CONSTRUCTION The proposed roadway will connect two existing compressor stations/well pads and tie into an existing access road at the western end of the project site and be about one mile in length. The roadway will follow the alignment of a proposed natural gas pipeline. The alignment is shown on Figure 1. Relatively extensive grading is planned for the roadway/pipeline platform, especially at the eastern portion (between about Sta. 46+00 to 48+00) where cuts up to about 100 to 150 feet high and 50 to 65 deep, depending on the slope grading, are needed to lower the roadway platform down to the elevation of the nearby well pad. The remainder of the roadway/platform will be made primarily by moderate cuts and fills in the middle section on the order of 5 to 20 feet high and 5 to 10 feet deep. In the western portion, the fills will be moderate to relatively deep, on the Project No. 17-7-636 -2 - order of 20 to 50 feet, with the deeper areas where the alignment crosses natural drainage channels. The cut slopes are planned to be graded from 11/2 to 1 horizontal (H) to 1 vertical (V) depending on the findings of our study. Fill slopes are planned as 2(H) to 1(V). The on-site excavated material along the alignment will be used as the fill for the roadway construction. The roadway is not planned to be paved. If roadway alignment or grading plans change significantly from those described above, we should be notified to re-evaluate the recommendations contained in this report. SITE CONDITIONS The site is located about 2 miles southwest of the Parachute near the west Parachute Interstate Highway 70 (I-70) interchange about where the eastern existing well pad is located. The terrain is primarily southeasterly facing hillside that is steep to very steep in the northeastern/eastern portion where the deep cuts are planned. The middle and southwestern portions are strongly sloping to moderately steep. Most of the alignment has not been graded and consists of relatively small hills and highly eroded drainages from the hillsides. The portion of the site that borders I-70 has been graded extensively during the construction of several other natural gas pipelines. The alignment of the proposed roadway/platform will not go through the graded areas and existing pipelines. The site is mostly vacant except for compressor stations and well pads along the northwest side of the proposed alignment. Vegetation consists of pinon and juniper trees with sagebrush, grass, and weeds. GEOLOGIC CONDITIONS The project site lies at the base of the Bookcliffs and is underlain by the Eocene -age Shire Member of the Wasatch Formation. The Shire Member of the Wasatch Formation consists of interbedded claystone and fine to medium -grained sandstone with relatively flat -lying bedding that is purplish to gray to brown. The surficial soils at the project site consist of colluvium and alluvial fan deposits derived from the Wasatch Formation and overlying Green River Formation that forms the cliff tops high to the north and northwest. Potential geologic hazards that may affect construction of the roadway include collapsible soils, expansive soils, and construction Project No. 17-7-636 3, induced slope instability. We did not observe indications of slope instability along the roadway/ pipeline alignment. Our field geologic mapping of the exposed bedrock conditions of the Wasatch Formation bedrock exposed in the northeastern/eastern portion of the site is shown on Figure 7. FIELD EXPLORATION The field exploration for the project was conducted between September 1 and 8, 2017. Eight exploratory borings were drilled at the locations shown on Figure 1 to evaluate the subsurface conditions. A planned ninth boring, Boring 8, was not drilled due to drill rig access difficulties. The borings were advanced with 4 -inch diameter continuous flight augers powered by a track - mounted CME 45 drill rig and a truck -mounted CME -45B drill rig. The track rig was needed due to the moderately steep to steep and irregular terrain. Access for borings near the top of the proposed deep cut hillside area was not possible due to the very steep terrain. The borings were logged by a representative of H-P/Kumar. Samples of the subsoils and bedrock were taken with a 2 -inch I.D. spoon sampler. The sampler was driven into the subsoils and bedrock at various depths with blows from a 140 -pound hammer falling 30 inches. This test is similar to the standard penetration test described by ASTM Method D-1586. The penetration resistance values are an indication of the relative density or consistency of the subsoils and hardness of the bedrock. Depths at which the samples were taken and the penetration resistance values are shown on the Logs of Exploratory Borings, Figure 2. The samples were returned to our laboratory for review by the project engineer and testing. SUBSURFACE CONDITIONS Graphic logs of the subsurface conditions encountered at the site are shown on Figure 2. The subsurface conditions encountered, below a nil to shallow depth of topsoil, consisted primarily of variable depths of sandy to very sandy silty clay, clayey sand, and intermixed clay and gravel overlying weathered claystone and generally non -weathered and cemented sandstone of the Wasatch Formation. In Borings 4 and 5, bedrock was not encountered down to the maximum depth drilled of 25 feet. Sandy silty gravel and clay were encountered at Boring 3 above weathered claystone at a depth of 7 feet. Sandy gravel and clay were encountered at Boring 9 at Project No. 17-7-636 4 a depth of 10 feet above weathered claystone/siltstone at a depth of 23 feet. Very hard sandstone was encountered in Borings 1 and 4 at depths of 12 and 17 feet, respectively. Weathered claystone was encountered in Borings 2, 3, and 7 at depths of 2, 7, and 14 feet, respectively. Drilling in the bedrock materials with auger equipment was difficult due to the hardness and localized cemented condition, and drilling refusal was encountered in several of the borings in the deposit. The fine grained soils were very stiff to hard and the granular soils were medium dense to dense Laboratory testing performed on samples obtained from the borings included natural moisture content and density, percent finer than number 200 sieve size gradation analyses, Atterberg limits, and unconfined compressive strength. Results of swell -consolidation testing performed on relatively undisturbed drive samples of the soils, presented on Figures 4 through 6, typically indicate low to moderate compressibility under conditions of loading and wetting. Samples of the sandy to very sandy clay soils (Borings 5 at 9' and Boring 6 at 4') showed a low to moderate swell potential when wetted under a constant 1,000 psf surcharge. A sample of the clayey silty sand with gravel soils showed a moderate collapse potential and high compressibility when loaded after wetting, and was likely partly disturbed due to the sampling process and rock content. The laboratory testing is summarized in Table 1. No free water was encountered in the borings at the time of drilling and the subsoils were slightly moist to moist and the bedrock materials were slightly moist. ENGINEERING ANALYSES The soil and bedrock conditions encountered at the site are variable with respect to type, depths and engineering characteristics. The soils may tend to settle and/or heave and the claystone heave if wetted. The finer grained soils are also erodible. It should be feasible to construct the roadway as generally planned using the on-site soils and well broken bedrock as embankment fill. Some settlement of deeper fill areas should be expected even if the fill is placed to project specifications. Placing the fill and allowing adequate time for the fill to settle to reduce the risk of excessive settlement and possible distress to the pipeline through the deeper fill areas should be considered. Some settlement could also occur in areas underlain by hydro -compressive or Project No. 17-7-636 -5 - expansive materials if they were to become wetted, and precautions should be taken to prevent wetting. The geologic mapping of the proposed relatively deep, northeastern/eastern alignment cut area shown on Figure 7 indicates the bedrock bedding to be relatively flat. The bedrock is fairly competent and consists of interbedded claystone and sandstone. The claystone is generally weathered and hard becoming less weathered and very hard with depth. The sandstone is typically cemented and very hard. Relatively steep cuts into the bedrock should be feasible as discussed below. Soil near the top of the cuts may need to be removed or cut to flatter slopes. Some sloughing and differential weathering of the exposed claystone over time should be expected. Provided below are recommendations for site grading design and construction of the roadway/pipeline platform. A formal stability analyses of the proposed steep cut slopes in the northeastern/eastern alignment area and deeper fill areas to the west/southwest was not performed and the recommendations are based on the limited subsurface explorations, observed bedrock conditions and our experience in the area. During construction we should observe the deep cut slopes as they are made and the cut slope bedrock conditions exposed to determine if modifications to the grading design area needed. SITE GRADING RECOMMENDATIONS The site grading should be carefully designed and properly constructed to reduce the risk of construction induced slope instability and excessive settlement of deeper fill areas. We should review the site grading plans prior to construction and perform additional analyses as needed. The proposed grading is generally feasible as planned with permanent cuts up to 25 feet high graded no steeper than 11 horizontal (H) to 1 vertical (V). Fills up to 50 feet high should be graded at 2(H) to 1(V) or flatter. The proposed relatively deep bedrock cuts in the eastern/southeastern part of the site can be graded at 1 (H) to 1 (V). Soil above the top of the bedrock cuts may need to be removed or graded flatter at 11 (H) to 1 (V). There could be some rockfall from the steep cuts and sloughing of weaker claystone layers but we do not expect massive slope instability will occur. The cut and fill slopes should be protected against erosion Project No. 17-7-636 6 - by revegetation or other means as feasible. This should include diversion of surface water away from the tops of the cut and fill slope areas. Water run-off should not be allowed to discharge down fill slopes uncontrolled but rather in lined or rip -rapped channels. The on-site soils and well broken bedrock can be use as roadway/pipeline platform embankment fills with proper processing. The fill should not include vegetation, topsoil or oversized (plus 12 inch) rocks. The embankment fills should be compacted to at least 95% of the maximum standard Proctor density (SPD) at a moisture content within about 2% of optimum. Some settlement of deeper fill areas should be expected, even if the material is placed correctly, and could result in distress to facilities constructed on the fill. We estimate the onsite soils and well broken bedrock placed as embankment fill at 95% SPD will have settlement of about 1 to 2% of its depth over time. Increasing compaction to a minimum 98% SPD for deeper fill areas and/or placing fill and allowing adequate time for settlement to occur prior to constructing the pipeline should be considered. Prior to fill placement, the subgrade should be carefully prepared by removing all vegetation and topsoil, scarifying to a depth of about 8 inches, adjusting moisture content to near optimum and compacting to at least 95% of the maximum standard Proctor density. The fill should be benched horizontally into the portions of the site exceeding 20% grade. We expect shrinkage due to compaction of the excavated on-site soils will be about 15 to 20% for the more clayey soils and 10 to 15% for the more gravelly soils. The bedrock is expected to have minor shrinkage from compaction but there could be volume loss due to removal of cemented oversized blocks. This assumes compaction of the soils and bedrock to be 95% standard Proctor density. If seepage is encountered in permanent cuts, an investigation should be conducted to determine if the seepage will adversely affect the cut stability. Some rockfall from cut faces could occur. Loose rocks or bedrock blocks that could potentially fall should be removed from cut slope faces during the grading. Additionally, interbedded claystone bedrock layers could erode over time and undermine more resistant sandstone bedrock layers, but this would likely occur slowly and may not be a concern but should be further evaluated throughout the regular maintenance of the roadway. Project No. 17-7-636 -7 - We recommend on-site observation of cut slope grading and testing of structural fill by a representative of the geotechnical engineer. Some modifications to our recommendations may be needed especially as the deep cut slopes are made, which should be evaluated as the excavation progresses. LIMITATIONS This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory borings drilled at the locations indicated on Figure 1, the proposed type of construction and our experience in the area. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory borings and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified so that re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. Respectfully Submitted, H -P % KU MAR ---e-6/34.tLi- LTD Robert L. Duran, E. I. and by Ock 073 Ka E t. au varo e cr David A. Young, P.E ' '.�, $ fl-�c , !7 / Qa Rev. by SLP1� °",,,,;. m•0"° gam RLD & DAY/kac 9)�;1ol ''..(ly", Project No. 17-7-636 17-7-636 l H— P` K U MAR Terra EP Bosky Road—Location ofEaplorator, Boring Figure 1 --5 - 10 0 0 — - 20 17-7-636 I BORING 1 EL. 5158.7' 18/12 10/12 WC=9.1 00=124 - 200=59 LL=22 PI=8 16/12 WC=10.0 00=123 - 200=72 50/2 17/6,50/5 WC=7.3 00=125 BORING 2 EL. 5165.5' 24/6,50/5 WC=7.0 00=132 -200=91 LL=33 P1=15 UC=25,000 50/3 50/3 BORING 3 EL. 5150.5' 24/6,50/3 WC=4.0 D0=99 -200=52 36/6,50/1 50/2 BORING 4 BORING 5 EL, 5105.5' EL. 5109.4' 1' • • 25/12 r 15/12 WC=3.8 WC=4.9 0D=100 DD=99 - 200=32 -200=79 LL=28 PI=10 18/6,32/3 , 46/12 WC=6.0 DD=121 30/6,50/1 WC=6.2 00=125 - 200=76 LL=32 P1=15 ✓1 1' 28/12 1J /3 25/12 25 50/12 WC=5.0 DD=116 30 BORING 6 EL. 5109.2' 1' I • • /1 • 40/12 WC=0.3 00=119 28/12 21/12 WC=4.3 DD=110 - 200=62 27/12 WC=4.3 00=111 - 200=70 18/12 BORING 7 BORING 9 EL. 5099,7' EL. 5129.8' 50/5 WC=5.2 DD=106 -200=82 LL=29 PI=13 UC=9,500 22/12 WC=7.2 J DD=111 r ] 21/12 J/ 50/6 50/12 WC=6.7 •/" WC=7.0 DD=123 1,0 D0=128 -200=51 50/5 WC=5.9 DD=132 LL=32 PI=16 OTE. • 1 yJ 30/12 r:" r� 69C/128.4 20 W= 00=123 //1 / 25- 0 5- 0 5 — 15 1 38/12 BORING 8 NOT DRILLED. 33 H-PvKUMAR TERRA EP BOSLEY ROAD LOGS OF EXPLORATORY BORINGS I Fig. 2 LEGEND ti TOPSOIL; ORGANIC CLAY AND SILT WITH GRAVEL, SLIGHTLY MOIST, DARK BROWN. v / CLAY (CL); TYPICALLY SILTY, SANDY TO VERY SANDY, SCATTERED GRAVEL AND COBBLES, / VERY STIFF TO HARD, SLIGHTLY MOIST, BROWN, LOW TO MEDIUM PLASTICITY. • ,, fa SAND (SC); CLAYEY, SLIGHTLY SILTY, MEDIUM DENSE TO DENSE, SLIGHTLY MOIST TO MOIST, MIXED BROWN, GRAVEL TO COBBLE SIZE ANGULAR TO SUBANGULAR SANDSTONE FRAGMENTS. GRAVEL AND CLAY (GC—CL); WITH COBBLES, SANDY, SILTY, DENSE, SLIGHTLY MOIST, MIXED BROWN. j CLAY AND SAND (CL—SC), SCATTERED GRAVEL, VERY STIFF TO HARD, SLIGHTLY MOIST, BROWN, LOW PLASTICITY. L•Y. —7 rf WEATHERED CLAYSTONE; HARD TO VERY HARD, BECOMES LESS WEATHERED WITH DEPTH, SLIGHTLY MOIST, PURPLISH RED TO MULTICOLORED TAN, MEDIUM PLASTICITY. WASATCH FORMATION. SANDSTONE; VERY HARD, SLIGHTLY MOIST, GRAYISH YELLOW TO ORANGISH GRAY, CEMENTED. WASATCH FORMATION. RELATIVELY UNDISTURBED DRIVE SAMPLE; 2—INCH I.D. CALIFORNIA LINER SAMPLE. 18/12 DRIVE SAMPLE BLOW COUNT. INDICATES THAT 18 BLOWS OF A 140—POUND HAMMER FALLING 30 INCHES WERE REQUIRED TO DR:VE THE CALIFORNIA SAMPLER 12 INCHES. t PRACTICAL AUGER REFUSAL. NOTES 1. THE EXPLORATORY BORINGS WERE DRILLED ON SEPTEMBER 1, 7 AND 8 2017 WITH A 4—INCH DIAMETER CONTINUOUS FLIGHT POWER AUGER. 2. THE LOCATIONS AND ELEVATIONS OF THE EXPLORATORY BORINGS WERE PROVIDED BY UINTAH ENGINEERING AND LAND SURVEYING 3. THE LINES BETWEEN MATERIALS SHOWN ON THE EXPLORATORY BORING LOGS REPRESENT THE APPROXIMATE BOUNDARIES BETWEEN MATERIAL TYPES AND THE TRANSITIONS MAY BE GRADUAL. 4. GROUNDWATER WAS NOT ENCOUNTERED IN THE BORINGS AT THE TIME OF DRILLING. 5. LABORATORY TEST RESULTS: WC = WATER CONTENT (%) (ASTM D 2216); DD = DRY DENSITY (pcf) (ASTM D 2216); —200= PERCENTAGE PASSING NO. 200 SIEVE (ASTM D 1140); LL = LIQUID LIMIT (ASTM D 4318); PI = PLASTICITY INDEX (ASTM D 4318); UC = UNCONFINED COMPRESSIVE STRENGTH (psf) (ASTM D 2166). 17-7-636 1-1-P---t-KU AR LEGEND AND NOTES Fig. 3 77636-04 m 014.4} 2 0 2 .. 4 -8 z 0 1- a —10 1/10 z 0 U-12 —14 17-7-636 H-P�KLJMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 4 SAMPLE OF: Clayey Silty Sand with Gravel' FROM: Boring 4 ® 4' WC = 3.8 %, DD = 100 pcf 1 — 1 ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING 1 �-- These teat results apply only to The samples tested. T • testing apart Vial net Cr rapradueed, ate pt in jyll, w.thoµ Iha .Alcon approval of NVwpr and Aebc:eles. Iee Swell Consatdation testing p.Aannad n oacardpnee with ASTM p-ISoli 1 0 APPLIED PRESSURE — KSF 10 inr 17-7-636 H-P�KLJMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 4 CONSOLIDATION - SWELL CONSOLIDATION - SWELL 3 2 1 0 —1 2 —3 These test results apply only to The samples tesled. The tasting sport .holt net he reprodoeea. except in Full. without the written approval of Kumar and Associates. Inc. Swell Consolidation testing performed in accordance with ASTM 0-4546 17-7-636 100 SAMPLE OF: Very Sandy Clay FROM: Boring 6 © 4' WC = 0.3 %, DD = 119 pcf 10 APPLIED PRESSURE - KSF H -P- KUMAR 10 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING SWELL -CONSOLIDATION TEST RESULTS 100 Fig. 5 SAMPLE OF: Sandy Clay FROM: Boring 5 ® 9' WC = 6.0 %, DD = 121 pcf EXPANSION UNDER CONSTANT PRESSURE UPON WETTING � �II These test results apply only to The samples tesled. The tasting sport .holt net he reprodoeea. except in Full. without the written approval of Kumar and Associates. Inc. Swell Consolidation testing performed in accordance with ASTM 0-4546 17-7-636 100 SAMPLE OF: Very Sandy Clay FROM: Boring 6 © 4' WC = 0.3 %, DD = 119 pcf 10 APPLIED PRESSURE - KSF H -P- KUMAR 10 EXPANSION UNDER CONSTANT PRESSURE UPON WETTING SWELL -CONSOLIDATION TEST RESULTS 100 Fig. 5 • 1 .. 0 CONSOLIDATION - SWELL 1 2 — 3 — 4 APPLIED PRESSURE — KSF 10 100 17-7-636 H -Pr KUMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 6 SAMPLE OF: Clayey Sand FROM: Boring 9 © 2.5' WC = 7.2 %, DD = 111 pcf --- ADDITIONAL COMPRESSION UNDER CONSTANT PRESSURE DUE TO WETTING mese teat results apply only la the samples te,led, T e testing opal shall not be reproduced, eve pl in full, without the written approval of (Kumar and Aaaoci les, Inc. Swell .Cansekletion testi g paten, 4 in acoorllance with ASTM fj-iylg APPLIED PRESSURE — KSF 10 100 17-7-636 H -Pr KUMAR SWELL -CONSOLIDATION TEST RESULTS Fig. 6 •-• ' r ez. Resistant, sandstond layer exPogitd. Betvieen ardigtettcr15reetthick (boula be thicker h places_ litIt'.otiiticritpeby i3-61Webril+kanctthni-B-erlding and 24-1;talidoirredding. neat vericzii joint sets trending ENE and SSE respecthiely.i Joint snacini between aroand 3 inches to 2 fret forthe near verfical Joints: Spacing between beddiiig planes - rariged fmm around about .25 inches to 1 foot. - Some interiayered siltstenes arid craystones were presentwittiin this zone and -differe-ntial ‘veathering: was OCCUrring, Geologic Mapping of Eastem Outcrop TABLE 1 SUMMARY OF LABORATORY TEST RESULTS Project No. 17-7-636 SAMPLE LOCATION NATURAL MOISTURE CONTENT NATURAL DRY DENSITY} GRADATION PERCENT pip NO. 200 SIEVE ATFERBERG UMITS UNCONFINED COMWRESSIVE STRENGTH -i SOIL TYPE BORING DEPTH GRAVEL SAND �, a] LiamPLASTIC man- INDEX 1 5 9.1 124 59 22 8 Very Sandy Silty Clay 10 10.0 123 72 Sandy Silty Clay 20 7.3 125 Sandstone 2 3 7.0 132 91 33 15 25,000 Weathered Claystone 3 4 4.0 99 52 Sandy Silty Gravel and Clay 4 4 3.8 100 32 Clayey Silty Sand with Gravel 14 6.2 125 76 r 32 15 Sandy Clay 5 4 4.9 99 79 28 10 _ Sandy Silty Clay 9 6.0 121 Sandy Clay 24 5.0 116 Sandy Clay 6 4 0.3 119 Very Sandy Clay 14 4.3 110 62 Sandy Silty Clay 19 4.3 111 70 Sandy Silty Clay 7 5 5.2 106 82 29 13 9,500 Sandy Silty Clay 10 6.7 123 Sandy Silty Clay 15 5.9 132 32 16 Weathered Claystone 9 2 %2 7.2 111 Clayey Sand 10 7.0 128 51 Sandy Silty Gravel and Clay 20 8.4 123 Sandy Silty Gravel and Clay GARFIELD COUNTY COLORADO Drainage Compliance Letter BOSELY ROAD ROAD DESIGN DRAINAGE REPORT SW1/4 SE114 SECTION 14, NE 1/4 NW 1/4 SECTION 23, SE 1/4 NW 1/4 SECTION 23, SW 1/4 NW 1/4 SECTION 23 & NW 1/4 SW 1/4 SECTION 23 TOWNSHIP 4 SOUTH, RANGE 64 WEST, 6TH P.M. Prepared For: Terra Energy Partners Contact: Adam Tankersley PO Box 370 Parachute, CO 81635 Phone: 970-623-8994 Prepared By: Uintah Engineering & Land Surveying, LLC Sterling Walker, PE 85 South 200 East Vernal, UT 84078 Phone: (435) 789-1017 UINTAH ENGINEERING 8 LAND 9URVEVINO Uintah Engineering & Land Surveying, LLC 85 South 200 East, Vernal, Utah 84078 "Sit. UINTAN ENGINEERING & LAND SURVEYING Garfield County Community Development Department Attn: Andy Schwaller 108 8th Street, Suite 401 Glenwood Springs, CO 81601 Re: Bosely Road — Administrative Oil & Gas Use By Special Review Drainage Compliance Letter Mr. Schwaller, 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.709.1013 www.uintahgroup.com March 15, 2018 The Bosely Road is located along Interstate 70, approximately 2.2 Miles Southwest of Parachute Colorado, One twenty-two foot (22') wide gravel access road is proposed. The Access Road will tie into an existing road that parallels Highway 6. The proposed improvements will be constructed in a single phase in support of drilling oil and gas wells. The road construction will include approximately 5,110 linear foot gravel access road, 22 feet wide. This Drainage Report has been prepared for Terra Energy Partners for their Bosely Road Project. This report evaluates the Site's historic drainage patterns, analyzes the change in stormwater quantity/quality associated with proposed development, and provides design to alleviate the impacts of increased stormwater runoff due to the proposed development. This report and plans are designed to bring the SITE into compliance with the COGCC rule which states, "Surface water diversion structures, including, but not limited to berms and ditches, shall be constructed to accommodate a one hundred (100) year, twenty-four (24) hour event. The facility shall be designed and constructed with a run-on control system to prevent flow onto the facility during peak discharge and a run-off control system to contain the water volume from a twenty- five (25) year, twenty-four (24) hour storm." UINTAHENGINEERING & LAND SURVEYING UTAH I COLORADO I WYOMING I NORTH DAKOTA I MONTANA I KANSAS I OKLAHOMA I TEXAS I NEW MEXICO UINTAH ENGINEERING & LAND SURVEYING 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com PROJECT LOCATION The Bosely Road is located along Interstate 70, approximately 2.2 Miles Southwest of Parachute, Colorado. It is located in the NW 1/4 of Section 23 & the SW 1/4 of the SE 1/4 of Section 14, Township 7 South, Range 96 West, 6th P.M. Refer to Figure 1 for project location. FIGURE 1: VICINITY MAP EXISTING CONDITIONS The landscape could be characterized as mostly bare ground with scattered sage brush. The existing topography generally drains toward the SE from the mountains at an existing grade of approximately 8.2- 43.3% (Average of 25.8%). The existing site consists of natural drainages and mountainous terrain. The soils in the drainage area are primarily in Hydrologic Soils Groups C & D which are soils with high runoff potential. The site is located within the Colorado River watershed. No other non -storm water sources are contemplated at this project site. UINTAHENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO UINTAH ENGINEERING & LAND SURVEYING 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com 100 -YR FLOODPLAIN The location of the access road is not within any mapped FEMA 100 year floodplain (Zone D). The panel ID #0802051700B is not printed, meaning FEMA has not yet mapped it. There are no springs or irrigation ditches on the site. With the location of the project next to a large hill there is concern for runoff but all water will quickly move to lower elevations, i.e., Colorado River thus not having a flooding impact on the Bosely Road. SOILS INFORMATION Using the US Department of Agriculture's web soil survey, five soil classifications are represented onsite. Table 1 - NRCS Hydrologic Soil Group Soil Type Average Slope Hydrologic Soil Group Percent of A01 Arvada loam 6 to 20 percent slopes C D 4.5% Torriorthents-Camborthids-Rock outcrop complex Steep slopes 43.4% Rock outcrop-Torriorthents complex Very Steep Slopes 52.0% The soils are categorized, by majority, as hydrologic group C and D. Hydrologic Soil Group C is classified as having a slow infiltration rate when thoroughly wet. Hydrologic Soil Group D is classified as having a very slow infiltration rate (high runoff potential) when thoroughly wet. The soils at the project location have a K factor of 0.32. The K factor indicates the susceptibility of a soil to sheet and rill erosion by water and varies from 0.02 (low susceptibility) to 0.69 (high susceptibility). Refer to the attached soils map in Appendix B. GENERAL SITE DETAILS The total disturbed area for the Bosely Road is 22.1832 acres. The storm water off-site runoff mostly flows towards the proposed road in small drainages. The access road runs parallel to the majority of the natural contour topography. The off-site drainage flow will be routed below the road with the use of multiple culverts and back into the historic drainage paths where possible. The road disturbance will include the travel surface, cut/fill slopes and the road ditches. HYDROLOGY METHODS/CALCULATIONS The Rational Method was used to compute peak flows for the 50 -year & 100 -year storm events for drainage areas less than 160 acres. The SCS was used to compute peak flows for the 50 -year & 100 -year storm events for drainage areas greater than 160 acres. The conveyance structures (culverts) are designed to pass the 50 -year Storm Event without building head and pass the 100 -year storm event with head but not while not allowing the water to overtop the proposed road. The basin areas tributary to the culverts: as shown on the Drainage Exhibit D-1 in Appendix C, delineate the area tributary to the culverts to be placed in the access VINTAHENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO JO.ht UINTAH ENGINEERING & LAND SURVEYING road. The runoff calculations for the Culvert Areas are found in Appendix E. 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com The storm intensity was obtained from NOAA Atlas 14. The 50 -Yr 1 -Hr rainfall intensity for the project location (Latitude: 39.4299 deg/Longitude: -108.0789 deg) is 1.26 in/hr. The 100 -Yr 1 -Hr rainfall intensity for said location is 1.46 in/hr. Other precipitation values for this project location are also included in Appendix C. Initially, a weighted impervious surface calculation is performed for each of the basins, following the recommended percentage imperviousness values from Table 6-3 of the UDFCD Vol. 1. The historic flow areas were estimated using an imperviousness value of 2%. A weighted runoff coefficient was then calculated, following the method detailed in the UDFCD Vol. 1, taking into account the soil types for the project area (tributary to each basin). The site soils are primarily Hydrologic Soil Group D (52%), with a small portion of Soil Group C (4.5%) and a portion not defined (43.4%). Refer to the Soil Map in Appendix B. The weighted runoff coefficients and basin areas for each basin are listed below: Table 2 - 50 -Yr Weighted Runoff Coefficient Values Basin ID 50 -Yr Coefficient Basin Size [Ac A-1 0.41 0.91 A-2 0.41 1.27 A-3 0.41 3.30 A-4 0.41 0.98 A-5 0.41 42.75 A-6 0.41 4.08 A-7 0.41 0.76 A-8 0.41 0.28 A-9 0.41 12.65 A-10 0.41 0.43 A-11 0.41 5.31 A-12 0.41 67.55 A-13 0.41 2.97 A-14 0.41 5.33 A-15 0.41 1.60 A-16 0.41 0.91 A-17 0.41 374.74 UINTA,HENGINEERING & LAND SURVEYING UTAH 1 COLORADO i WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO ". UINTAN ENGINEERING & LAND SURVEYING 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com The time of concentration is then calculated to determine the storm duration to reach peak flow at the outfall point of each basin. The method to calculate the time of concentration uses equation 6-2 as detailed in the UDFCD Vol. 1. This area is considered non -urban. A minimum time of concentration of 10 minutes is used to limit TOC. Reference Standard Form SF -2 in Appendix E for Time of Concentration values for each basin. The time of concentration for each basin is shown in the table below. Table 3 - Time of Concentration Basin ID T(c) Minutes A-1 13.2 A-2 10.8 A-3 15.5 A-4 8.3 A-5 20.0 A-6 12.6 A-7 15.3 A-8 13.3 A-9 14.9 A-10 12.6 A-11 11.5 A-12 22.2 A-13 11.7 A-14 11.8 A-15 9.6 A-16 8.6 A-17 (SCS Method) 39.3 The peak runoff flow was then calculated using the Rational Method Equation Q = CIA. Using the parameters previously calculated for Runoff Coefficient, Time of Concentration, Area, and Rainfall Intensity the peak flow could be determined. The peak runoff flow calculations are recorded on Standard Form SF -3, which is included in Appendix E for reference. The Peak Runoff Flows for each basin, at the design points, are shown below in the table: UINTAHENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO ION U 1 NTAH ENGINEERING & LAND SURVEYING Table 4 - 50 -Yr Peak Runoff Flow (cfs) Basin ID 50 -Yr Peak Runoff Flow (cfs) A-1 1.1 A-2 1.7 A-3 3.8 A-4 1.5 A-5 43.4 A-6 5.2 A-7 0.9 A-8 0.3 A-9 14.9 A-10 0.5 A-11 7.0 A-12 65.0 A-13 3.9 A-14 6.9 A-15 2.3 A-16 1.3 A-17 (SCS METHOD) 188 These flow rates are used below to design the conveyances and culverts. 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com UINTAHENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO UINTAH ENGINEERING & LAND SURVEYING 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 x: 435.789.1813 www.uintahgroup.com CONVEYANCI: CAI,c:I I.AMIONS (Hv1ItA>.rl.Ic CAPACITIES) The conveyances will consist of culverts that will collect the runoff from the tributary areas. These culverts will convey the runoff below the road and discharge into the historic drainages. The hydraulic calculations for the large drainage ditch and culvert conveyances are included with this technical letter in Appendix F. The geometric and hydraulic details are shown in the table below. Table 5 - Conveyance Geometric and Hydraulic Details Min. Slope Convert -ince Geometric Details 50 -Yr Peak Runoff Flow (cfs) 100 -Yr Peak Runoff Flow (cfsl Outlet Depth at 50 -Yr Design Flow f ft) Outlet Depth at 100 -Yr Design Flow (ftl Large Diversion Ditch 4:1 Flat Bottom Ditch 10' Wide, 2' Deep Min, 2.4% 66.3 95.1 1.2 1.5 A-1 18" CMP 4.7% 1.1 1.6 0,29 0.35 A-2 18" CMP 15.7 1.7 2.5 0.27 0.32 A-3 18" CMP 18.0% 3.8 5.5 0.39 0.47 A-4 18" CMP 21.2% 1.5 2.1 0.23 0.28 A-5 48" CMP 5.3% 43.4 62.2 1.28 1.55 A-6 24" CMP 1.6% 5.2 7.4 0.76 0.93 A-7 18" CMP 11.8% 0.9 1.3 0.21 0.25 A-8 18" CMP 11.0% 0.3 0.5 0.13 0.16 A-9 30" CMP 18.6% 14.9 21.4 0.64 0.77 A-10 18" CMP 6.8% 0.5 0.8 0.18 0.23 A-11 24" CMP 10.2% 7.0 10.1 0.55 0.66 A-12 66"x51" Arch Pipe 6.4% 65.0 93.2 1.32 1.60 A-13 18" CMP 6.6% 3.9 5.6 0.51 0.61 A-14 24" CMP 3.3% 6.9 9.9 0.73 0.89 A-15 18" CMP 12.4% 2.3 3.3 0.33 0.39 A-16 18" CMP 1.9% 1.3 1.9 0.39 0.48 A-17 60" CMP (2) 3.1% 188 242 2.04 2.37 The Culvert outlets will be armored with a rip rap apron to dissipate energy and reduce erosion at the outfall locations. Based on the flow and velocities from the culverts and diversion ditches, the rip -rap will consist of a Type VL (UDFCD) rip -rap (D5o - 6"). The apron will be 12 feet wide (or to a horizontal plane at 1' depth) by 4.5 feet long by 12" thick. The rip -rap aprons were sized according to the UDFCD method outlined in Vol. 1. UINTAHENGINEERING & LAND SURVEYING UTAH I COLORADO I WYOMING I NORTH DAKOTA I MONTANA I KANSAS I OKLAHOMA 1 TEXAS I NEW MEXICO UINTAH ENGINEERING & LAND SURVEYING 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com CONCLUSIONS The site hydrology and hydraulic conveyances will be able to route the storm water around and through the site and discharge into the historic drainage outfalls. All fill and grading activities will remain outside of the 100 -yr floodplain, as discussed in this report. No adverse short term or long term drainage impacts to the floodplain, resulting from the construction of the access road, are anticipated. If you have any concerns or comments, please call me at (435) 789-1017. Sincerely, Sterling Walk , PE Project Engineer UINTAH ENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO UINTAH ENGINEERING & LAND SURVEYING Appendix A — NRCS Soil Type Map 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com UINTAHENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO 39° 27 7' N 39° 24' 57'N Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties 750600 39° 27 3" M 1. 749E00 750200 750CC0 I• 751e80 752200 iMap Scale: 1:19,000 if printed on A portrait (8.5" x 11") sheet. 250 500 0 500 1000 1000 F et 2000 3000 MOWS 1500 oo Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 12N WGSS4 USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 12/19/2017 Page 1 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts o- Garfield and Mesa Counties MAP LEGEND MAP INFORMATION Area of Interest (AOI) El Area of Interest (AOI) Soils Soil Rating Polygons fI 11 A ND B B/D C C/D D j ▪ Not rated or not available Soil Rating Lines , A 0 ND rV B B/D o C ▪ C/D . D r-� Not rated or not available Soil Rating Points • A • ND • B • B/D © C ® C/D • n Not rated or not available Water Features Streams and Canals Transportation 41..44 Rails ■y Interstate Highways sop US Routes Major Roads Local Roads Background - Aerial Photography The soil surveys that comprise your AOI were mapped at 1:24,000. Please rely on the bar scale on each map sheet for map measurements. Source of Map: Natural Resources Conservation Service Web Soil Survey URL: Coordinate System: Web Mercator (EPSG:3857) Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required. This product is generated from the USDA-NRCS certified data as of the version date(s) listed below. Soil Survey Area: Rifle Area, Colorado, Parts of Garfield and Mesa Counties Survey Area Data: Version 10, Oct 12, 2017 Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 11, 2011—Mar 2. 2017 The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident. USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 12/19/20-7 Page 2 of 4 Hydrologic Soil Group—Rifle Area, Colorado, Parts of Garfield and Mesa Counties Hydrologic Soil Group USDA Natural Resources Web Soil Survey 12/19/2017 MI Conservation Service National Cooperative Soil Survey Page 3 of 4 Map unit symbol I Map unit name Rating Acres in AOI Percent of AOI 4 Arvada loam, 6 to 2U percent slopes C 56.8 7.8% 62 Rock outcrop- Torriorthents complex, very steep 298.8 40.9% 66 Torriorthents- Camborthids-Rock outcrop complex, steep D 374.8 51.3% Totals for Area of Interest 730.4 100.0% USDA Natural Resources Web Soil Survey 12/19/2017 MI Conservation Service National Cooperative Soil Survey Page 3 of 4 Hydrologic Sod Group—Ritle Area, Colorado, Parts of Garfield and Mesa Counties 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 (A/D, 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 (A/D, 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 Component Percent Cutoff. None Specified Tie-break Rule: Higher USA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 12/19/2017 Page 4 of 4 UINTAH ENGINEERING & LAND SURVEYING Appendix B — Drainage Exhibit 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com LJINTAHIENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS I OKLAHOMA 1 TEXAS 1 NEW MEXICO SUMMARY RUNOFF TABLE DESIGN POINT ALIGNMENT STATIONING BASIN AREA (Ac) YEAR 55 -TK (cfs) FEAR 199 -YR (cfs) 1 5+8231 091 1.1 16 2 7,25.02 1 27 1.7 2 5 3 9+71.70 330 38 55 4 11+71.77 098 1.5 21 5 15+74.63 4275 434 622 6 18+35.59 4 08 52 7 4 7 19+75.01 0.76 09 13 8 20+‘355 879 0 3 05 9 21+29.62 1265 149 21 4 10 22•74.65 0A3 0.0 0 8 11 25.5507, 5.31 7 0 101 12 30+1695 6785 650 932 13 39.21.33 297 39 56 14 47.0878 5 33 6 9 9 9 15 42+9078 1.62 23 33 16 ' 47+75.07 0 91 1 3 1 9 17 50+50,11 74 74 I 157 0 223 0 SYMBOL LEGENDr //` i 1.= r 1,J ' f i 6.� • i f t'-= DESIGN An-DRAINAGE P0191 BASIN DESIGNATION BASIN AREA (ACRES), DRAINAGE 111 .I+EEi 6- • . I if .� .RR FULL A-17 //ill( r/ f • r yr • f' 1�V�i� �r r � f� r•a �t• f 1 • ■ \i Poo r r • J - i Ark TIF NIF TERRA ENERGY PARTNERS BOSELY ROAD PROPOSED ACCESS ROAD DRAINAGE ZX IIBIT DATE a -Is -se BY 5L REVISIONS UPDATED STATIONING AUDI -MEN? SUMTER SCALE: 1"=500' DRAWN BY: SL E— ILE \A'oinope_3-14-184.; PRJJECT NO: TER02-17-0031 OR*WING DATE: 01-31-2018 uI ENGINEERING E LANDEURYEYING 85 SOUTH 200 EAST VERNAL, UTAH 84078 ( 4 2 5)' B P - 1 0 1 7 www, nlahgmup.com - SINCE 564 - C-1 SUMMARY RUNOFF TABLE DESIGN POINT BASIN AREA (Ac) PEAK 50 -YR (cis) -Y YtA14 100R (Cis) 091 1 d 6 2 127 17 25 3 3 30 3 6 SS"5 4 09B 5 21 5 4275 434 62.2 5 408 52 74 7 076 06 13 8 0.28 03 OS 9 12 65 14.9 21 4 10 0.43 0.5 06 11 5.31 7.0 10 1 12 6755 650 932 13 297 3.9 06 14 5 33 6.9 9.9 15 160 23 33 16 0 913 19 17 374.74 1577 223 0 SYMBOL LEGEND A DESIGN POINT BASIN DESIGNATION BASIN AREA (ACRES) e____DRAINAGE DRAINAGE f 1. ( TERRA ENERGY PARTNERS BOSELY ROAD PROPOSED ACCESS ROAD DRAINAGE EXHIBIT 3-1s-10 s,L UPDATED STATIONING ALIGNMENT NUMBERS E FILE' \ Drainage _3-14-18.dwg PROJECT NO: TER02-17-0031 DRAWING DATE. 01-31-2018 r J5 Uf ENOIN EER1 NB &LAND SURVEYING 85 SOUTH 200 EAST VERNAL, UTAH 84078 ( 1 3 5) 7 8 9 - 1 0= 7 www.ulr.0 hgroup.com - SINCE :954 - D 2 AIN UINTAH ENGINEERING & LAND SURVEYING 85 South 200 East Vernal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com Appendix C — NOAA Atlas 14 Rainfall Intensity U1NTAHENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA 1 MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO NOAA Atlas 14, Volume 8, Version 2 Location name: Parachute, Colorado, USA* Latitude: 39.4322°, Longitude: -108.0989° Elevation: 6240.44 ft** 'source: ESRI Maps *' source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland FF tabular 1 PF graphical Macs at_ erials 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 0.143 0.168 0.223 0.281 0.378 0.468 0.570 0.687 0.860 1.01 5 -min (0.114-0.182) (0.135-0.215) (0,178-0.285) (0.222-0.361) (0.297-0,529) (0.354-0.856) (0.415-0.819) 00.476-1.01) (0.571-1.30) (0.642-1.52) 0.209 0.247 0.327 0.411 0.554 0.685 0.835 1.00 1.26 1.47 10 -min (0.168-0.267) (0.197-0.315) (0.260-0.418) (0.326-0.529) (0.436-0,775) (0,519-0.961) (0.607-1,20) (0.698-1.48) (0.836-1.91) (0.940.2.23) 0.255 0.301 0.398 0.501 0.676 0.836 1.02 1.23 1.54 1.80 15 -min (0.204-0.325) (0.241-0,384) (0.317-0.510) (0,397-0.645) (0.531-0.945) (0,633-1.17) (0.740-1.46) (0,851-1,81) (1.02-2.33) (1.15-272) 0.323 0.411 0.571 0.717 0.941 1.13 1.33 1.56 1.87 2.13 30 -min (0.259-0,412) (0,329-0,525) (0.455-0.730) (0.568-0.922) (0.727-1.29) (0.847-1.56) (0.962-1.89) (1.07-2.27) (1.24-281) (1.36-3.22) 60 -min 0.407 (0.326-0.519) 0.515 (0.412-0.657) 0.703 (0.560-0.899) 0.870 (0.689-1.12) 1.12 (0.857-1.51) 1.32 (0.985-1.81) 1.53 (1.10-2,16) 1.76 (1,21-2,56) 2.08 (1,37-3.11) 2.34 (1.49-3.53) 0.491 0.618 0.835 1.02 1.29 1.51 1.73 1.97 2.29 2.54 2 -hr (0.397-0.617) (0.500-0,778) (0,672-1.05) (0.818-1.30) (0.999-1.71) (1.14-2.03) (1.26-239) (1.37-2.80) (1.52-a36) (1.64-3.79) 0.561 0.681 0.887 1.07 1.33 1.54 1.77 2.00 2.33 2.59 3 -hr (0,457-0.700) (0.554-0,850) (0.719-1.11) (0.860-1.34) (1.04-1,75) (1,17-2.06) (1.29-2.43) (1,40-2.84) (1.57-3,40) (1.69-3.83) 0.692 0.813 1.02 1.20 1.46 1.67 1.89 2.12 2.44 2.69 6 -hr (0570.0.852) (0.669-1.00) (0.836-1.26) (0.977-1.49) (1.15-1,89) (1.28-2.19) (1.40-2.55) (1.50-2.95) (1.66-3.50) (1.78-3.91) 0.857 0.987 1.21 1.40 1.69 1.91 2.15 2.40 2.75 3.02 12 -hr (0.714-1.04) (0.821-1.20) (1.00-1.47) (1.16-1.72) (1.35-2.15) (1.49-2.48) (1,62-2.86) (1.73-3.29) (1.90-3.88) (2.03-4.33) 1.04 1.19 1.45 1.67 1.99 2.26 2.53 2.81 3.21 3.52 24 -hr (0.874-1.24) (1.00-1.42) (1.21-1.74) (1.39-2.02) (1.61-2.51) (1.78-2.88) (1,92-3.31) (2,05-3.80) (2.24-4.46) (2.39-4.96) 1.23 1.41 1.72 1.99 2.37 2.67 2.98 3.31 3.76 4.10 2 -day (1.05-1.45) (1.20-1.67) (1.46-2.04) (1.68-2.36) (1.93-2.93) (2.13-3,35) (2.30-3.84) (2.44-4.39) (2.66-5.13) (2.83-5.69) 1.36 1.56 1.91 2.20 2.63 2.96 3.31 3.67 ' 4.16 4.54 3 -day (1.16-1.59) (1.34-1.83) (1.63-2.24) (1.87-2.60) (2.16-3.22) (2.38-3.68) (2.56-4.22) (2.72-4.82) (2.97-5.63) (116-6.24) 1.47 1.69 2.06 2.38 2.83 3.19 3.56 3.94 4.46 4.87 4 -day (1.26-1.71) (1.45-1.96) (1.77-2.40) (2.03-2.79) (2.34-3.44) (2.57-3.94) (2.77-4.51) (294-5.14) (3.21-6.00) (3.41-6.65) 1.74 1.99 2.41 2.77 3.27 3.67 4.08 4.50 5.07 5.51 7 -day (1.51-2.00) (1.73-2.29) (2.09-2.78) (2.38-3.21) (2.73-3.93) (2.99-4.47) (3.21-5.10)3.40-5.79 ( ) (3.68-6.72) (3.69-7.42) 1.97 2.25 2.70 3.08 3.61 4.03 4.45 4.89 5.48 5.93 10 -day (1.73-2.25) (1.96-2.56) (2.35-3,09) (2.67-3.54) (3.03-4.29) (3.30-4.87) (3.53-5.52) (3.72-6.24) (4.01-7.20) (4.23-7.92) 2.65 2.97 3.49 3.92 4.52 4.98 5.44 5.92 6.55 7.02 20 -day (2.35-2.98) (2.63-3.34) (3.08-3.93) (3.44-4.44) (3.83-5.28) (4.13-5.91) (4.37-6.63) (4,56-7.41) (4.86-8.44) (5.08-9.22) 3.22 3.60 4.20 4.70 5.37 5.89 6.40 6.91 7.58 8.08 30 -day (2.88-3.59) (3.20-4.01) (3.73-4.70) (4.15-5.28) (4.59-6.20) (4.92-6.91) (5.17-7.70) (5.37-8.56) (5.67-9.66) (5.90-10.5) 3.94 4.42 5.18 5.80 6.61 7.22 - 7.81 8.38 9.12 9.65 45 -day (3.54-4.35) (3.97-4.88) (4.64-5.74) (5.16-6.45) (5.68-7.55) (6.07-8.37) (6.36-9.29) (6.56-10.3) (6.87-11.5) (7,11-12.4) 4.55 5.15 6.08 6.82 7.79 8.49 9.16 9.81 10.6 11.2 60 -day (4.11-5,00) (4.64-5.65) (5.47-6.70) (6.10-7.54) (6.71-8.81) (7.17-9.77) (7.49-10.8) (7.71-11.9) (8.03-13.2) (8.27-14,3) 1 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 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 Too PF graphical PDS -based depth -duration -frequency (DDF) curves Latitude: 39.4322°, Longitude: -108.0989° 12 10 8 6 4 2 1 2 5 10 25 50 100 200 Average recurrence interval (years) NOAA Atlas 14, Volume 8, Version 2 500 1000 Created (GMT): TUe Dec 19 19:50:31 2017 t3aek to Too Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 10 26 50 100 200 600 1000 Duration - 8inln — 2-dey --- 10 -min -- 3 -day 16 -min -- 4 -day - 30 -min -- 7 -day — 60-inin — 10 -day --- 2 -hr — 20 -day — 3 -hr — 30 -day — 6 -hr — 45 -day - 12 -hr — SO -day 24 -hr Large scale terrain in Large scale map 1 V�nrM Rl�ni. nom Wdt.cndl /1 rated nun 1OOkill fi01 i Gunnl wry Maki! d Faa al fir Large scale aerial Dack to Ton US Department of CQmmercq }VallonaJ QGaan1c and Atmospheric AdminIslratlort dation& Wepthe r ServIc@ National Water Center 1325 East West Highway Silver Spring, MD 20910 Questions?: HDSC.QueslIonstgnosa,aov Disclaimer uiN-r..e..H ENGINEERING & LAND SURVEYING Appendix D — Hydrology Calculations 85 South 200 East Vemal, Utah 84078 0: 435.789.1017 X: 435.789.1813 www.uintahgroup.com LHNTAHENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA I MONTANA I KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO Jook U1NTAH Weld Counry Engineering E Consnucnon Cnfena Tables -3k g..+1444 vv•ruave I.ymnmsns# Values UDFCD Vol. 1 - Table 6-3 Recommended Percentage Imperviousness Values % Impervious WEIGIITED IMPERVIOUS SURFACE CALCULATIONS Undeveloped Areas Streets Dm v+ npt 1 Arexf MISC. Historic plow Analysis Greenbelts, Agricultural Off-site flow analysis (Land Use Not Defined) I'aved Gravel Recycled Asphalts Concrete Driveways Sidewalks Roofs u b-. y lies. 0.75-2.5 Acres ('arks Playgrounds Irons; Cul/FiI Slopes; Landscaping 2% 2% 45% 100% 40% 75% 90% 90% 90% 20% 10a/ 25% 2% 1/3]/2018 Basin Arca (Ac) Area (Ac) Area (Ac) Area (Act Arca (Act Area (Acl Arca (Ac) Area (Ac) Arca (Act Area (Ar) Area (Act Area (Ac) Area (Ac) Total Area ;Ac) Percent Improv. CMP 5+84.98 0 91 0 ‘,1 2 00% CMP 7+30 1.27 1 27 2 00% CMP 3+74.92 3-30 3.50 2 00% CMP 11+44.90 0.98 r 0 (8 2 00% CMP 15+22.76 42.75 42 75 2 00% CMP 18+38.72 4.08 4(8 200% CMP 19+78.14 0.76 0 :6 2.00% CMP 20+46_68 0.28 0 28 2.00% CMI' 21+32 75 12 65 12 55 2 00% CMP 22+77.78 0 43 0 '3 2 00% CMP 25+66 21 5 31 5 9 ] 2.00% CMP 30+20.08 67.55 67 55 200% CMI' 39+24.46 2.97 2 97 2 00% CMP 41+11 41 5.33 5 53 2 00% CMP 42+93.91 L60 1 60 2 00% CMP 47+78.19 1191 0 41 200% CMP 50+42 92 374.74 . 374 74 200% Total: USDCM Vol 1 - Section 6.0 Runoff 525 82 Page 1 "Pak UINTAH C0 = K0 + (1.31i' - 1.44i' + 1.135i - 0 12) for Cq> or = 0, otherwise CA= 0 CB= (CA + C00)/2 Cm=Km+(0,8581'- 0.786ic+0774i *004) = % imperviousness/100 expressed as a decimal Ka = Correction factor for Type A soils Km = Correction factor for Type C and Type D softs WEIGHTED RUNOFF COEFFICIENT VERSUS WATERSHED IMPERVIOUSNESS METHOD AS DETAILED IN URBAN STORM DRAINAG]i CRf11/R]A MANUAL VOL 1 (COLORADO) (160-6) (R0-7) Corrxglnu FOAMS l(.& 8. - Roil Type %lmperv. 1 Sloan Return ]'enad Correclronl'aoJors. K„& K,,. Runoff Coeffiereras, C 2 -Year 1 5 -Year ]0 -Yr 1 100 -Year A 0 00 5 -Year -0 00, , U U9 -U 141 * 0 17 2- ear -0 25/ 1 0 _2 Cor D 000 % +1 I0'9 11 AUK] ' 0 21 -1 31/ • 0 -6 1/31/2018 50-"000 -022/ -028 If .0.134 - 040 USDCM Vol 1 - Section 6.0 Runoff Page 2 %lmperv. 1 Soll'Iva Correclronl'aoJors. K„& K,,. Runoff Coeffiereras, C Basin Area /Ac) 'Total Area LAc1. Weighted Roeol, CoeflicienO, C Soil lype 5 -Year l0 -Year 100 -Year 2 -Year 5 -Year 10 -Year 100 -Year 2- ear 5 -Year 10 -Year 100 -Year % A 009 017 032 000 000 007 022 OM 0% CMP 5+84.98 2 00% 002 B - 003 008 017 036 000 091 006 016 026 051 Cnrf 011 021 045 006 016 026 , 011 091 1004 A 009 017 032 1 1 022 MOI CNN 7+30 200% 002 ®�� 051 7 127 006 016 026 051 CorD 011 021 045 11. 1 051 127 100'4 A 009 017 032 000 000 007 022 GAO CMP 9+74.92 2 00% 002 13 - - - 003 008 017 036 0.00 330 006 016 026 051 Carl] 01] 021 045 006 016 026 051 330 10014 A 009 017 032 000 000 007 022 090 CMI' 11+4490 200% 0.02 13 003 0OS 017 036 090 098 006 016 026 0 5 Cern 01] 021 045 006 016 _026 051 0.93 100% A 009 017 032 000 000 007 022 0.00 CMI' 15+22.76 2 00% 002 13 003 00S 017 036 0.00 4275 006 016 026 051 Coro 011 021 045 006 016 026 051 -1173 1003 A 009 017 032 000 000 007 022 090 CMP 18+38.72 2 00% 0.02 0 - - - 0 03 0 OS 0 17 0 36 000 4 08 0 06 0 16 0 26 0 51 Cor]) 011 021 045 006 0.16 026 051 493 120% .. A 009 017 032 000 000 007 022 070 _ CN0' 19+78 14 2 00% 0,02 0 - - 0 03 0 08 0 17 0 36 000 0 76 0 06 0 16 0.26 0 51 Cor]) 011 02] 045 006 016 026 05] 036 100% A 009 017 032 000 000 007 022 0.00 CMP 20+46.68 2 00% 0 02 13 - - - 0 03 0 08 0 17 0 36 000 0 28 0 06 0 16 0 26 0 51 CorD 011 021 045 006 016 026 05] 0.23 16056 A 009 017 032 000 000 007 022 090 « .� CMP 21+3275 2 00% 002 13 - - - 003 00S 017 036 0.011 1265 006 016 026 05] CorD 011 021 045 006 016 026 051 1165 100% A 0 09 0 17 0 32 0 00 0 00 0 07 0 22 0100 CMI' 22+77 78 2 00% 0 02 13 - - - 0 03 0 08 0.17 0 36 400 0 43 0 06 0 16 0 26 0 51 CorD 011 021 045 006 016 026 0.51 0.43 10C% A 009 017 032 000 000 0.07 022 0.00 CMP 25+6621 2 00% 002 13 - - - 003 008 017 036 000 5.31 0.06 016 026 051 CorD 011 021 045 006 016 026 0.51 10C% A 009 017 032 000 000 007 022 000 CMP 30+20.08 2 00% 002 R - - - 003 008 017 036 090 6755 006 016 026 051 CorD 011 02] 045 006 016 026 _ 05] 6730 10C% A 009 017 032 000 000 007 022 000 CMP 39+24.46 2 00% 002 13 - - - 003 008 017 036 000 297 006 016 026 051 Corp 011 021 0.45 006 016 026 05] 197 10C% A 009 017 032 000 000 007 022 0110 CMP 41+11.41 2 00% 002 13 - - - 003 008 017 036 533 006 016 026 051 CorD 011 021 045 006 016 026 0.51 533 10C% A 0 09 0 17 0 32 000 000 0.07 0 22 090 CMP 42+93.91 2 00% 002 0 - - 003 00S 0.17 036 010 160 006 016 026 051 Cor]) 0-11 021 045 006 016 0.26 051 IAD 10C% A 0.09 017 032 000 000 007 022 010 CMP 47+7819 200% 002 33 . - 003 008 017 036 090 091 006 016 026 051 Corp 011 021 045 006 016 026 051 091 10014� A 009 017 032 000 000 007 022 090 CMI' 50+4292 2 00% 002 13 - 003 008 017 036 0.00 37474 006 016 026 051 Corn 0.11 021 045 006 016 026 051 374.74 I 100% USDCM Vol 1 - Section 6.0 Runoff Page 2 UINTAH ENGINEERING c 1-0.10 6CRYEYWC STANDARD FORM SF -2 TIME OF CONCENTRATION METHOD AS DETAILED IN URBAN STORM DRAINAGE C 11/R1A MANUAL VOL. 1 (COLORADO) NRCS Conveyance Factors, K Ileavy Meadow 2.50 Short Grass Pature & Lawns I1:e<< Iield 500 Nearly I3are Ground 7.00 Grassed Waterway 15.00 10.00 Paved Area & Shallow Gutter 20.00 Is the basin Urban or Non -Urban? No -Ur 6sa 1/31/2018 Design Point Sub -Basin Data Non -Urban Initial/Overland dime T(i) Non -Urban Travel Time lst) Non -Urban Urbanized Basin T(c) Final 'P(e) (min) Clic.* Flow Length (Merl Drain Basin Area (Ac) C(5) Length (ft) Slope (%) T(i) min Length (1t) Slope 1%) Cecil'. (K) Velocity (fps) T(t) (min) Comp T(c) Total Length _ L/180+10 1 CMP 5+84.98 0.91 0.16 260 12.2 11.9 260 12.2 16.00 3.49 12 13.2 520 12 9 132 OK 2 CMP 7+30 127 0.16 256 21.4 9.9 256 21.4 16.00 4.62 0.9 10.8 512 12.8 10.8 OK 3 CMP 9+74.92 3.30 0.16 500 18.1 14.5 232 18.1 1000 4.25 0,9 15,5 732 14.1 153 OK 4 PAP 11+44.90 0.98 0.16 210 33.5 7.7 210 33.5 1100 5.79 0.6 8.3 420 12.3 8.3 OK 5 Q4P 15+22.76 42.75 0-16 500 25.1 13.1 2102 25.1 16.00 5.01 7.0 20.0 2602 24.5 20.0 OK 6 CMP 18+38.72 4.08 0.16 500 28.4 12.5 30 28.4 10.00 5.33 0.1 12.6 530 12.9 12.6 OK 7 CMP 19+78.14 0.76 0.16 397 15.7 13.6 397 15.7 1000 3.96 1.7 15.3 794 14.4 153 OK 8 CMP 20+46.68 0.28 0.16 405 24.0 11.9 405 24.0 1600 4.90 1.4 13.3 810 14.5 133 OK 9 CMP 21+32.75 12.65 0.16 500 34.2 11.8 1080 34.2 16.00 5.85 3.1 14.9 1580 18.8 14.9 OK 10 CMP 22+77.78 0.43 0.16 190 8.4 11,5 190 8.4 10.00 2.91 1.1 12.6 380 12 1 12.6 OK 11 CMP 25+66.21 5.31 0-16 500 37.0 11.5 11 37.0 1000 6.08 0.0 11.5 511 12 8 11.5 OK 12 CMP 30+20.08 67.55 0.16 500 38.3 11.4 4006 38 3 1000 6.19 13.8 22.2 4506 35.0 22 2 OK 13 CMP 39+24.46 2.97 0.16 500 43 3 10,9 30C 43 3 10.00 6.58 0.8 11.7 800 14.4 1 1 7 OK 14 CMP41+11.41 5.33 0.16 500 41-4 11.1 30C 414 10.00 6.43 0,8 11.8 800 14,4 11.8 OK 15 CMP 42+93.91 1.60 0.16 364 52.0 8.8 364 52.0 16.00 721 0.8 9.6 728 14.0 9.6 OK 16 CMP47+78.19 0.91 0.16 212 30.7 8,0 212 30.7 10.00 5,54 0.6 8.6 424 12.4 8:6. OK USDCM Vol 1 - Section 6.0 Runoff Page 3 U1 NTAH ENGINEERING 6 LAND SURVEYING 2 -YR RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) L 2 -Yr Rainfall Depth -Duration -Frequency (1 -hr) = 0.494 in//zr 1 1/31/2018 USDCM Vol 1 - Section 6.0 Runoff Page 4 Design Storm: 2 Year BASIN INI ORMA'I1ON i D1RI Ci RUNt1E!' TWA!. A!. RUNOFF Design Runoff T(c) I Q T(c) Sum I Q Point Drain Basin Area (Ac) Coeff. (min) C x A (in/hr) (cfs) (min) C x A (in/hr) (cfs) REMARKS 1 CMP 5+84.98 0.91 0.06 13.2 0.05 1-19 0.1 2 CMP 7+30 1.27 0.06 10.8 0.07 1.30 0.1 3 CMP 9+74.92 3.30 0.06 15.5 0.18 1.11 0.2 4 CMP 11+44.90 0.98 0.06 8.3 0.05 1.43 0.1 5 CMP 15+22.76 42.75 0.06 20.0 2.36 0.97 2.3 6 CMP 18+38.72 4.08 0.06 12.6 0.23 1.21 0.3 7 CMP 19+78.14 0.76 0.06 15.3 0.04 1.11 0.0 8 CMP 20+46.68 0.28 0.06 13.3 0.02 1.19 0.0 9 CMP 21+32.75 12.65 0.06 14.9 0.70 1.13 0-8 10 CMP 22+77.78 0.43 0.06 12.6 0.02 1.21 0.0 11 CMP 25+66.21 5.31 0.06 11.5 0.29 1.26 0.4 12 CMP 30+20.08 67.55 0.06 22.2 3.73 0.92 3.4 13 CMP 39+24.46 2.97 0.06 11.7 0.16 1.25 0.2 14 CMP 41+11.41 5.33 0.06 11.8 0.29 1.25 0.4 15 CMP 42+93.91 1.60 0.06 9.6 0.09 1.36 0.1 16 CMP 47+78.19 0.91 0.06 8.6 0.05 1.42 0.1 USDCM Vol 1 - Section 6.0 Runoff Page 4 i U INTAH LAI4t :.ur.•�i.vmw STANDARD FORM SF' -3 5 -YR RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) 5 -Yr Rainfiu l Dept -Duration -!Frequency (1-iir' - 0.672 in/hr 1/31/2018 USDCM Vol 1 - Section 6.0 Runoff Page 5 Design Storm: 5 Year BASIN INFORMATION DIRI C ' RUNOFF TOTAL RUNOFF Design Runoff T(c) I Q T(c) Sum 1 Q Point Drain Basin Area (Ac) Coeff. (min) C x A (in/hr) (cfs) (min) C x A (inlhr) (cfs) REMARKS 1 CMP 5+84.98 0.91 0.16 13 2 0.15 1.62 0.' 2 CMP 7+30 1.27 0.16 10.8 0.21 136 0.4 3 CMP 9+74.92 3.30 0.16 15.5 0.54 1.50 0.8 4 CMP 11+44.90 0.98 0.16 8.3 0.16 1.95 0.3 5 CMP 15+22.76 42.75 0.16 20.0 6.98 132 9.2 6 CMP 18+38.72 4.08 0.16 12.6 0.67 1.65 1.1 7 CMP 19+78.14 0.76 0.16 15.3 0.12 1.51 0.2 8 CMP 20+46.68 0.28 0.16 13.3 0.05 1.61 0.1 9 CMP 21+32.75 12.65 0.16 14.9 2.06 1.53 31 10 CMP 22+77.78 0.43 0.16 12.6 0.07 1.65 0.1 11 CMP 25+66.21 5.31 0.16 11.5 0.87 1.72 1.5 12 CMP 30+20.08 67.55 036 22.2 11.02 1.25 13:4 13 CMP 39+24.46 2.97 0.16 11.7 0.49 1.71 0.8 14 CMP 41+11.41 5.33 0.16 11.8 0.87 1.70 1.5 15 CMP 42+93.91 1.60 0.16 9.6 0.26 1.85 0.5 16 CMP 47+78.19 0.91 0.16 8.6 0.15 1.93 0.3 USDCM Vol 1 - Section 6.0 Runoff Page 5 U1NTAH CrAtiltalCRINO 4 ._..o:wFav L rwea STANDARD FORM SF -3 10 -YR RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) 10-Yr1?ainfall Ueplir-Utrrurmn-Frequency (I -hr) = .0231 in/hr 1!31/2018 USDCM Vol 1 - Section 6.0 Runoff Page 6 Design Storm: 10 Year I3ASIN INIFORhiA1'1ON 1)II 1-C-1 R1 .NOFF '1'O'I'AI. RUNOFF 1 Design Runoff T(c) 1 Q T(c) Sum 1 Q Point Drain Basin Area (Ac) Coeff (min) C x A (in/hr) (cfs) (min) C x A (in/hr) (cfs) REMARKS 1 CMP 5+84,98 0.91 026 13.2 0.24 2.00 0.5 2 CMP 7+30 1.27 0.26 10.8 0.33 2.18 0-7 3 CMP 9+74.92 3.30 0.26 15.5 0.86 1.86 1.6 4 CMP 11+44.90 0.98 0.26 8.3 0.25 2.41 0.6 5 CMP 15+22.76 42.75 0.26 20.0 11.12 L63 18.1 6 CMP 18+38.72 4.08 0.26 12.6 1.06 2.04 2.2 7 CMP 19+78.14 0.76 0.26 15.3 0.20 1.87 0 •1 8 CMP 20+46.68 0.28 0.26 13.3 0.07 L99 t I 9 CMP 21+32.75 12.65 026 14.9 3.29 1.89 h. y 10 CMP 22+77.78 0.43 0.26 12.6 0.11 2.04 0.2 11 CMP 25+66.21 5.31 026 11.5 1 38 2.12 .2.9 12 CMP 30+20.08 67.55 026 22.2 17.56 1.55 27.2 13 CMP 39+24.46 2.97 0.26 11.7 0.77 2-11 1-6 14 CMP 41+11.41 5.33 016 11.8 1.39 2.10 {: 15 CMP 42+93.91 1.60 026 9.6 0.42 ).-p8 1 I; 16 CMP 47+78.19 0.91 026 8.6 0.24 2.38 Ito USDCM Vol 1 - Section 6.0 Runoff Page 6 U1NTAH ENOINEERING A LAND SURVEYING 50 -Yr RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL. VOL. 1 (COLORADO) 100 -Yr Rainfall 13cpih-Duraiian-Frequency (I -hr) = 1.26 in/hr 1'31/2018 Design Storm: 50 Year BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF Design Point Drain Basin Area (Ac) Runoff Coeff. 1'(c) (min) CxA (in/hr) 1 CMP 5+84.98 0.91 0.41 13.2 0.37 3_03 2 CMP 7+30 1.27 0.41 10.8 0.52 331 3 CMP 9+74.92 3.30 0.41 15.5 1.35 2.82 4 CMP 11+44.90 0.98 0.41 8.3 0.40 3.66 5 CMP 15+22.76 42.75 0.41 20.0 17.53 2.48 8 CMP 18+38.72 4.08 0.41 12.6 1.67 309 7 CMP 19+78.14 0.76 0.41 15.3 0.31 2.84 8 CMP 20+46.68 0.28 0.41 13.3 0.11 302 9 CMP 21+32.75 12.65 0.41 14.9 5.19 2.87 10 CMP 22+77.78 0.43 0.41 12.6 0.18 3.09 11 CMP 25+66.21 5.31 0.41 11.5 2.18 3.22 12 CMP 30+20.08 67.55 0.41 22.2 27.70 235 13 CMP 39+24.46 2.97 0.41 11.7 1.22 320 14 CMP 41+11.41 5.33 0.41 11.8 2.19 3.18 15 CMP 42+93.91 1.60 0.41 9.6 0.66 3.46 16 CMP 47+78.19 0.91 0.41 8.6 0.37 3.61 Q (cfs) 1.1 1.7 3.8 I.5 43.4 5.2 0.9 0.3 1.1.0 0.-. 7.0 65.0 3.9 6.9 2.3 1.1 T(c) (min) Sum CxA I Q (in/hr) (cfs) REMARKS USDCM Vol 1 - Section 6.0 Runoff Page 7 ENGINEERING & LAND SURVEYING 100 -Yr RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) 100 -Yr Rainfall Depth -Duration -Frequency (1 -hr) = 1.46 in/hr 1/31/2018 Design Storm: 100 Tear BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF Design Point Drain Basin Area (Ac) Runoff Coeff. '1'(c) (min) CxA (in/hr) 1 CMP 5+84.98 0.91 031 13.2 0.46 332 2 CMP 7+30 1.27 0.51 10.8 0.64 3.83 3 CMP 9+74.92 3.30 0.51 15.5 1.67 327 4 CMP 11+44.90 0.98 0.51 8.3 0.50 424 5 CMP 15+22.76 42.75 0.51 20.0 21.69 2.87 6 CMP 18+38.72 4.08 0.51 12.6 2.07 3.58 7 CMP 19+78.14 0.76 0.51 15.3 0.38 3.29 8 CMP 20+46.68 0.28 0.51 13.3 0.14 3.50 9 CMP 21+32.75 12.65 0.51 14.9 6.42 333 10 CMP 22+77.78 0.43 0.51 12.6 0.22 3.59 11 CMP 25+66.21 5.31 0.51 11.5 2.70 3.73 12 CMP 30+20.08 67.55 0.51 22.2 34.27 2.72 13 CMP 39+24.46 2.97 0.51 11.7 1.51 3.71 14 CMP 41+11.41 5.33 0.51 11.8 2.70 3.68 15 CMP 42+93.91 1.60 0.51 9.6 0.81 4.01 16 CMP 47+78.19 0.91 0.51 8.6 0.46 4.18 Q (cfs) 1.6 2.5 53 2.1 62.2 7.4 1.3 0.5 2I.4 0.8 10.1 93.2 5.6 10.0 3.3 1.9 Tic) (min) Sum CxA 1' I (in/hr) Q (CTs) REMARKS USDCM Vol 1 - Section 6.0 Runoff Page 8 Autodesk® Storm and Sanitary Analysis 2016 - Version 11.1.55 (Build 1: Project Description - 50yr SCS Type II 24 -Hour Storm Distribution (2.26 inches) ******************* File Name End culvert 50 & 100 Year flow.SPF **************** Analysis Options **************** Flow Units cfs Subbasin Hydrograph MethodSCS TR -20 Time of Concentration SCS TR -55 Storage Node ExfiltrationNone Starting Date OCT -05-2017 00:00:00 Ending Date OCT -06-2017 00:00:00 Report Time Step 00:05:00 ****.******** Element Count ************* Number of rain gages 1 Number of subbasins 1 Number of nodes 1 Number of links 0 **************** Raingage Summary **************** Gage Data Data Recording ID Source Type Interval min Rain Gage -01 50yr CUMULATIVE 6.00 **************** Subbasin Summary **************** Subbasin Total Area ID ft2 Sub -01 16323451.28 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft2 Out -01 OUTFALL 0.00 0.00 0.00 ************************** Volume Depth Runoff Quantity Continuity acre -ft inches ************************** Total Precipitation 71.448 Surface Runoff 2.250 Continuity Error (%) -0.000 ************************** 2.288 0.072 Volume Volume Flow Routing Continuity acre -ft Mgallons ************************** External Inflow 0.000 0.000 External Outflow 22.478 7.325 Initial Stored Volume 0.000 0.000 Final Stored Volume 0.000 0.000 Continuity Error (%) 0.000 ****************************************** Composite Curve Number Computations Report .****1 *1,** • ****r *****_********:W.**. r**.*****:* Subbasin Sub -01 Area Soil Soil/Surface Description (ft2) Group CN • Natural western desert 8530580.12 D 81.00 Desert shrub range, Good 7792871.15 D 79.00 Composite Area & Weighted CN 16323451.28 80.05 *****************************h****'**** -a*- *. SCS TR -55 Time of Concentration Computations Report ***+*******+*****cif*.4.* ***ria*******.***ta*-}***w*x-r** Sheet Flow Equation Tc = (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V _ 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 * (R"(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where. Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (f 2) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin Sub -01 Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.36 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 30.70 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.20 1.20 1.20 Velocity (ft/sec): 0.19 0.00 0.00 Computed Flow Time (minutes): 26.03 0.00 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft): 7129.00 0.00 0.00 Slope (%): 30.70 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 8.94 0.00 0.00 Computed Flow Time (minutes): 13.29 0.00 0.00 Total TOC (minutes): 39.32 *********************** Subbasin Runoff Summary *********************** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss Sub -01 2.26 0.73 188.10 80.050 0 00:39:19 Analysis began on: Wed Jan 31 12:27:47 2018 Analysis ended on: Wed Jan 31 12:27:48 2018 Total elapsed time: 00:00:01 Autodesk® Storm and Sanitary Analysis 2016 - Version 11.1.55 (Build 1) ****x************** Project Description - 100yr SCS Type II 24 -Hour Storm Distributicn (2.53 inches) ******************* File Name End culvert 50 & 100 Year flow.SPF **************** Analysis Options **************** Flow Units cfs Subbasin Hydrograph MethodSCS TR -20 Time of Concentration SCS TR -55 Storage Node ExfiltrationNone Starting Date OCT -05-2017 00:00:00 Ending Date OCT -06-2017 00:00:00 Report Time Step 00:05:00 ************* Element Court ************* Number of rain gages 1 Number of subbasins 1 Number of nodes 1 Number of links 0 **************** Raingage Summary **************** Gage Data Data Recording ID Source Type Interval min Rain Gage -01 100yr CUMULATIVE 6.00 **************** Subbasin Summary **************** Subbasin Total Area ID ft2 Sub -C1 16323451.28 ************ Node Summary ************ Node Element Invert Maximum Ponded External ID Type Elevation Elev. Area Inflow ft ft ft2 Out -01 OUTFALL 0.00 0.00 0.00 ************************** Runoff Quantity Continuity ************************** Total Precipitation Surface Runoff Continuity Error (%) ************************** Flow Routing Continuity ************************** External Inflow External Outflow Initial Stored Volume Final Stored Volume Continuity Error (%) Volume Depth acre -ft inches 79.984 2.815 -0.000 2.561 0.090 Volume Volume acre -ft Mgallons 0.000 28.125 0.000 0.000 0.000 ****************************************** Composite Curve Number Computations Report ********444.**x* *4**yrs**x**ri********4i7t4 K* Subbasin Sub -01 0.000 9.165 0.000 0.000 Area Soil Soil/Surface Description (ft2) Group CN Natural western desert 8530580.12 D 81.00 Desert shrub range, Good 7792871.15 D 79.00 Composite Area & Weighted CN 16323451.28 80.05 SCS 7R-55 Time of Concentration Computations Report ******eek*************.w..--.******9r+***'******-k* Sheet Flow Equation Tc .= (0.007 * ((n * Lf)^0.8)) / ((P^0.5) * (Sf^0.4)) Where: Tc = Time of Concentration (hrs) n = Manning's Roughness Lf = Flow Length (ft) P = 2 yr, 24 hr Rainfall (inches) Sf = Slope (ft/ft) Shallow Concentrated Flow Equation V = 16.1345 * (Sf^0.5) (unpaved surface) V = 20.3282 * (Sf^0.5) (paved surface) V = 15.0 * (Sf^0.5) (grassed waterway surface) V = 10.0 * (Sf^0.5) (nearly bare & untilled surface) V = 9.0 * (Sf^0.5) (cultivated straight rows surface) V = 7.0 * (Sf^0.5) (short grass pasture surface) V = 5.0 * (Sf^0.5) (woodland surface) V = 2.5 * (Sf^0.5) (forest w/heavy litter surface) Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) Channel Flow Equation V = (1.49 * (R"(2/3)) * (Sf^0.5)) / n R = Aq / Wp Tc = (Lf / V) / (3600 sec/hr) Where: Tc = Time of Concentration (hrs) Lf = Flow Length (ft) R = Hydraulic Radius (ft) Aq = Flow Area (ft2) Wp = Wetted Perimeter (ft) V = Velocity (ft/sec) Sf = Slope (ft/ft) n = Manning's Roughness Subbasin Sub -01 Sheet Flow Computations Subarea A Subarea B Subarea C Manning's Roughness: 0.36 0.00 0.00 Flow Length (ft): 300.00 0.00 0.00 Slope (%): 30.70 0.00 0.00 2 yr, 24 hr Rainfall (in): 1.20 1.20 1.20 Velocity (ft/sec): 0.19 0.00 0.00 Computed Flow Time (minutes): 26.03 0.00 0.00 Shallow Concentrated Flow Computations Subarea A Subarea B Subarea C Flow Length (ft): 7129.00 0.00 0.00 Slope (%): 30.70 0.00 0.00 Surface Type: Unpaved Unpaved Unpaved Velocity (ft/sec): 8.94 0.00 0.00 Computed Flow Time (minutes): 13.29 0.00 0.00 Total TOC (minutes): 39.32 *********************** Subbasin Runoff Summary *********************** Subbasin Total Total Peak Weighted Time of ID Precip Runoff Runoff Curve Concentration in in cfs Number days hh:mm:ss Sub -01 2.53 0.91 241.35 80.050 0 00:39:19 Analysis began on: Wed Jan 31 12:29:27 2018 Analysis ended on: Wed Jan 31 12:29,:28 2018 Total elapsed time: 00:00:01 UINTAH ENGINEERING & LAND SURVEYING 85 South 200 East Vemal, Utah 84078 0: 435.789.1017 X: 430.789.1813 www.uintahgroup.com Appendix E Conveyance Hydraulic Calculations UINTAH ENGINEERING & LAND SURVEYING UTAH 1 COLORADO 1 WYOMING 1 NORTH DAKOTA' MONTANA 1 KANSAS 1 OKLAHOMA 1 TEXAS 1 NEW MEXICO Culvert Calculator Report A-1 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,132.48 ft Headwater Depth/Height 0.44 Computed Headwater Elevation 5,128.88 ft Discharge 1.10 cfs Inlet Control HW Elev. 5,128.73 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,128.88 ft Control Type Entrance Control Grades Upstream Invert 5,128.22 ft Length 74.00 ft Downstream Invert Constructed Slope 5,124.73 ft 0.047162 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.29 ft Slope Type Steep Normal Depth 0.29 ft Flow Regime Supercritical Critical Depth 0.39 ft Velocity Downstream 4.60 ft/s Critical Slope 0.014104 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,128.88 ft 0.90 Upstream Velocity Head 0 14 ft Entrance Loss 0.13 ft Inlet Control Properties Inlet Control HW Elev. 5,128.73 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker \bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 AMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 2 Culvert Calculator Report A-1_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,132.48 ft Headwater Depth/Height 0.53 Computed Headwater Elevation 5,129.02 ft Discharge 1.60 cfs Inlet Control HW Elev. 5,128.86 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,129.02 ft Control Type Entrance Control Grades Upstream Invert 5,128.22 ft Downstream Invert 5,124.73 ft Length 74.00 ft Constructed Slope 0.047162 ft/ft Hydiaulic Profile Profile S2 Depth, Downstream 0,35 ft Slope Type Steep Normal Depth 0.35 ft Flow Regime Supercritical Critical Depth 0.48 ft Velocity Downstream 5.13 ft/s Critical Slope 0.014059 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Si7e 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,129.02 ft 0.90 Upstream Velocity Head 0.17 ft Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 5,128.86 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03 00.04] 03/15/18 09:55:32 ARP Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 1 Culvert Calculator Report A-2_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,147.96 ft Headwater Depth/Height 0.55 Computed Headwater Elevation 5,146.20 ft Discharge 1.70 cfs Inlet Control HW Elev. 5,145.96 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,146.20 ft Control Type Entrance Control Grades Upstream Invert 5,145.37 ft Length 116.00 ft Downstream Invert Constructed Slope 5,127,33 ft 0.155517 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.27 ft Slope Type Steep Normal Depth 0.27 ft Flow Regime Supercritical Critical Depth 0.49 ft Velocity Downstream 7.96 ft/s Critical Slope 0.014075 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,146.20 ft 0.90 Upstream Velocity Head 0.18 ft Entrance Loss 0.16 ft Inlet Control Properties Inlet Control HW Elev. 5,145.96 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3,3 [03.03.00.04] 03/15/18 09:55:32 AMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 20 Culvert Calculator Report A-2_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,147.96 ft Headwater Depth/Height 0.68 Computed Headwater Elevation 5,146.39 ft Discharge 2.50 cfs Inlet Control HW Elev. 5,146.14 ft Tailwater Elevation 0,00 ft Outlet Control HW Elev. 5,146.39 ft Control Type Entrance Control Grades Upstream Invert 5,145.37 ft Length 116.00 ft Downstream Invert Constructed Slope 5,127.33 ft 0155517 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.32 ft Slope Type Steep Normal Depth 0,32 ft Flow Regime Supercritical Critical Depth 0.60 ft Velocity Downstream 8,91 ft/s Critical Slope 0.014387 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,146,39 ft 0.90 Upstream Velocity Head 0.22 ft Entrance Loss 0.20 ft Inlet Control Properties Inlet Control HW Elev. 5,146.14 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm 3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 Alb© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 19 Culvert Calculator Report A-3 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,149.40 ft Headwater Depth/Height 0.87 Computed Headwater Elevation 5,147,07 ft Discharge 3.80 cfs Inlet Control HW Elev. 5,146.79 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,147.07 ft Control Type Entrance Control Grades Upstream Invert 5,145.77 ft Length 94.00 ft Downstream Invert Constructed Slope 5,129.16 ft 0.176702 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.39 ft Slope Type Steep Normal Depth 0.39 ft Flow Regime Supercritical Critical Depth 0.75 ft Velocity Downstream 10.53 ft/s Critical Slope 0.015328 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,147.07 ft 0.90 Upstream Velocity Head 0.29 ft Entrance Loss 0.26 ft Inlet Control Properties Inlet Control HW Elev. 5,146.79 ft Flow Control N/A Inlet Type Projecting Area Fut 1.8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:33 ANC Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 22 Culvert Calculator Report A-3_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,149.40 ft Headwater Depth/Height 1.08 Computed Headwater Elevation 5,147.39 ft Discharge 5.50 cfs Inlet Control HW Elev. 5,147.13 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,147,39 ft Control Type Entrance Control Grades Upstream Invert 5,145.77 ft Downstream Invert 5,129.16 ft Length 94.00 ft Constructed Slope 0.176702 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.47 ft Slope Type Steep Normal Depth 0.47 ft Flow Regime Supercritical Critical Depth 0.90 ft Velocity Downstream 11.70 ft/s Critical Slope 0.017155 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1 50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,147 39 ft 0.90 Upstream Velocity Head 0.38 ft Entrance Loss 0.34 ft Inlet Control Properties Inlet Control HW Elev. 5,147.13 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\.,.\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:33 Alb© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 21 Culvert Calculator Report A-4_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,147.52 ft Headwater Depth/Height 0,52 Computed Headwater Elevation 5,146.91 ft Discharge 1.50 cfs Inlet Control HW Elev. 5,146.64 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,146.91 ft Control Type Entrance Control Grades Upstream Invert 5,146.14 ft Length 94.00 ft Downstream Invert Constructed Slope 5,126.69 ft 0.206915 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.23 ft Slope Type Steep Normal Depth 0.23 ft Flow Regime Supercritical Critical Depth 0.46 ft Velocity Downstream 8.48 ft/s Critical Slope 0.014049 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 it Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,146.91 ft 0,90 Upstream Velocity Head 0.17 ft Entrance Loss 0.15 ft Inlet Control Properties Inlet Control HW Elev. 5,146.64 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:36 NW) Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 24 Culvert Calculator Report A-4_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,147.52 ft Headwater Depth/Height 0.62 Computed Headwater Elevation 5,147.07 ft Discharge 2.10 cfs Inlet Control HW Elev. 5,146.78 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,147.07 ft Control Type Entrance Control Grades Upstream Invert 5,146.14 ft Downstream Invert 5,126.69 ft Length 94.00 ft Constructed Slope 0.206915 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.28 ft Slope Type Steep Normal Depth 0.28 ft Flow Regime Supercritical Critical Depth 0.55 ft Velocity Downstream 9.37 ft/s Critical Slope 0.01419/ ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,147.07 ft 0.90 Upstream Velocity Head 0.20 ft Entrance Loss 0.18 ft Inlet Control Properties Inlet Control HW Elev, 5,146.78 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:35 AI\© Bentley Systems, Inc, Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 23 Culvert Calculator Report A-5_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,141.80 ft Headwater Depth/Height 0.86 Computed Headwater Elevation 5,100.26 ft Discharge 43.40 cfs Inlet Control HW Elev. 5,099.77 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,100.26 ft Control Type Fntrance Control Grades Upstream Invert 5,096,83 ft Length 272.00 ft Downstream Invert Constructed Slope 5,082.42 ft 0.052978 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1.28 ft Slope Type Steep Normal Depth 1.28 ft Flow Regime Supercritical Critical Depth 1.97 ft Velocity Downstream 12.50 ft/s Critical Slope 0.011007 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 4.00 ft Section Size 48 inch Rise 4.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,100,26 ft 0.90 Upstream Velocity Head 0.77 ft Entrance Loss 0.69 ft Inlet Control Properties Inlet Control HW Elev. 5,099.77 ft Flow Control N/A Inlet Type Projecting Area Full 12.6 ftp K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0 54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:36 AIM Bentley Systems, Inc, Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 26 Culvert Calculator Report A-5_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,141.80 ft Headwater Depth/Height 1.07 Computed Headwater Elevation 5,101,09 ft Discharge 62.20 cfs Inlet Control HW Elev. 5,100.62 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,101.09 ft Control Type Entrance Control Grades Upstream Invert 5,096.83 ft Length 272,00 ft Downstream Invert Constructed Slope 5,082.42 ft 0.052978 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1.55 ft Slope Type Steep Normal Depth 1.55 ft Flow Regime Supercritical Critical Depth 2 38 ft Velocity Downstream 13.81 tt/s Critical Slope 0.012232 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 4.00 ft Section Size 48 inch Rise 4.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,101.09 ft 0.90 Upstream Velocity Head 0.99 ft Entrance Loss 0.89 ft Inlet Control Properties Inlet Control HW Elev. 5,100.62 ft Flow Control N/A Inlet Type Projecting Area Full 12.6 ftp K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0,54000 I itle: Bosely Road Project Engineer: swalker \bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMasterv3.3 [03.03.00.04] 03/15/18 09:55:36 AIM Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 25 Culvert Calculator Report A-6 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,113.12 ft Headwater Depth/Height 0.69 Computed Headwater Elevation 5,099.07 ft Discharge 5.20 cfs Inlet Control HW Elev. 5,098.87 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,000.07 ft Control Type Entrance Control Grades Upstream Invert 5,097.69 ft Length 116.00 ft Downstream Invert Constructed Slope 5,095,85 ft 0.015862 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.76 ft Slope Type Steep Normal Depth 0.76 ft Flow Regime Supercritical Critical Depth 0.80 ft Velocity Downstream 4.72 ft/s Critical Slope 0.013088 fUft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,099.07 ft 0.90 Upstream Velocity Head 0.30 ft Entrance Loss 0.27 ft Inlet Control Properties Inlet Control HW Elev. 5,098.87 ft Flow Control N/A Inlet Type Projecting Area Full 3.1 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:37 AMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 28 Culvert Calculator Report A-6_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,113.12 ft Headwater Depth/Height 0.84 Computed Headwater Elevation 5,099.37 ft Discharge 7.40 cfs Inlet Control HW Elev. 5,099.16 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,099,37 ft Control Type Entrance Control Grades Upstream Invert 5,097,69 ft Downstream Invert 5,095.85 ft Length 116.00 ft Constructed Slope 0.015862 ft/ft Hydraulic Piofiile Profile S2 Depth, Downstream 0.93 ft Slope Type Steep Normal Depth 0.93 ft Flow Regime Supercritical Critical Depth 0.97 ft Velocity Downstream 5.19 ft/s Critical Slope 0.013769 Wit Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 2.00 ft Section Si7P 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,099.37 ft 0.90 Upstream Velocity Head 0.38 ft Entrance Loss 0.34 ft Inlet Control Properties Inlet Control HW Elev. 5,099.16 ft Flow Control N/A Inlet Type Projecting Area Full 3.1 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker \bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:36 AIS Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 27 Culvert Calculator Report A-7_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,108,01 ft Headwater Depth/Height 0.39 Computed Headwater Elevation 5,102.99 ft Discharge 0.90 cfs Inlet Control HW Elev. 5,102.80 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,102.99 ft Control Type Entrance Control Grades Upstream Invert 5,102 40 ft Length 110.00 ft Downstream Invert Constructed Slope 5,089.54 ft 0.116909 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.21 ft Slope Type Steep Normal Depth 0.21 ft Flow Regime Supercritical Critical Depth 0.35 ft Velocity Downstream 5.96 ft/s Critical Slope 0.014196 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev, Ke 5,102.99 ft 0.90 Upstream Velocity Head 0.12 ft Entrance Loss 0.11 ft Inlet Control Properties Inlet Control HW Elev. 5,102.80 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:37 AMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 30 Culvert Calculator Report A-7_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,108.01 ft Headwater Depth/Height 0.48 Computed Headwater Elevation 5,103,12 ft Discharge 1.30 cfs Inlet Control HW Elev. 5,102.92 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev, 5,103,12 ft Control Type Entrance Control Grades Upstream Invert 5,102.40 ft Length 110.00 ft Downstream Invert Constructed Slope 5,089.54 ft 0.116909 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.25 ft Slope Type Steep Normal Depth 0.25 ft Flow Regime Supercritical Critical Depth 0.43 ft Velocity Downstream 6.65 ft/s Critical Slope 0.014055 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Si7e 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,103.12 ft 0.90 Upstream Velocity Head 0.15 ft Entrance Loss 0.14 ft Inlet Control Properties Inlet Control HW Elev. 5,102.92 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18_cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:37 Alb© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 29 Culvert Calculator Report A-8 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,109.82 ft Headwater Depth/Height 0.22 Computed Headwater Elevation 5,103.39 ft Discharge 0.30 cfs Inlet Control HW Elev. 5,103.25 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev, 5,103.39 ft Control Type Entrance Control Grades Upstream Invert 5,103.06 ft Length 106.00 ft Downstream Invert Constructed Slope 5,091.43 ft 0.109717 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0,13 ft Slope Type Steep Normal Depth 0,13 ft Flow Regime Supercritical Critical Depth 0.20 ft Velocity Downstream 4.19 ft/s Critical Slope 0.015485 ft/ft Section Section Shape Circular Mannings Coefficient 0 022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,103,39 ft 0.90 Upstream Velocity Head 0.07 ft Entrance Loss 0.06 ft Inlet Control Properties Inlet Control HW Elev. 5,103.25 ft Flow Control N/A Inlet Type Projecting Area Full t8 ft' K 0.03400 HDS 5 Chart 2 M 1,.50000 HDS 5 Scale 3 C 0,05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18,cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:37 AMS Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 32 Culvert Calculator Report A-8_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,109.82 ft Headwater Depth/Height 0 29 Computed Headwater Elevation 5,103.49 ft Discharge 0.50 cfs Inlet Control HW Elev. 5,103,34 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,103,49 ft Control Type Entrance Control Grades Upstream Invert 5,103.06 ft Downstream Invert 5,091.43 ft Length 106,00 ft Constructed Slope 0.109717 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.16 ft Slope Type Steep Normal Depth 0.16 ft Flow Regime Supercritical Critical Depth 0.26 ft Velocity Downstream 4.89 ft/s Critical Slope 0.014720 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMH Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Piopeities Outlet Control HW Elev. Ke 5,103.49 ft 0.90 Upstream Velocity Head 0.09 ft Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 5,103.34 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 fr K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\,..\bosely road 50 & 100 year storm 3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00,04] 03/15/18 09:55:37 AIM Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 31 Culvert Calculator Report A-9_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,112.64 ft Headwater Depth/Height 0.91 Computed Headwater Elevation 5,108.20 ft Discharge 14.90 cfs Inlet Control HW Elev. 5,107.74 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,108.20 ft Control Type Entrance Control Grades Upstream Invert 5,105.92 ft Length 126.00 ft Downstream Invert Constructed Slope 5,082.86 ft 0.183016 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.64 ft Slope Type Steep Normal Depth 0.64 ft Flow Regime Supercritical Critical Depth 1.30 ft Velocity Downstream 15.01 ft/s Critical Slope 0.013199 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 2.50 ft Section Size 30 inch Rise 2.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,108.20 ft 0.90 Upstream Velocity Head 0.52 ft Entrance Loss 0.47 ft Inlet Control Properties Inlet Control HW Elev. 5,107.74 ft Flow Control N/A Inlet Type Projecting Area Full 4.9 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03,00.04] 03/15/18 09:55:37 AMD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 34 Culvert Calculator Report A-9_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,112.64 ft Headwater Depth/Height 1.14 Computed Headwater Elevation 5,108.77 ft Discharge 21.40 cfs Inlet Control HW Elev,. 5,108.33 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,108.77 ft Control Type Entrance Control Grades Upstream Invert 5,105.92 ft Downstream Invert 5,082.86 ft Length 126.00 ft Constructed Slope 0.183016 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.77 ft Slope Type Steep Normal Depth 0.77 ft Flow Regime Supercritical Critical Depth 1.57 ft Velocity Downstream 16.64 ft/s Critical Slope 0.014984 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 2.50 ft Section Size 30 inch Rise 2.50 R Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,108.77 ft 0.90 Upstream Velocity Head 0.67 ft Entrance Loss 0.61 ft Inlet Control Properties Inlet Control HW Elev. 5,108.33 ft Flow Control N/A Inlet Type Projecting Area Full 4.9 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18 cvm UELSVERNAL CulvertMasterv3.3 [03.03.00.04] 03/15/18 09:55:37 AIM Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 33 Culvert Calculator Report A-10_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,115.06 ft Headwater Depth/Height 0.29 Computed Headwater Elevation 5,109.28 ft Discharge 0.50 cfs Inlet Control HW Elev. 5,109.16 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,109.28 ft Control Type Entrance Control Grades Upstream Invert 5,108.85 ft Length 88.00 ft Downstream Invert Constructed Slope 5,102.90 ft 0.067614 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.18 ft Slope Type Steep Normal Depth 0.18 ft Flow Regime Supercritical Critical Depth 0.26 ft Velocity Downstream 4.13 ft/s Critical Slope 0.014720 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev, Ke 5,109.28 ft 0.90 Upstream Velocity Head 0.09 ft Entrance Loss 0.08 ft Inlet Control Properties Inlet Control HW Elev. 5,109.16 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18,cvm UELSVERNAL CulvertMaster v3.3 [03.03,00.04] 03/15/18 09:55:32 AI\© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 4 Culvert Calculator Report A-10_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,115.06 ft Headwater Depth/Height 0.37 Computed Headwater Elevation 5,109.41 ft Discharge 0.80 cfs Inlet Control HW Elev. 5,109.26 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,109.41 ft Control Type Entrance Control Grades Upstream Invert 5,108.85 ft Length 88.00 ft Downstream Invert Constructed Slope 5,102.90 ft 0.067614 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.23 ft Slope Type Steep Normal Depth 0.23 ft Flow Regime Supercritical Critical Depth 0.33 ft Velocity Downstream 4.75 ft/s Critical Slope 0.014312 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,109.41 ft 0.90 Upstream Velocity Head 0.12 ft Entrance Loss 0.11 ft Inlet Control Properties Inlet Control HW Elev. 5,109.26 ft Flow Control Unsubmerged Inlet Type Projecting Area Full 1.8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3 3 [03 03.00.04] 03/15/18 09:55:32 Alm Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 3 Culvert Calculator Report A-11 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,108.58 ft Headwater Depth/Height 0.81 Computed Headwater Elevation 5,093,16 ft Discharge 7.00 cfs Inlet Control HW Elev. 5,092.86 ft Tailwater Elevation 0.00 ft Outlet Guiit'ul HW Elev. 5,093.10 ft Control Type Entrance Control Grades Upstream Invert 5,091.53 ft Length 158.00 ft Downstream Invert Constructed Slope 5,075.48 ft 0.101582 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.55 ft Slope Type Steep Normal Depth 0.55 ft Flow Regime Supercritical Critical Depth 0.94 ft Velocity Downstream 10.01 ft/s Critical Slope 0,013623 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,093.16 ft 0.90 Upstream Velocity Head 0.36 ft Entrance Loss 0.33 ft Inlet Control Properties Inlet Control HW Elev. 5,092.86 ft Flow Control N/A Inlet Type Projecting Area Full 3.1 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMasterv3,3 [03.03.00.04] 03/15/18 09:55:32 AIM Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 6 Culvert Calculator Report A-11 100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,108.58 ft Headwater Depth/Height 1.01 Computed Headwater Elevation 5,093.55 ft Discharge 10.10 cfs Inlet Control HW Elev. 5,093.26 ft Tailwater Elevation 0 00 ft Outlet Control HW Elev. 5,093.55 ft Control Type Entrance Control Grades Upstream Invert 5,091.53 ft Downstream Invert 5,075.48 ft Length 158.00 ft Constructed Slope 0.101582 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.66 ft Slope Type Steep Normal Depth 0.66 ft Flow Regime Supercritical Critical Depth 1.14 ft Velocity Downstream 11.11 ft/s Critical Slope 0,014949 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,093.55 ft 0.90 Upstream Velocity Head 0.47 ft Entrance Loss 0.42 ft Inlet Control Properties Inlet Control HW Elev. 5,093,26 ft Flow Control N/A Inlet Type Projecting Area Full 3,1 ftp K 0,03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\,..\bosely road 50 & 100 year storm_3-8-18 cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 Alb© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 5 Culvert Calculator Report A-12_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,110.05 ft Headwater Depth/Height 0.83 Computed Headwater Elevation 5,109.42 ft Discharge 65.00 cfs Inlet Control HW Elev. 5,108.85 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,109.42 ft Control Type Entrance Control Grades Upstream Invert 5,105.89 ft Length 306.00 ft Downstream Invert Constructed Slope 5,086.27 ft 0.064118 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 1.32 ft Slope Type Steep Normal Depth 1.32 ft Flow Regime Supercritical Critical Depth 1.98 ft Velocity Downstream 12.13 ft/s Critical Slope 0.014952 ft/ft Section Section Shape Arch Mannings Coefficient 0.028 SeEtieelltiadlefiatminum 5x1 and 3x1 Corrugations Span 5,50 ft Section Size 66 x 51 inch Rise 4.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,109.42 ft 0.90 Upstream Velocity Head 0.82 ft Entrance Loss 0.73 ft Inlet Control Properties Inlet Control HW Elev. 5,108.85 ft Flow Control N/A Inlet Type Thin wall projecting Area Full 19.3 ft' K 0.03400 HDS 5 Chart 34 M 1.50000 HDS 5 Scale 3 C 0.04960 Equation Form 1 Y 0.57000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 AI\AD Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 8 Culvert Calculator Report A-12_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,110,05 ft Headwater Depth/Height 0.94 Computed Headwater Elevation 5,109.89 ft Discharge 93.20 cfs Inlet Control HW Elev. 5,109.41 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,109.89 ft Control Type Entrance Control Grades Upstream Invert 5,105.89 ft Downstream Invert 5,086.27 ft Length 306.00 ft Constructed Slope 0.064118 ft/ft Hydraulic Proflle Profile S2 Depth, Downstream 1.60 ft Slope Type Steep Normal Depth 1.60 ft Flow Regime Supercritical Critical Depth 2.41 ft Velocity Downstream 13.51 ft/s Critical Slope 0.016469 ft/ft Section Section Shape Arch Mannings Coefficient 0.028 Seadee! Itadi?.Pittlminum 5x1 and 3x1 Corrugations Span 5.50 ft Section Size 66 x 51 inch Rise 4.25 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,109.89 ft 0.50 Upstream Velocity Head 1.06 ft Entrance Loss 0.53 ft Inlet Control Properties Inlet Control HW Elev. 5,109.41 ft Flow Control N/A Inlet Type 90° headwall Area Full 19.3 fF K 0.00830 HDS 5 Chart 34 M 2.00000 HDS 5 Scale 1 C 0.03790 Equation Form 1 Y 0.69000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 AR,© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 7 Culvert Calculator Report A-13 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,141.59 ft Headwater Depth/Height 0.88 Computed Headwater Elevation 5,140.43 ft Discharge 3 90 cfs Inlet Control HW Elev. 5,140.24 ft Tailwater Elevation 0.00 ft Outlet Conhol HW Elev. 5,140.43 ft Control Type Entrance Control Grades Upstream Invert 5,139.11 ft Length 74.00 ft Downstream Invert Constructed Slope 5,134.22 ft 0.066081 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.51 ft Slope Type Steep Normal Depth 0.51 ft Flow Regime Supercritical Critical Depth 0.76 ft Velocity Downstream 7.46 ft/s Critical Slope 0.015411 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,140.43 ft 0.90 Upstream Velocity Head 0 30 ft Entrance Loss 0.27 ft Inlet Control Properties Inlet Control HW Elev. 5,140.24 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 ft2 K 0,03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm. 3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03,03.00.04] 03/15/18 09:55:32 AIM Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 10 Culvert Calculator Report A-13 100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,141.59 ft Headwater Depth/Height 1.10 Computed Headwater Elevation 5,140.75 ft Discharge 5.60 cfs Inlet Control HW Elev. 5,140.57 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev, 5,140.75 ft Control Type Entrance Control Grades Upstream Invert 5,139,11 ft Downstream Invert 5,134.22 ft Length 74.00 ft Constructed Slope 0.066081 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.61 ft Slope Type Steep Normal Depth 0.61 ft Flow Regime Supercritical Critical Depth 0.91 ft Velocity Downstream 8.24 ft/s Critical Slope 0.017284 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,140.75 ft 0.90 Upstream Velocity Head 0.38 ft Entrance Loss 0.35 ft Inlet Control Properties Inlet Control HW Elev. 5,140.57 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 ft' K 0,03400 HDS 5 Chart 2 M 1,50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0,54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year stormm3-8-18 cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 AIS Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 9 Culvert Calculator Report A-14_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,151.95 ft Headwater Depth/Height 0.81 Computed Headwater Elevation 5,149,77 ft Discharge 6.90 cfs Inlet Control HW Elev. 5,149.55 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,149.77 ft Control Type Entrance Control Grades Upstream Invert 5,148.16 ft Length 72.00 ft Downstream Invert Constructed Slope 5,145.77 ft 0.033194 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.73 ft Slope Type Steep Normal Depth 0.73 ft Flow Regime Supercritical Critical Depth 0.93 ft Velocity Downstream 6.67 ft/s Critical Slope 0.013587 ft/ft Section Section Shape Circular Mannings Coefficient 0,022 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,149.77 ft 0.90 Upstream Velocity Head 0.36 ft Entrance Loss 0.32 ft Inlet Control Properties Inlet Control HW Elev_ 5,149,55 ft Flow Control N/A Inlet Type Projecting Area Full 3.1 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMasterv3.3 [03.03.00.04] 03/15/18 09:55:32 AIS Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 12 Culvert Calculator Report A-14 100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,151.95 ft Headwater Depth/Height 1.00 Computed Headwater Elevation 5,150,16 ft Discharge 9.90 cfs Inlet Control HW Elev, 5,149.94 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,150.16 ft Control Type Entrance Control Grades Upstream Inveit 5,148.16 ft Length 72.00 ft Downstream Invert Constructed Slope 5,145.77 ft 0.033194 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.89 ft Slope Type Steep Normal Depth 0.89 ft Flow Regime Supercritical Critical Depth 1.13 ft Velocity Downstream 7.35 ft/s Critical Slope 0.014849 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 2.00 ft Section Size 24 inch Rise 2.00 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,150.16 ft 0.90 Upstream Velocity Head 0.46 ft Entrance Loss 0.41 ft Inlet Control Properties Inlet Control HW Elev, 5,149.94 ft Flow Control N/A Inlet Type Projecting Area Full 3,1 ftZ K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0,05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:V..\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3,3 [03.03.00.04] 03/15/18 09:55:32 AIS Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 11 Culvert Calculator Report A-15_50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,157.15 ft Headwater Depth/Height 0.65 Computed Headwater Elevation 5,156.48 ft Discharge 2.30 cfs Inlet Control HW Elev. 5,156.25 ft Tailwater Elevation 0.00 ft Outlet Curil:ul HW Elev. 5,156.48 ft Control Type Entrance Control Grades Upstream Invert 5,155,50 ft Length 74.00 ft Downstream Invert Constructed Slope 5,146,42 ft 0.122703 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.33 ft Slope Type Steep Normal Depth 0,33 ft Flow Regime Supercritical Critical Depth 0.57 ft Velocity Downstream 8.00 ft/s Critical Slope 0.014285 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,156.48 ft 0.90 Upstream Velocity Head 0.21 ft Entrance Loss 0.19 ft Inlet Control Properties Inlet Control HW Elev. 5,156.25 ft Flow Control N/A Inlet Type Projecting Area Full 1,8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3,3 [03.03.00,04] 03/15/18 09:55:32 AID Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 14 Culvert Calculator Report A-15_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,157.15 ft Headwater Depth/Height 0.80 Computed Headwater Elevation 5,156.70 ft Discharge 3.30 cfs Inlet Control HW Elev. 5,156.46 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,156.70 ft Control Type Entrance Control Grades Upstream Invert 5,155,50 ft Downstream Invert 5,146.42 ft Length 74.00 ft Constructed Slope 0.122703 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.39 ft Slope Type Steep Normal Depth 0.39 ft Flow Regime Supercritical Critical Depth 0.69 ft Velocity Downstream 8.88 ft/s Critical Slope 0.014906 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,156.70 ft 0.90 Upstream Velocity Head 0.27 ft Entrance Loss 0.24 ft Inlet Control Properties Inlet Control HW Elev. 5,156.46 ft Flow Control N/A Inlet Type Projecting Area Full 1,8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 ANC Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 13 Culvert Calculator Report A-16 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,157.11 ft Headwater Depth/Height 0.48 Computed Headwater Elevation 5,155.52 ft Discharge 1.30 cfs Inlet Control HW Elev. 5,155.39 ft Tailwater Elevation 0.00 ft Outlet Cunliul HW Elev,. 5,155.52 ft Control Type Entrance Control Grades Upstream Invert 5,154.80 ft Length 106.00 ft Downstream Invert Constructed Slope 5,152 78 ft 0.019057 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.39 ft Slope Type Steep Normal Depth 0.39 ft Flow Regime Supercritical Critical Depth 0.43 ft Velocity Downstream 3.50 ft/s Critical Slope 0.014055 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1.50 ft Section Size 18 inch Rise 1.50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,155.52 ft 0.90 Upstream Velocity Head 0.15 ft Entrance Loss 0.14 ft Inlet Control Properties Inlet Control HW Elev. 5,155.39 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 ft' K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 Alm Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 16 Culvert Calculator Report A-16_100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,157.11 ft Headwater Depth/Height 0.59 Computed Headwater Elevation 5,155.68 ft Discharge 1.90 cfs Inlet Control HW Elev. 5,155.54 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,155.68 ft Control Type Entrance Control Grades Upstream Invert 5,154.80 ft Downstream Invert 5,152.78 ft Length 106,00 ft Constructed Slope 0.019057 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 0.48 ft Slope Type Steep Normal Depth 0.48 ft Flow Regime Supercritical Critical Depth 0.52 ft Velocity Downstream 3.90 ft/s Critical Slope 0 014126 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 1,50 ft Section Size 18 inch Rise 1,50 ft Number Sections 1 Outlet Control Properties Outlet Control HW Elev. Ke 5,155.68 ft 0.90 Upstream Velocity Head 0.19 ft Entrance Loss 0.17 ft Inlet Control Properties Inlet Control HW Elev. 5,155.54 ft Flow Control N/A Inlet Type Projecting Area Full 1.8 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [03.03.00.04] 03/15/18 09:55:32 AMO Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 15 Culvert Calculator Report A-17 50 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,163.46 ft Headwater Depth/Height 0,98 Computed Headwater Elevation 5,160.38 ft Discharge 188.00 cfs Inlet Control HW Elev. 5,159.83 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev. 5,160.38 ft Control Type Entrance Control Grades Upstream Invert 5,155.50 ft Length 94.00 ft Downstream Invert Constructed Slope 5,152.59 ft 0.030957 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 2.04 ft Slope Type Steep Normal Depth 2.03 ft Flow Regime Supercritical Critical Depth 2.76 ft Velocity Downstream 12.45 ft/s Critical Slope 0.010799 ft/ft Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 5.00 ft Section Size 60 inch Rise 5.00 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. Ke 5,160.38 ft 0.90 Upstream Velocity Head 1.12 ft Entrance Loss 1.00 ft Inlet Control Properties Inlet Control HW Elev. 5,159.83 ft Flow Control N/A Inlet Type Projecting Area Full 39.3 ft2 K 0.03400 HDS 5 Chart 2 M 1.50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swalker e:\...\bosely road 50 & 100 year storm_3-8-18,cvm UELSVERNAL CulvertMaster v3.3 [03.03.00,04] 03/15/18 09:55:32 AI\© Bentley Systems, Inc. Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 18 Culvert Calculator Report A-17 100 Year Flow Solve For: Headwater Elevation Culvert Summary Allowable HW Elevation 5,163.46 ft Headwater Depth/Height 1.14 Computed Headwater Elevation 5,161.20 ft Discharge 242.00 cfs Inlet Control HW Elev. 5,160.69 ft Tailwater Elevation 0.00 ft Outlet Control HW Elev, 5,16120 ft Control Type Entrance Control Grades Upstream Invert 5,155.50 ft Downstream Invert 5,152,59 ft Length 94.00 ft Constructed Slope 0.030957 ft/ft Hydraulic Profile Profile S2 Depth, Downstream 2.37 ft Slope Type Steep Normal Depth 2.34 ft Flow Regime Supercritical Critical Depth 3.14 ft Velocity Downstream 13.21 ft/s Critical Slope 0.011894 ft/rt Section Section Shape Circular Mannings Coefficient 0.022 Section Material CMP Span 5.00 ft Section Size 60 inch Rise 5.00 ft Number Sections 2 Outlet Control Properties Outlet Control HW Elev. Ke 5,161.20 ft 0.90 Upstream Velocity Head 1.35 ft Entrance Loss 1.21 ft Inlet Control Properties Inlet Control HW Elev. 5,160.69 ft Flow Control N/A Inlet Type Projecting Area Full 39.3 ft' K 0.03400 HDS 5 Chart 2 M 1,50000 HDS 5 Scale 3 C 0.05530 Equation Form 1 Y 0.54000 Title: Bosely Road Project Engineer: swatker e:\...\bosely road 50 & 100 year storm_ 3-8-18.cvm UELSVERNAL CulvertMaster v3.3 [U3_03_00.U4j 03/15/18 09:55:32 AND Bentley Systems, Inc, Haestad Methods Solution Center Watertown, CT 06795 USA +1-203-755-1666 Page 17 The upeii channel flow calculator Select Channel Type: ����, 1.-1 J 11 y r o [ Trapezoid v b 22 _Li _ ���h,Hi,,�10,1F. _ Trapezoid Alit Ulan&�iroie Depth from Q . Select unit system: I Feet(ft) • 1 Channel slope: 1.0244 I t/ft Flow velocitM 3.613 J t/s Flow dischar=ge 66.3 t"3/s Calculate! 1 Wetted perimeter 20.14 I't Specific ener=gy 1.43 bt Critical depth0.97 P` Water depth(y): 1.23 ft LeftSlope (Z1): 4 0 1 (H:V) Bottom width(b) fit 10 RightSlope (Z2): 4 to 1 (H:V) Input n value 0.06 or select n StatuslCalculation finished Flow area 18.35 IftA2 Froude number 0.66 Critical slope0.0582 Iift/ft Reset Top width(T)19.84 �ft Flow status Subcritical flow Velocity head,0.2 I ft Copyright 2000 Dr. Xing Fang, Department of Civil Engineering, Lamar University. The open channel flow calculator Select Channel T Type: �- i - . r '. D -A Tra ezoid • 2 1` I , 1 apezoid Trianrghs Circle Depth from Q • Select unit system: Feet(ft) • 1 Channel slope: 'Bottom 10 .0244 Water depth(y): 1.48 j ft width(b) 1ft/ft Ft Flow velocity 4.019 RightSlope (Z2): 4 LeftSlope (Z1):14 j o 1 (H:V) o 1 (H:V) j t/s Flow discharge:95.1 Input n value0.06 or select n1 . t"3/s Calculate! Status:ICalculation finished I Reset Wetted perimeter 22.24p To width(T) 21.88 Flow area.23.66 ft ft ;ft Specific enert.y 1.74_ _ Flow status Froude number - Subcritical flow ft — Critical depth 1.2 j Velocity headL0.25 1 Critical slope 0.0551 fft/ft ft Copyright 2000 Dr. Xing Fang, Department of Civil Engineering, Lamar University. Andy Schwaller From: Andy Schwaller Sent: Friday, May 04, 2018 9:07 AM To: 'BHotard@terraep.com' Subject: FW: Grading Permit - Strait Bottom Ranch LLLP Brian, Please respond to me regarding our engineer's comments below. The bond amount should be $31, 250.00. Thanks, Andy From: Chris Hale [mailto:chris@mountaincross-eng.com] Sent: Thursday, May 03, 2018 4:37 PM To: Andy Schwaller <aschwaller@garfield-county.com> Subject: Grading Permit - Strait Bottom Ranch LLLP Andy: I have reviewed the grading permit and have some comments and/or questions. - Is all the property owned by Strait Bottom Ranch, LLLP? Property ownership is not included. - There are really steep and high cuts; as high as 75'. Additionally, there are large waste areas presumably to place spoils from the cuts. Retaining walls should be considered. - The Applicant should address if there are any Floodplains that will be impacted. - The Applicant should address if there are any wetlands that will be impacted. - The Applicant should explain how quality control for compaction and material testing will be handled during construction. - The Applicant should provide details for the proposed sediment traps and the corresponding sizes. The Applicant should provide more details for the use of the erosion control matting that is proposed: lengths, extents, slopes, etc. CaII with any questions or comments. Thanks in advance. Sincerely, Mountain Cross Engineering, Inc. Chris Hale, P.E. 826 1/2 Grand Avenue Glenwood Springs, CO 81601 Ph: 970.945.5544 Fx: 970.945.5558 1