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Home My WebLink About20110506.tiff SITE SPECIFIC DEVELOPMENT PLAN AND USE BY SPECIAL REVIEW (USR) APPLICATION FOR PLANNING DEPARTMENT USE DATE RECEIVED: • RECEIPT#/AMOUNT# /$ CASE#ASSIGNED: APPLICATION RECEIVED BY PLANNER ASSIGNED: Parcel Number 0 2 1 1 2 9 1 0 0 0 0 2 (12 digit number-found on Tax I.D.information,obtainable at the Weld County Assessors Office,or www.co weld co us) Legal Description Lot A&B of RE 4538,being part of the E2 of , Section 29 , Township 111 North, Range 62 West Zone District: , Total Acreage: , Flood Plain: , Geological Hazard: , Airport Overlay District: FEE OWNER(S) OF THE PROPERTY: Name: Marcum Midstream 1995-2 Business Trust Work Phone# 9/0-356-5560 Home Phone# Email vale@Conquest(ompanles.com Address:8207 West 20th Street,Suite B Address: City/State/Zip Code Greeley,CO 80634 Name: Work Phone# Home Phone# Email Address: Address: City/State/Zip Code Name: Work Phone# Home Phone# Email • Address: Address: City/State/Zip Code APPLICANT OR AUTHORIZED AGENT (See Below:Authorization must accompany applications signed by Authorized Agent) Name: Dale Butcher,President Work Phone it 970-356-5560 Home Phone# Email Dale@ConquestCompanies.com Address: 8207 West 20th Street,Suite B Address: City/State/Zip Code Greeley,CO 80634 PROPOSED USE: We are requesting a Use by Special Review permit for an oil and gas support operation. Salt water injection facility as well as a water recycling facility. I (We) hereby depose and state under penalties of perjury that all statements, proposals, and/or plans submitted with or contained within the application are true and correct to the best of my(our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of authorization from all fee owners must be ' cl ded with the application. If a corporation is the fee owner, notarized evidence must be included i i hat he signatory has to I al a hority to sign for the corporation. Signa : Owner or Auth rized Agent to Signature: Owner or Authorized Agent Date • EXHIBIT I2 2011-0506 • Conquest Water Services General Manager 970-356-5560 970-381-5005 jimgoddardl Cavahoo.com Dear Mr. Ogle: In the upcoming paragraphs in this letter I will try to address all questions you sent via email regarding our C8 facility located in Grover, Colorado. In the Questionnaire we stated a five acre parcel.We should have stated that we currently have two five acre parcels under contract and would like to change the lot line in the RE 4538.At the present time this has been submitted to your office for review. By stating there are two five acre parcels, Conquest Water Services would like to change the Questionnaire to two five acre parcels equaling ten acres. As mentioned before we had the parcels under contract and recently have closed on the properties which included in the purchase was a water well that currently supplies water to the house. Conquest is currently working with Quality Pump and Equipment to have the existing water well converted into commercial water well. • The dust abatement and waste handling plans are attached. The Certificate of Conveyance signature you reference is the original according to Stewart Title. I have asked Sheri Lockman to give you a call and confirm this. As trucks come onto our facility they are greeted with a Conquest employee asking where their load came from and how many barrels. We then hook the truck up and begin off loading the truck via a pump. The water/fluids then go thru a process where the water and oil are separated and relocated into holding tanks. The water is then filtered and sent back to a clean water holding tank where it awaits being injected or sent to the "water project" for additional cleaning.The water that comes into our facilities varies every single therefore; a percentage of water injected is a tough number to generate. Our goal when we started recycling was to clean approximately 70%of the water coming in. In the Questionnaire you reference to mapping documents, we have instructed the engineer to contact you so that might instruct him on exactly what you would like to see on the drawings. Site plan review: Conquest never received any red line drawings. Sincerely, • Jim Goddard Site Specific Development Plan and Use by Special Review(USR) • Questionnaire 1. Marcum Midstream 1995-2 Business Trust recently placed under contract 5 acres in Section 29 of Township 11 North, Range 62 West of the 6th p.m. for the purpose of drilling a Class II oilfield waste injection well to a total depth of approximately 10,000'. We are considering several injection zones including the Lyons formation. A commercial surface facility and a water recycling facility are to be constructed;both will be operated by Conquest Oil Company. 2. The proposal is consistent with Weld County's comprehensive plan. Marcum currently owns six disposal facilities in Weld County. We intend to drill,construct,and operate this facility in the same fashion as the existing six. 3. This proposal is consistent with the county's zoning requirements. 4. All surrounding areas are zoned for agriculture. 5. a. On a typical day, approximately 15 different truck drivers will visit the site. b. Two employees are required on site while trucks are being accepted. c. The facility will operate 24 hours per day, seven days per week, 365 days per year. d. We are proposing approximately 30 tanks. Additionally one building will be constructed which will house the pump,water recycling facility and office. The proposed water • project will have approximately eight tanks, ranging in size from 20 to 90 barrels. e. No animals will be housed at his site. f. Twenty to twenty five transport trucks weighing up to forty(40)tons will visit the site approximately four times daily. On average these trucks will make between one hundred daily round trips to the facility. g. Fire protection for this facility is provided by Pawnee Fire District. h. A water well will provide the water source on the property. i. The facility will have one restroom. j. The only items to be stored at the facility are filters and chemicals that are used to treat the water before injection;these chemicals will be stored on site in accordance with the manufacturers' recommendations. 6. No additional landscaping will be added to the site. 7. When abandoned,the property will be returned to farmland. Equipment and tanks will be removed and the well will be plugged and abandoned in accordance with COGCC rules and regulations in effect at the time of abandonment. 8. The storm water drainage will be designed by an engineer. 9. Once approved, the time required to drill the well and complete the facility is estimated to be 6 to 10 months. 10. Waste from the disposal process is a direct result of water filtration. This waste(bacterial residue and particulates) is stored and transported to an approved waste disposal site. Any other waste material is disposed by the use of trash bins and hauled away on an as-needed basis. The waste created during the recycling process will be filtered,dried and taken to a certified landfill. • • FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INFORMATION: Business Name: Conquest Water Services Phone:970-356-5560 Address:8207 West 20th Street,Suite B City, ST,Zip:Greeley,CO 80634 Business Owner: Bruce B.White&Dale S.Butcher Phone:970-356-5560 Home Address: City, ST, Zip: List three persons in the order to be called in the event of an emergency: NAME TITLE ADDRESS PHONE Jim Goddard General Manager 8207 W.20th Street,Suite B Greeley 970-381-5005 Dave Gage Field Supervisor 8207 W.20th Street,Suite B Greeley 970-381-6871 Rae Chrisman Office Manager 8207 W.20th Street,Suite B Greeley 970-356-5560 Hours:Business operate 24 hours per day Monday through Sunday(7/365) Hours: Days: g • Type of Alarm: El None © Burglar OHoldup D Fire El Silent ©Audible Name and address of Alarm Company: Dictoguard-914 14th Street,Greeley,CO 80634 Location of Safe: ********************************************************************************************************************************* MISCELLANEOUS INFORMATION: Number of entry/exit doors in this building:TBD Location(s):TBD Is alcohol stored in building? No Location(s): Are drugs stored in building?No Location(s): Are weapons stored in building? No Location(s): The following programs are offered as a public service of the Weld County Sheriffs Office. Please indicate the programs of interest. 0 Physical Security Check 0 Crime Prevention Presentation UTILITY SHUT OFF LOCATIONS: Main Electrical: TBD Gas Shut Off: N/A Exterior Water Shutoff: TBD Interior Water Shutoff:TBD • • CONCITT November 29, 2010 RE: C8 Traffic Narrative On November 01, 2010, Conquest had a preliminary meeting with our Weld County planner, Kim Ogle regarding our next USR application for a SWD facility near Grover, Colorado. Public Works indicated that there is an easement extending from CR 77 across Lot B to improvements on Lot D of RE-4538, for the farmer to access his farm operation. We have already been granted access off WCR 77 via Public Works. ( see attached ) During a follow up meeting with Public Works we were asked to provide drawings showing acceleration/deceleration lanes and a left turn lane which will be triggered upon traffic numbers for the facility as determined by Weld County Traffic Engineer. We also understand there will be an improvements agreement that will need to be worked out for onsite and off-site • improvements. • 8207 W. 20th Street • Suite B • Greeley, CO 80634 • 970-356-5560 WELD COUNTY ACCESS PERMIT Wield County Public Works Dept. 3�� Csl Phone: (970)304-6496 1111 H Street After Hours: (970)356-4000 P.O. Box 758 I . a� r0 Emergency Services: (970) 304-6500 x 2700 Greeley, CO 80632 G�� OQ Inspection: (970)304-6480 �C V413 Permit Number: AP10-00112 Issuance of this permit binds applicant and its contractors to all requirements, provisions,and ordinances of Weld County,Colorado. Project Name: C-8 Expiration date: 05/15/2011 Applicant Information: Property Owner Information: Name: Jim Goddard/Conquest Water Services Name: n/a n/a Company: Marcum Midstream 1995-2 Business Trust Company: Phone: 970-356-5560 Phone: Email: jimgoddardl@yahoo.com Email: Location: Proposed Use: Access is on WCR: 77 Temporary: Nearest Intersection WCR: 126 &WCR: 77 Single Residential: Distance From Intersection: Industrial: RI Number of Existing Accesses: 1 Small Commercial: S'ianninq Process: USR Oil&Gas: Large Commercial: Road Surface Type&Construction Information: Subdivision: Road Surface: Asphalt Field(Agricultural Culvert Size&Type: Only)/Exempt: Start Date: 01/01/2011 Finish Date: 05/01/2011 Materials to Construct Access: Required Attached Documents SubmItted: Traffic Control Plan: Yes Certificate of Insurance: Access Pictures: No A copy of this permit must be on site at all times during construction hours Daily work hours are Monday through Friday DAYLIGHT to Y:HOUR BEFORE DARK(applies to weekends if approved) Approved MUTCD traffic control/waming devices are required before work begins and must remain until completion of work Special Requirements or Comments Lot B has 2 existing accesses one that will be closed for an access on Lot A. Approved by: Weld County Public Works Date: 11/19/2010 • ® Print Date-Time: 11/19/2010 10:18:32AM Report ID: PW00008v001 Page 1 of 1 r • CONQUEST C8 - GROVER SITE Absorption Field Design Engineering Report This absorption field design adheres to requirements of Chapter 30, Weld County Code, Individual Sewage Disposal System (ISDS) Regulation, effective August 15, 2005. The ISDS system is designed based on the gravelless absorption technology using Infiltrator Quick 4 Standard Chambers. Figure 1 is a location map for the property, and Figure 2 is a Site Map. As shown on Figure 2, the absorption field is located greater than 100 feet from both the water well on the property and the water well on the adjacent property. Soils encountered at this site consist of Ascalon fine sandy loam at approximately 0 to 6% slopes. Ascalon series soils are generally described as "deep, well drained, moderately permeable soils on smooth to dissected plains and adjacent stream terraces" (Soil Survey of Weld County, Colorado Northern Part, USDA, Soil Conservation Service, August, 1982). The soil profile is a uniform sandy loamffine sandy loam across the entire depth of the percolation test holes profile up to a depth of approximately 36 inches. As required by Weld County ISDS Regulations, a soil boring was advanced adjacent to the proposed absorption field location and logged by a Professional Geologist. The soil boring (provided herein as Attachment 1) identifies a well-graded sand layer from 0 to 8 feet below ground surface, underlain by clay to the bottom of the boring. The bottom of the proposed absorption trenches will be 2-feet below ground surface, providing more than the required 4-feet of separation from the trench bottom to any limiting zone. • Figure 3 provides the system detail, including soil profile information. The tested percolation rates varied between 26.67 and 80 minutes per inch in the six percolation test holes, with an average percolation rate of 51.11 minutes per inch (used as the design percolation rate). This percolation rate is acceptable for a standard absorption field installation. Design criteria are as follows: 1. Ten Employees plus 10 equivalent employees(drivers) 2. Average daily flow = Qeve = 15 gpcd x 20 = 300 gpd (Reference: Onsite Wastewater Treatment and Disposal Systems, EPA, 625/1-80-012) 3. Design for maximum daily flow= Qma = 1.5 x 300 gpd = Qoes;an = 450 qpd 4. Percolation Rate = 51.11 minutes/inch 5. Minimum Absorption Area for trench system: A = Qoeeign vt/3.5 = 919 square feet(sf) Where t= Percolation Rate The required minimum size for the trench system for this industrial facility is 919 sf; 6. Weld County allows a 50% area reduction for use of Infiltrator Chambers: A = 919—0.50(919) =460 sf • Absorption Trench Area =460 sf • 7. Infiltrator Quick 4 Standard Chambers: Chamber base dimensions: = 52" x 34"x 12"(I-w-h) Base area = 12.28 sf 460 sf/ 12.28 sf/chamber = 37.5 chambers USE 38 QUICK 4 STANDARD CHAMBERS 2 ROWS OF 19 CHAMBERS EACH 8. Trench Length = 19 x 52" = 988" = 82.33' USE TWO TRENCHES, 84 FEET LENGTH EACH 9. Quick 4 Standard Chamber fits into 36" wide trench: TRENCH WIDTH = 36 " 10. Minimum Cover over chamber 12" COMPACTED SOIL COVER 11. Trenches shall be constructed parallel to contour with six (6) feet minimum spacing (undisturbed soil) between trenches. • 12. Distribution box shall be water leveled in the field, and the inlet invert shall be at least one (1) inch above outlet invert elevations. Disposal lines shall be level for at least one (1)foot beyond distribution box. 13. Infiltrator Quick 4 Standard Chamber Site Preparation and Installation Procedures: • Excavate and level 3-foot wide trenches with minimum 9-foot center-to-center spacing and verify that trenches are level (slope = 0.0%) using a level, transit, or laser; • Rake the bottom and sides. Remove any large stones or other debris, and avoid walking in trenches; • Install splash plate into the slots in the Infiltrator chamber below the inlet to prevent trench bottom erosion; • Insert inlet pipe into the end cap at the beginning of the trench. The pipe will go in one inch before reaching a stop; • Chamber invert height will be 8 inches below inlet pipe invert; • Place inlet end of first chamber over the back edge of the end cap; • Lift and place the end of the next chamber onto the previous chamber by holding it at a 45° angle. Line up the chamber end between the connector hook and locking pin at the top of the first chamber and lower it to the ground to connect the chambers; • Continue connecting chambers until trench is completed; • Place end cap on last chamber. Lift the end cap at a 45° angle and insert the connector hook through the opening on the top of the end cap. Apply firm pressure and lower the end cap to the ground to snap it into place. Do not remove the tear out • seal; • Fill the sidewall area by pulling soil from the sides of the trench with a shovel. Start • at the joints where the chambers connect and continue backfilling the entire sidewall area, making sure the fill covers the louvers; • Pack down the fill be walking along the edges of the trench and chambers; • Proceed to the second trench; • Backfill the trenches by pushing fill material over the chambers with a backhoe. Keep a minimum of 12-inches of compacted cover over the chambers before driving over the system; • Mound several inches of soil over the finish grade to allow for settling; and • Seed or sod the trench area to prevent erosion. The percolation test and this absorption field design were conducted and prepared by me. If you have any questions or comments regarding this design, or if you require additional information, please call me at(970)493-7780. Respectfully Submitted by CGRS, Inc. Paul C. Sorensen, RE • • FIGURES b� 7.1",-12('_, y`.,... vi"" --lie .4 ,;;_ ` s e' 1 , • •P 1 � 1„»�. � `.' a ! ---).---i,„„___ ,1 .a sra ZE}. • J F .. / b f i ��jl}}j (i..I `.vim.. .`'l. ^- �. °I.. # :G t . vim:,..../'. .... ._ {+`� ,2 . . .. ., .. ... . i .,....._ . r----: . - si-rE h:•::: I c ''.., ,,. - , ,:i.... :-./-:- O '' oil `+.--:-____,,r1/4,77,..., "'.ice"'..,. -'✓ii- ti: 1. ?� qp ....../1 �� / .�� .. 1 ��4 1 IN`v. /• \ )i ){ r L r IL+ -- L, --\� v. v ` l 1 Jr4 / r" -- �- ,' . ` • FIGURE 1 SITE LOCATION MAP COLORADO CONQUEST OIL C8 FACILITY a 61619 WELD COUNTY ROAD 77 GROVER, COLORADO SCALE 1:24000 • QUADRANGLE 1000, d 1000' PROJECT NO. PREPARED BY • LOCATION .... ...a 1-8019-12667aa CLB �� t FEET DATE REVIEWED BY c A 10/07/10 `� ' �8 I • I' . 111 • 14¢ - I 1 • I 1. O9 I'I. + I 48 I ,,:III' • :.:. w k. t II ,III,. //// I `, il • ,! ; " rr• I `; I. 11{1,,11 $ I ,,,•i I y I \ ' i 1. II , k' IF 1 ; o ' -•F' ii. - I \ •. . , ‘... , .O€ 1 3 1 Ii i - . Q 4p A i API.• a I �j I—_I _ /� . 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It ^� g I viol .11 ,. % ,. ��..__..,,..��yyyy "` ti•„,, • � His . � Illl 1't _ O vi,wn .I ,r \ ,.Qi irr t't..0•,' I ...,. \ . 4 ' •\ ,. 8 , ps. „.„. 4... . ter, 1, . 1 /r 0 i, f, ,._. j , , , iI II, iiI/ \`� I. itr a&-•/ 2.1,.. -t '"-' I OH I ii III I A r•- +!` fy (o uo f , r i % _"Ifs I; c. : I•Ii '.IIlit / . i4' , .'t 11 2 t .-\ \ 1 r l 1 I h 1!! I•I. ' _- _ tl I •II r ` , ,< I l r (,1 1 1 ,,tt• ' t ,` ` 1 r 'I § 8S- • • r+I ''Ili •. . - ',•‘ _-��•S!. 8 .- I 11 r r r�.�—r r,_..�r .rMSIRfYVL�.-v I R y Il 7 1!I I I ,,I I ' ` , 1, • ` a • ATTACHMENT SOIL BORING LOG 4 CGRS FIELD BOREHOLE LOG BOREHOLE NUMBER ^ SB-4 SOJECT NUMBER: 1-8019-12667aa TOTAL DEPTH : 40' OJECT NAME : Conquest Oil C8 TOP OF RISER :99.46 LOCATION : Grover, CO STATIC WATER LEVELS BGS DRILLING CO : Drilling Engineers 1 ) DRILLING METHOD : 8.25"HSA Time 900 DRILLER: Date 9/30/2010 LOGGED BY:Craig Mulica ' Water Level 33.31 START: 9/29/2010 COMPLETED : 9/29/2010 Casing Depth 43.10 C G `•J szn u_ v 0 O E. E ; 2 a NOTES O WELL WELL >. .� DESCRIPTION H z c E (ppm) p CONSTRUCTION DESIGN a) g m = I D. CO - C2 a o _ Stick Up '--0 A - WELL GRADED SAND:Medium ; —brown,subanguiar,fine to coarse- Bentonite grained, medium dense,moist __5 (SW) 2'SCH.40 PVC Riser SB 1 10 12 6 _ 0.2 @ 5'bgs ;N:�';� 'r' \ t•';_- w'< CLAY:Gray with rust brown,stiff ;; SB 2 19 12 12 -10 to very stiff,medium plastic to 0.7 @ 10' f:' plastic,iron oxide coloring from 8' bg%Sampte rs - to 40'bgs, Increased slit content Retained for ;'•. ;ms's'>; - @ 20'bgs(CL) ,,,;i:::---'4.1... Analysis .,,,; ; SB 3 22 12 12 _ -15 0.4c@15'bgs Z5,. -20 ••••,,._.--4,§,-.? 10/20 Silica Sand SB 4 29 12 12 _ 0.1 @ 20'bgs .4].:=1,u, .. — 25 <: } ,:t i. , ,. SB 5 30 . 12 ' 12 7-30 0.3 @ 30'bgsi. --35 S 6 47 12 12 _-40\ 0.2 @ 40' bgs \ ,. 2°Sch 40 PVC IliJII l ': Screen End of Boring @ 40'bgs ' 1 1• WERNSMAN 1 ENGINEERING, INC. 1011 42nd STREET • EVANS, CO 80620 Phone (970) 353-4463 Fax (970) 353-9257 1 November 19, 2010 Mr. Clay Kimmi P.E. Drainage Engineer Weld County Public Works P.O. Box 758 Greeley CO 80632 RE: Drainage report and plan for Conquest Water Services new C8 Facility 1• Dear Mr. Kimmi Attached is the Drainage Report and Plan for the new C8 facility. This report addresses both the on-site and off-site hydrology that affects or is affected by the proposed development. If you have any further questions or comments regarding this matter, please contact this office. 1 Sincerely, �tp REC/Ifr a�� WERH491>• ` St ;w 33371 ire 1 Eric Wernsman P.E. 9a�FfS`ON�`E�6� 1e 1 ie " I hereby certify that this report for the final drainage design for the new Conquest C8 Facility was prepared by me (or under my direct supervision) in accordance with the provisions of the Weld County Storm Drainage Criteria for the owners thereof" Registered Professional Engineer State of Colorado No. 3337/ ' Aso. o!Iwo g So NE '• /Neg. Riy NV s 9s0 ° s W 33371 Aim moo. ►I-19 io; �F'tS/3iii 1 '• General Description: The proposed site is located at Weld County 61619 Weld County road 77. The site is located on two lots that are a part of Recorded Exemption RE-4538. iThe exemptions are located on the south % of the Northeast quarter and the North 1/2 of the southeast quarter of Section 29 Township 11 North, Range 62 ' West of the 6th Prime Meridian. The site borders Weld County road 77 along the entire east side of the property. The site is approximately 3/8 of a mile south of ' Weld County 126. There are no major waterways, water holding areas or water resources on or adjacent to the property. ' The site contains approximately 10 acres. (both lots together). The ground cover on the existing site consists of mainly native grasses on the undeveloped ' areas and gravel areas and building structures on the developed areas. (See sheet 1 for existing conditions). The soil type present is Ascalon fine sandy loam with slopes ranging from 0 percent to 6 percent for the type 4 shown on the map. The type 5 shown on the map is the same soil with slopes ranging from 6 percent to 9 percent. See sheet for location of both soil types. NRCS classifies this as a soil '• type "B" for runoff purposes. There are no major open channels on or adjacent to the property. The proposed site will collect offsite flows entering the site on the ' north side of the property and release them in the historic flow pattern along the west side of the property. All of the runoff generated by the proposed development will be collected via sheet flow, swales and reinforced concrete pipe and delivered to a detention pond in the southwest corner of the property where it will be released at a 5- yr historic rate. Additional detention volume will be ' provided for Water Quality control purposes. The neighboring sites do not have irrigation facilities. The site and the surrounding sites are in a dry land farming ' area. Groundwater was not encountered at the time of the soils exploration. Drainage Basins and Sub-Basins: ' There is no Weld County Master Drainage Plan for this site at the current time. The closest major basin is Crow Creek that is approximately 4 miles to the east. Crow Creek has some Zone "A" designations. Porter Creek has some area designated as Zone A but is about 3 miles to the west. Another unnamed creek ' that also has Zone "A" designation runs south approximately 2 miles east of the • property. The FEMA map for the site is panel 0802660225C which is unmapped. 1 1• FEMA classifies unmapped areas as Zone "D" undetermined flood hazards. After review of the topography maps by USGS it appears that the site is higher than the ' Zone "A" areas that run east and west of the site in a southerly direction. ' Historically the site slopes to the southwest and south at approximately a 1% slope. Weld County road 77 limits the amount of flow that enters the site from ' the east. A natural drainage way exists on the undeveloped site to the west that carries flow south and eventually crosses Weld County Road 77 via an existing culvert. Offsite flows from the north do enter the site and will be accounted for. 1 Undeveloped offsite areas of 8.9 acres direct runoff to the site. Weld County Road 126 limits the amount of flows entering the site from the north by channeling the ' flows west prior to crossing the road. ' Drainage Design Criteria: There is no Weld County Master Drainage Plan or project master drainage plans for this site at the current time. The existing conditions drawing (sheet 1) show an existing house that may be removed . Sheet one also shows two existing accesses ,• to Weld County Road 77. Only the existing An additional entry way will be constructed for the new building (see drawings 2 and 3 for location). The ' undeveloped lot to the north contributes offsite flows onto the northern side of the site. A proposed swale will redirect offsite flows into the historic channel. ' Using the NOAA Atlas 2 Volume Ill maps an IDF table was generated. Please see calculations sheet 1. A one hour rainfall depth of 2.67 inches was determined ' for a 100-year event. The detention pond was sized using a 5-year historic release rate. The on site features (swales, culverts etc. ) were sized to pass the 100-year events. The runoff for specific design points was calculated by inputting the area, imperviousness, soil type, one hour precipitation values, slope, length of travel and conveyance into the peak runoff spreadsheet. Please see the corresponding ' peak runoff and feature design for each point. The detention pond volume was determined using the Modified FAA Method with one exception. The discharge rate did not use the soil type value. The discharge rate was determined by finding the total historic runoff rate for the site and then dividing by the site area per Weld County recommendations. The un-detained und-developed areas were not ' included in the historic release rate. This value was then input into the detention • pond spreadsheet to determine the volume required. 1 Is Four design points are shown on sheet 3 (grading and drainage plan) that were used to calculate critical drainage features. Design point one was used to determine the culvert size required to pass flows from the driveway and undeveloped areas. Design point two was calculated to verify that flows from the gravel and undeveloped areas on the east side of the building would not encroach ' on the building. Design point three was determined to verify that the swale section along the west side of the property would be capable of passing the flows from all of the developed areas. Design point four determined the capacity of the ' swale that was required to pass the offsite flows. The proposed detention outlet has an initial orifice plate to provide water quality capture volume. The first stage ' orifice plate shall have (4) 1-1/8" in holes spaced as shown on sheet 3. The orifice plate shall be 18" higher than the flow-line of the box to ensure that once the ' water quality volume is captured the storm water spills into the next stage of the inlet. The second orifice plate with a 5-3/4" square hole releases flow to the 18" corrugated metal pipe that spills into the existing historic channel. ' Drainage Facility Design: The developed area of the site collects all of the storm runoff from the proposed surfaces. A small portion of the undeveloped areas (1.95 Acres) on the site will remain undeveloped to release into historic channels. (see sheet 3).The majority of the gravel drive and undeveloped areas north of the building are ' collected in the undeveloped center area of the driveway and drain via a 24" RCP into a swale that releases into another group of 24" culverts and another swale that carries flow to the detention pond. The remainder of the site flows through ' swales and a sheet flow into the same swale along the western side of the property to the detention pond. The offsite flows that enter site along the northern side of the property are collected in a swale and discharged into the historic channel along the western side of the site. The spreadsheets included in ' the report detail runoff generated at specific points and further spreadsheets show the physical requirements to provide adequate drainage ways. The hydraulic structures designed for this project consist of swales, a single 24" ' reinforced concrete pipe, (3) corrugated metal pipes, detention pond outlet and an emergency overflow structure . Please refer to the spreadsheets for the ' specific design. '• '• Once the site vegetation has been re-seeded very little maintenance should be required for site operation. Care should be taken to keep trash and debris out of inlets and pipes to prevent excess water from building up on the site. If complete blockage would occur in the detention pond outlet the water would ' release through the emergency spillway. Conclusions: The 24" RCP that drains the drive area (Design Pt #1) has a capacity of ' approximately 12.69 cubic ft per second. without overtaking the top of the culvert on the inlet side. The required flow as shown on the Calculation of Peak Runoff for Design Pt #1 is 8.84 cubic feet per second using the 100-yr event. The outlet point for this culvert is above the high-water elevation for the detention pond. ' The concrete pan running along the east side of the building (Design Pt #2) has a capacity of 2.51 cubic feet per second when the water depth reaches 0.26 ft. This is approximately 1.04 below finished floor elevation of the building. ,• The swale that runs along the west side of the property line (Design pt #3) was designed using all of the contributing area of Sub-basin 3. This is conservative in the respect that Design pt #3 does not accept all of the flows for that sub-basin but for the ease of calculations it was used. The required flow capacity for Design Pt # 3 is 18.15 cubic feet per second. The minimum swale section as shown on the ' drawings has the capacity to pass 19.94 cubic feet per second. The swale crossing that is detailed using the (3) 24" diameter CMP has the capacity to pass 26.52 cubic feet per second. As shown in the calculations for the culvert, it was sized assuming a backwater elevation of 5174 (High-water elevation for the Detention Pond) The swale that has collects the offsite flows along the north side of the ' property has a capacity of 16.85 cubic feet per second when water depth reaches 0.50 feet. The required capacity considering 8.93 acres of offsite flows is 16.81 cubic feet per second The 100-yr storm volume required by using the Modified FAA method was Idetermined to be 35,708 c.f. The WQCV can be included in this volume per the • Weld County Addendum to the Urban Drainage Manual. At a high-water elevation of 5174.00 the volume provided is approximately 42,305 c.f. The minimum water 1 Iak quality capture volume allowed for the site is 5244 c.f. As shown on the detention pond outlet detail the water will have to rise to elevation 5172.50 prior to ' releasing into the secondary orifice plate. At elevation 5172.50 the pond storage capability is approximately 8317 c.f. The secondary discharge orifice was sized ' using a head of 2.67 feet and a allowable release rate of 2.00 cubic feet per second. The required opening is a 5-3/4" square hole. 1 The emergency overflow is provided at elevation 5174. The spillway shall be a minimum of 50 feet wide and will limit the flow depth to 0.26 feet at a 1 discharge rate of 21 cubic feet per second. This report and design will meet the Weld County Code without any variances. This design should be more than adequate to prevent either on-site or ' off-site runoff flows from creating damage. The site is not part of any Weld County Master Drainage Plan. The Urban Drainage Criteria Manual and the Weld County Addendum to the Urban Drainage Criteria Manual were used to compose ' and calculate this design and report. IS I '• 1 IIDF TABLE FOR ZONE ONE IN THE STATE OF COLORADO Zone 1:South Platte, Republican, Arkansas, and Cimarron River Basins 1 Project: ' Enter the elevation at the center of the watershed: Elev= 5,170 (input) 1. Rainfall Depth-Duration-Frequency Table ' Enter the 6-hour and 24-hour rainfall depths from the NOAA Atlas 2 Volume III in rightmost blue columns Return Rainfall Depth in Inches at Time Duration Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) output output output output output output output input input 2-yr 0.30 0.47 0.59 0.82 1.04 1.16 1.25 1.40 1.70 ' 5-yr 0.42 0.65 0.82 1.14 1.44 1.58 1.69 1.85 2.25 10-yr 0.50 0.77 0.97 1.35 1.71 1.88 2.00 2.20 2.60 25-yr 0.59 0.92 1.17 1.62 2.05 2.27 2.44 2.70 3.10 50-yr 0.69 1.07 1.35 1.87 2.37 2.55 2.69 2.90 3.40 ' 100-yr 0.77 1.20 1.52 2.11 2.67 2.85 2.98 3.20 3.80 Note: Refer to NOAA Atlas 2 Volume III isopluvial maps for 6-hr and 24-hr rainfall depths. 2. Rainfall Intensity-Duration-Frequency Table ' Return Rainfall Intensity in Inches Per Hour at Time Duration Period 5-min 10-min 15-min 30-min 1-hr 2-hr 3-hr 6-hr 24-hr (1) (2) (3) (4) (5) (6) (7) (8) (9) (10) '• output output output output output output output output output 2-yr 3.60 2.80 2.36 1.64 1.04 0.58 0.42 0.23 0.07 5-yr 5.02 3.90 3.29 2.28 1.44 0.79 0.56 0.31 0.09 10-yr 5.95 4.62 3.90 2.70 1.71 0.94 0.67 0.37 0.11 ' 25-yr 7.13 5.53 4.67 3.24 2.05 1.14 0.81 0.45 0.13 50-yr 8.24 6.39 5.40 3.74 2.37 1.27 0.90 0.48 0.14 100-yr 9.28 7.20 6.08 4.21 2.67 1.42 0.99 0.53 0.16 ' c8rain,Z-1 11/8/2010, 10:21 AM I 1• One-Hour Rainfall Depth Design Chart I 3.00 II 2.67 ♦ I z.50 2.37 • 1 • z.00 2.05 1.71 I c f. t.5o 1.44 1 a I1.00 1.04 ♦_ I0.50 - -.- ---_:--- -._ i I 0.00 2-yr 5-yr 10-yr 25-yr 50-yr 100-yr ' Return Period I I I ,• Ic8rain,Z-1 11/8/2010, 10:21 AM I Total Site and Sub-Basin Weighted Imperviousness Calculations ENTIRE SITE MINUS UNDETAINED UNDEVELOPED AREAS• AREAS C VALUE CXA IVALUE IX A I NEW BUILDING 9600 0.9 8640 90 864000 CONCRETE/ASPHALT 56107 093 52179.51 90 5049630 GRAVEL 61066 065 39692.9 40 2442640 LANDSCAPE 223318 0.3 66995.4 • 0 0 TOTAL 350091 167507.8 8356270 I COMP C= 0.48 I= 23.87 ACRES 8.036983471 I Design point#1 AREAS C VALUE CXA IVALUE I X A NEW BUILDING 2400 0.9 2160 90 216000 PAVEMENT 31736 0.93 29514.48 90 2856240 I GRAVEL 45656 0.65 29676.4 40 1826240 LANDSCAPE 35105 0.3 10531.5 2 70210 TOTAL 114897 71882.38 4968690 COMP C= 0.63 1= 43.24 ' ACRES 2.637672176 Design point#2 I NEW BUILDING AREAS C VALUE CXA IVALUE IXA 4800 0.9 4320 90 432000 PAVEMENT 4966 0.93 4618.38 90 446940 GRAVEL 8784 0.65 5709.6 40 351360 1 LANDSCAPE 4575 0.3 1372.5 2 9150 TOTAL 23125 16020.48 1239450 COMPC= 0.69 1= 53.60 ACRES 0.530876951 I• Design point#3 AREAS C VALUE CXA IVALUE IX A NEW BUILDING 9600 0.9 8640 90 864000 I PAVEMENT 56107 0.93 52179.51 90 5049630 GRAVEL 61066 0.65 39692.9 40 2442640 LANDSCAPE 172028 0.3 51608.4 2 344056 TOTAL 298801 152120.8 8700326 I COMPC= 0.51 I= 29.12 ACRES 6.859527089 I I I• CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Catchment ID: I. Catchment Hydrologic Data I Catchment ID= Historic Area= 8.04 Acres Percent Imperviousness= 2.00 INRCS Soil Type= BA, B,C,or II. Rainfall Information I(inch/hr)=C1'P1/(C2+Td)^C3 I Design Storm Return Period,Tr= 5 years (input return period for design storm) Cl = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1= 1.44 inches (input one-hr precipitation--see Sheet"Design Info") III.Analysis of Flow Time(Time of Concentration)for a Catchment I Runoff Coefficient,C= 0.08 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr.Runoff Coefficient,C-5= 0.08. Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) 1 Illustration '• • welt LEGEND flow Reath 1 flow C) Brgum Reach • u.g Flew Dnrctian ill E Reach 3 Catchment Boundary I NRCS Land Heavy Tillage/ Shoff Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Swales! Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 I Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID 5 L Runoff Convey- Velocity Time Coeff ance V Tf ft/ft ft C-5 fps minutes ' input input output input output output Overland 0.0110,. .1,210 0.08 N/A '0.33 61.98 1 2 I 3 4 5 Sum 1,210 Computed Tc= 61,98 I Regional Tc= 16.72 User-Entered Tc= 16.72 IV. Peak Runoff Prediction Rainfall Intensity at Computed t, I= 1,42 inch/hr Peak Flowrate,Qp= 0.93 cfs Rainfall Intensity at Regional t, = 3.10'inch/hr Peak Flowrate,Op= 2.04 cfs • Rainfall Intensity at User-Defined-E,I= 3.10 inch/hr Peak Flowrate,Op= 2.04 cfs c8historic,Tc and PeakQ 11/18/2010,2:27 PM I I0CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Catchment ID: I. Catchment Hydrologic Data ICatchment ID=DESIGN PT 1 Area= - 2:63 Acres Percent Imperviousness= 43.20 % ' NRCS Soil Type= B A, B,C,or D II. Rainfall Information I(inch/hr)=Cl•P1 /(C2+Td)AC3 I Design Storm Return Period,Tr= 100 years (input return period for design storm) Cl = : 28.50 (input the value of C1) C2= 10:00 (input the value of C2) C3= 0.786 (input the value of C3) IP1= 2.67 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment I Runoff Coefficient,C= 0.50 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr.Runoff Coefficient,C-5= 0.31 Overide 5-yr.Runoff Coefficient,C= - (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) I Illustration IS Reach • overland LEGEND flow Ilan Reach 2. O Region; I • Flow Direction Reach) Catchment Boundary I NRCS Land Heavy Tillage/ Shod Nearly Grassed Paved Areas 8 Type Meadow Field Pasture! Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 f 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID s L Runoff Convey- Velocity Time Coeff ance V Tf I WAfl C-5 fps minutes input input output input output output Overland 0.0459. 110 -.0,3T — ?N/A e ---0.20 9.01 1 0.0010 80 .20.00 0.63 2.11 2 0.0300 60 20.00 3.46 0.29 I 3 .0.0120 136 15.00 1.64 1.38 4 5 Sum 386 Computed Tc= 12.79 I Regional Tc= 12.14 User-Entered Tc= 12.14 IV. Peak Runoff Prediction I Rainfall Intensity at Computed E,I= 6.52 inch/hr Peak Flowrate,Qp= 8.64 cfs Rainfall Intensity at Regional E,I= 6.67 inch/hr Peak Flowrate,Qp= 8.84 cfs • Rainfall Intensity at User-Defined E, I= 6.67 inch/hr Peak Flowrate,Qp= 8.84 cfs c8#1,Tc and PeakQ 11/18/2010,2:04 PM I i• CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Catchment ID: I. Catchment Hydrologic Data Catchment ID=Design Pt#2 Area= 0.53 Acres Percent Imperviousness= 53.00 % ' NRCS Soil Type= B A, B,C,or D II. Rainfall Information I(inch/hr)=C1'P1 /(C2+Td)^C3 I Design Storm Return PeriodCi,Tr= 100 years (input return period for design storm) = 28.50 (input the value of C1) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) I P1= 2.67 inches (input one-hr precipitation--see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment I Runoff Coefficient,C= - 0.54 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0:37 I Overide 5-yr. Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration ,• •Reach 1 overland LEGEND flow flow Reach2. O Begrming • Flow Direction Reach 3 <---- Catchment Boundary I NRCS Land Heavy Tillage/ Short Nearly Grassed Paved Areas 8 Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ' ft/ft fl C-5 fps minutes input input output input output output Overland 0.0550 30 0.37: N/A 0.12 4.13 1 0.0250 117 10.00 1.58 - 1.23 I 2 0.0040 120 20.00 1.26 1.58 3 4 5 Sum 267 Computed Tc= 6.94 I Regional Tc 11.48 User-Entered Tc= 6.94 IV. Peak Runoff Prediction I Rainfall Intensity at Computed E, I = 8.23 inch/hr Peak Flowrate,Qp= 2.33 cfs Rainfall Intensity at Regional E, I= 6.83 inch/hr Peak Flowrate Qp= 1.94 cfs • Rainfall Intensity at User-Defined E, I= 8.23 inch/hr Peak Flowrate,Qp= r 2.33 cfs I c8#2,Tc and PeakQ 11/18/2010,2:11 PM I I• CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD I Project Title: Catchment ID: I. Catchment Hydrologic Data ICatchment ID= Design pt#3 Area= 6.68 Acres Percent Imperviousness= 29.00 % ' NRCS Soil Type= B A, B,C,or D II. Rainfall Information I (inch/hr)=Cl*P1/(C2+Td)AC3 I Design Storm Return Period,Tr= 100 years (input return period for design storm) Cl 28.50 (input the value of C1) C2= - 10.00 (input the value of C2) C3= 0.786 (input the value of C3) I P1= - 2.67 inches (input one-hr precipitation—see Sheet"Design Info") III. Analysis of Flow Time(Time of Concentration)for a Catchment I Runoff Coefficient,C= -.0.47 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr.Runoff Coefficient,C-5= 0.24 I Overide 5-yr. Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration I. • overland LEGEND Reach Reath 1flow Reach2 O Beginning I • How Direction Reach 3 Catchment Boundary 1._ NRCS Land Heavy Tillage/ Shon Nearly Grassed Paved Areas Si Type Meadow Field Pasture/ Bare Swales/ Shallow Paved Swabs Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ICalculations: Reach Slope Length 5-yr NRCS Flaw Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf I p fl C-5 fps minutes input input output input output output Overland 0.0459 110 0.24 N/A 0.19: .9.81 1 0.0100 80 10.00 1..00 1.33 I 2 0.0300 60 10.00 1.73 0.58 3 0.0120 136 x1500 1.64 1.38 4 : 0.0064 225 20.00 - 1.60 2.34 5 0.0070 528 20.00 1.67 5.26 Sum 1,139 Computed Tc= 20.70 I Regional Tc= 16.33 User-Entered Tc= 16.33 IV. Peak Runoff Prediction I Rainfall Intensity at Computed Y, I= 5,16 inch/hr Peak Flowrate,Qp= 16.08 cfs Rainfall Intensity at Regional b, I= 5.82 inch/hr Peak Flowrate, Op= 18.15 cfs • Rainfall Intensity at User-Defined t, I= 5.82 inch/hr Peak Flowrate,Qp= 18.15 cfs in c8#3,Tc and PeakQ 11/18/2010,2:19 PM U I• CALCULATION OF A PEAK RUNOFF USING RATIONAL METHOD ' Project Title: Catchment ID: I. Catchment Hydrologic Data • ICatchment ID= Design Pt#4 Area= 8.93 Acres Percent Imperviousness= 2.00 % ' NRCS Soil Type= B A, B,C,or D II. Rainfall Information I(inch/hr)=Cl*P1/(C2+Td)AC3 I Design Storm Return Period,Tr= 100 years (input return period for design storm) Cl = 28.50 (input the value of Cl) C2= 10.00 (input the value of C2) C3= 0.786 (input the value of C3) IP1= 2.67 inches (input one-hr precipitation--see Sheet"Design Info") III.Analysis of Flow Time(Time of Concentration)for a Catchment I Runoff Coefficient,C= 0.36 Overide Runoff Coefficient,C= (enter an overide C value if desired,or leave blank to accept calculated C.) 5-yr. Runoff Coefficient,C-5= 0.08 I Overide 5-yr.Runoff Coefficient,C= (enter an overide C-5 value if desired,or leave blank to accept calculated C-5.) Illustration I• • overland LEGEND flow Beach l flaw Reach 2• O Elechming ' • Flaw Direction Reach 3 Catchment Bewdary I NRCS Land Heavy Tillage/ Shod Nearly Grassed Paved Areas& Type Meadow Field Pasture/ Bare Svrales/ Shallow Paved Swales Lawns Ground Waterways (Sheet Flow) Conveyance 2.5 5 7 10 15 20 ' Calculations: Reach Slope Length 5-yr NRCS Flow Flow ID S L Runoff Convey- Velocity Time Coeff ance V Tf ' fl/fl fl C-5 fps minutes input input output input output output Overland 0.0096. 1.874 - 0 08 N/A 0.39.. 80.68 1 2 1 3 4 5 Sum 1,874 Computed Tc= 80.68 i Regional Tc= 20.41 User-Entered Tc= 20.41 IV. Peak Runoff Prediction ' Rainfall Intensity at Computed E, I= 2.20 inch/hr Peak Flowrate Op= 7.12 cfs Rainfall Intensity at Regional-E,I= 5.20 inch/hr Peak Flowrate,Op= -'16.81 cfs • Rainfall Intensity at User-Defined E, I = 5.20 inch/hr Peak Flowrate,Op= 16.81 cfs c8#4,Tc and Peako 11/18/2010,2:24 PM 1 CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) ' Project Blue cells are for the user to enter data into ( �U 1 yfr. e b w/ • Basin ID: Green cells are calculated values,filled from the VB macro code _ ......_...W.......—._..-- 1 ru ':711)17177)1 n.v a N O I r e Sri.. .,..yv . kr iawee 1 .1......... ......Ap.._............. ' " Ape Sr I Design Information(Input): "'^-"' Circular Culvert: Barrel Diameter in Inches D=f 24.00 inches Inlet Edge Type(choose from pull-down list) I Square End Projection OR: OR: ' Box Culvert: Barrel Height(Rise)in Feet Height(Rise)= R. Barrel Width(Span)in Feet Width(Span)= ft. Inlet Edge Type(choose from pull-down list) 1 1 Bevel wl Headwall ' Number of Barrels No= WY... 1 Inlet Elevation at Culvert Invert Inlet Elev= 76.6 ft.elev. Outlet Elevation at Culvert Invert OR Slope of Culvert(ft Oft h.) Outlet Elev= 75.15 ft.elev. 5 Culvert Length in Feet L= 225.00 W ft. Manning's Roughness n= 0.0150 ' Bend Loss Coefficient 0.00 Exit Loss Coefficient K,1 1.00 I Design Information(calculated): Entrance Loss Coefficient Friction Loss Coefficient 0 Sum of All Loss Coefficients K,=%- 4.90 E Orifice Inlet Condition Coefficient I• Minimum Energy Condition Coefficient Calculations of Culvert Capacityjoutput): Water Surface Tallwater Culvert Culvert Controlling Inlet ' Elevation Surface Inlet-Control Outlet-Control Culvert Equation Elevation Flowrate Flowrate Flowrate Used: ft cfs cfs cfs (ft.,linked) (input if known) .._...""""""""(output) """ (output) (output) (output) "" " ,.,.-...,,.D....:...,.. t)t 76.60 O00) O.OO;i Din No Flow(WS<inlet); 77.00 — 0.14; 6.46: . � 76.80 0.1415.051 016 min.energy equation) V..W DAD) min.energy equation) 77.20 {) 1 78II' 7 61- 11:21-7:717 min.energy equation .----77.40 -- j 334) 861 314 min.energy equation I 7760 ((YI 4 875 9 78% 4.57I min energy equation 77.80 565; LL 1058 565. regression equation .......W. I W.W . ...7.-. ......___..... u : 78.00 E 7 32: 11 56 7.321 regression equation W 78.20 _... 9.10 12.25' 9.10'" regression equation 78.40 10.91 1310 1091' regression equation 78.60 12.69' 1372. 1269' regression equation 78.80 14.38 14.48. 1438)regression equation _.._ 79.00 15.97s 15.21 15.21; regression equation 79.20 17 461 1575 15.751 regression equation 79.40 1884; 1642' 16.42) Y regression equation. 7960 �W� 20.13% 1706' 17.965regression equation .-"....".""""""-" .1.. 9 79.80 .., --. 21.351 1756 17.56E--.—re regression equation • 80.00 _... 22.49: 18 16 18.16; regression equations 80.20 23.58( 18]5 18.75; regression equation) I 80.40 24.61%�� 193E _.,... 19.315 regression equation, 4.6r"".""""."""....."",.""",""" essi�""""""""","""". 80.60 25.60; 19 76 19.76( regression equation; r................".,....,............. - - ...................._..._......... -. N-"...,,.,,.....e...,..-.,,on) 80.80 26.54) 2029; 20.29'; regression equation': 81.00 27.45) 20.82; 20.82) regression equation)' .- -...-.......33) ____-__.-..�_.. .....- ,; 81.20 28.33: 21.33: 21.33: regression equations """""",..""".""" ,.5 81.40 29.17; 2L75s 21.75 regression equations .,............................. y.._..........._.. �... ........_.... . 8760 30.006 22236 22.23; regression equation 81.80 30.796 22.71. " 22.71I regression equation 82.00 31.57: 23.18( 21.18 regression equatlon 6220 32.32E 236d% 21.64' regression equation - .................._ ._........,,.........33.06y > -..._,..._.regression .. ..) 82.40 33.06E 24.106 24.10) equation( Processing Time: 1.34 seconds ' culvc8,Culvert 11/18/2010,2.08 PM CULVERT STAGE-DISCHARGE SIZING(INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) IProject: Blue cells are for the user to enter data into ,. • Basin ID:Green cells are calculated vzlues,filled from the VB macro code ISTAGE-DISCHARGE CURVE FOR THE CULVERT I 83.00 I 82.00 .! P I l -- 81.00 T //‘ 80.00 ,.L_I v Al- 1 -7. CD re- Jr' I . 79.00 1 C) CU f �.,.2, n J`:: 78.00 1• 77.OO -Il j ' A ' 76.00 --- 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 Discharge (cfs) !"'. Inlet Control c, Outlet Control +Stage-Discharqe I I I il'• ' culvc8,Culvert 11/18/2010,2'.08 PM le ' CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) '' `` ''` '••'��] ' Project: Blue cells are for the user to enter data into Celt (v'�/F 5 • Basin ID: Green cells are calculated values,filled from the VB macro code _ W..W .. .- �./" um .id,n.,.•mo .kb,... 4. > x r 1.56."5. ' mm Desiqn Information(Input): `""'"' Circular Culvert: Barrel Diameter in Inches so D=}- - 24.00 inches Inlet Edge Type(choose from pull-down list) ........... ..W W Square End Projection OR: OR: I Box Culvert: Barrel Height(Rise)in Feet Height(Rise)= ft Barrel Wdth(Span)in Feet Width(Span)= ft Inlet Edge Type(choose from pull-down list) L 1 1 Bevel wl Headwall I Number of Barrels No= 3 Inlet Elevation at Culvert Invert Inlet Elev= 5172.2 R.elev. Outlet Elevation at Culvert Invert OR Slope of Culvert(ft vlft h.) Outlet Elev= 5172 ft.elev. Culvert Length in Feet L= 30.00 ft. Manning's Roughness n= 0.0220 • I Bend Loss Coefficient K5= 0O0 Exit Loss Coefficient K,= 1O0 •Unexpected value for Manning's n I Des iqn Information(calculated): Entrance Loss Coefficient Friction Loss Coefficient Sum of All Loss Coefficients K,=% 2.26$ Orifice Inletr yCon Coefficient Ca=('"""�'''- 0 85 1 l• Minimum Energy Condition Coefficient KEn„= :02 937 ; Calculations of Culvert vert Ca•acit out•ut: Water Surface Tailwater Culvert Culvert Controlling Inlet I Elevation Surface Inlet-Control Outlet-Control Culvert Equation Elevation Flowrate Flowrate Flowrate Used: ft eta eta cfs (ft.,linked) (input if known) (output) (output) (output) (output) I 5174.00 5174.00 3273'. 0.00) µ 000) regression equation) ...5.174.__ .................174. _.,_ 5174.70 5174.00 35.43) 13.29- 13291 regression equation; 5174.20 5174.00 38 07) 16.78 18.75 regression equation: 5174.30 5174.00 40.65; 22.98% 22.98.}m regression equati vonE 5174.40 5174.00 _ 43.14: '26521 2652' regressionequation° ...._.._.......51 ....V..... .„.._....... 5174.50 5774.00 45.574 �� 29674 2967 regression uation 2... 9 q 5174.60 51]4D0 4].91' 249. 32 d9' regression equation) o 5174.70 5174.00 50.79 35.70( 35.11; regression equation: 5174.80 5174.00 52.38E 3750% 37.50E regression equation) • „ 5174.90 5174.00 54.48i 39781 3978 regression equation I 5175.00 56.52) 46.83) 46.03 regression equation: 5175.10 58.50: 48.66; 40.66„„,regression equation{ „„„„,.._,._._.._.._.._,„...:......... .....84,1,,..,,,,,,,,.,„ 5175.20 W. WW. .W 6O397) 50.43: TO-A3:. regression .W .. 5175.30 62.25) 5214) 52.14 regression equation) 5175.40 6405'I5313 y.......yW_.,.. .W� . 5313 regressionequation; 5175.50 65]9. 5475' 54.75 regressionequation 5175.60 67 d71. 5fi 341 56.34- regression equation} Y...W 5175.70 69.12, 57871 57.87- regression equationE I 5175.80 70.74: 58.77) 5877 regression equation)ression 5175.90 „ 72.30 6027 6027' regequation: 5175.00 73.83 61.71) 6171, regression equation' 5176.10 75.33) 63 12) 6312 regression equation: 5176.20 76.801 64.47E 64A7: regression equation: ..,.,_ .....-......fW----.,.,,_ 5176.30 78.21 65.34E 65.34; regression equation] 517640 79.62 6669} 66.691 regression eque5o • 5176.50 81.00) 67.94 67.981 regression equation) 5176.60 82.35: 69.24 69.27: regression equation:). 5176.70 0367; 70.53 70.55 regressionequation) III 517fi.80 84.99) 7176 „„ 71.76) regression equation) ............... .,...,..,......,..._... y „„......._._......_._.._.. ...........,_..............1....... 5176.90 86.28) 72.57 72.57E regression equationE Processing Time: 1.46 seconds ' CBCULV#2,Culvert 11/18/2010,2.32 PM ' CULVERT STAGE-DISCHARGE SIZING (INLET vs. OUTLET CONTROL WITH TAILWATER EFFECTS) IProject: Blue cells are for the user to enter data into • Basin ID:Green cells are calculated values,filled from the VB macro code ISTAGE-DISCHARGE CURVE FOR THE CULVERT 1 5177.50I I5177.00 zr I5176.50 ,r 1 r 5176.00 1. r I °D 5175.50 f` N �. - ,>," i 1517500 I 1• 5174.50 /' ' 5174.00 tt---------... ..-. I 5173.50 0.00 20.00 40.00 60.00 80.00 100.00 Discharge (cfs) III €' Inlet Control e, Outlet Control Stage-Discharge I I I I '• CBCULV#2,Culvert 11/18/201 0,2.32 PM I IAi Normal Flow Analysis - Trapezoidal Channel Iler I Project: Channel ID: CONC PAN E SIDE BLDG F T®Y : 1 vYu 7 1 Z1 _ I B > Z2 Design Information (Input) IChannel Invert Slope So= 0.0040 ft/ft Manning's n n = 0.030 I Bottom Wdth B = 0.00 ft Left Side Slope Z1 = 75.00 ft/ft Right Side Slope Z2= 17.00 ft/ft I Freeboard Height F= 0.50 ft Design Water Depth Y= 0.26 ft I Normal Flow Condtion (Calculated) Discharge Q= 2.51 cfs Froude Number Fr= . 0.39 I Flow Velocity V= 0.81 fps Flow Area A 3.11 sq ft Top Width T= 23.92 ft I Wetted Perimeter P= 23.93 ft Hydraulic Radius R= 0.13 ft Hydraulic Depth D = 0.13 ft I Specific Energy Es = 0.27 ft Centroid of Flow Area Yo= 0.09 ft Specific Force Fs= 0.02 kip I I I I I '• CBCONCPAN, Basics 11/19/2010, 9:39 AM r '• Normal Flow Analysis - Trapezoidal Channel Project: < 1 \ n Channel ID: curie oic,,n,s ii S;�4 Pryts-fy via' C�thJ ' tf 1� 1 ' Z1 Z2 B I Design Information (Input) Channel Invert Slope So= 0.0069 ft/ft Manning's n n = 0.030 I Bottom Width B = 2.00 ft Left Side Slope Z1 = 5.00 ft/ft Right Side Slope Z2 = 5.00 ft/ft I Freeboard Height F= 1.00 ft Design Water Depth Y= .1.00 ft I Normal Flow Condtion (Calculated) Discharge Q= 19.94 cfs Froude Number Fr= 0.66.. Ill Flow Velocity V= 2.85 fps Flow Area A=: 7.00 sq ft Top Width T= 12.00 ft I Wetted Perimeter P = 12.20 ft Hydraulic Radius R = 0.57 ft Hydraulic Depth D = 0.58 ft I Specific Energy Es= 1.13 ft Centroid of Flow Area Yo= 0.38 ft Specific Force Fs = 0.28 kip I I I I I ,• CBCHANNEL, Basics 11/18/2010, 2:22 PM '44I '• Normal Flow Analysis - Trapezoidal Channel I Project: Channel ID: offsite channel ' ` T Yo ,,,,:/.:.> Y 1� 0 '+Y' IZ1 e B > Z2 Design Information (Input) I Channel Invert Slope So= 0.0150 ft/ft Manning's n n = ,0.030 I Bottom Width B = 8.00 ft Left Side Slope Z1 = 4.00 ft/ft Right Side Slope Z2= 4.00 ft/ft I Freeboard Height F= 1.00 ft Design Water Depth Y 0.50 ft I Normal Flow Condtion (Calculated) Discharge Q= 16.85.cfs Froude Number Fr=,,, '`..0:92. '• Flow Velocity V=` 3.37 fps Flow Area A= -. ...',.5.00 sq ft Top Width T= 7 12:00 ft I Wetted Perimeter P=f ` 12;12 ft Hydraulic Radius R= 0:41 ft Hydraulic Depth D = 0A2 ft I Specific Energy Es = , . 0.68 ft Centroid of Flow Area Yo = 0.23 ft Specific Force Fs = 0.18 kip I I I I 1• C8offsitechannel, Basics 11/18/2010, 2:24 PM I DETENTION VOLUME BY THE MODIFIED FAA METHOD ' — (See USOCM Volume 2 Storage Chapter for descr nation of method) • Project: Conquest CS Basin ID: (For catchments lees than 160 acres only. For larger catchments,use hydrograph routing method) (NOTE:for catchments larger than 90 acres,CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FAA Method Delerm batten of MAJOR Detention Volume Using Modified FAA Method ' Design Information Ilninu{g acre. Design Information(Input)' acres Catchment pvnagelmpvNourcm I. Il.pp pvwrt LlithmmttesognI Information (Input): h• 1],04 percent Catchment Drainage Arta A- 0800 Catchment Drainage Area A• 8503 =redevelopment COOS 001 Groom rope =redevelopment COOSSal Gorq Tpe• 9 A.B.C.or Relwn Period Mr Detention Coned T• 100 year=(2,5,10,25,W,or 1196) Relun Period for Detention Candid T•I 100 I years(2,5,10,25,50,or 100) Time d Cmmnn6on of Watershed Tr• 16 neum Tome d Concentration d Watenled To• 16 mined. Mamie Unit Release Rate q• 025 rh/av Al e owable Use Release Rale q• 025 donne' One-hour PredpN5on Pr• 2.67 inches Prenpitaton Pr• 28] inches Rainfall OF refines 1=F'Pd15eT,0 Co Dentee Rainfall Fwmida Ia Lr`Pll(Ce1Td`Cl CoefficientOne L.,• 26,50 Coeflicim One C,s Coelhcert Two10 CB 50 Lr• 10 Coefficient T C1• 70 mrPtlert Three 0]89 Cxee inrt irenee CoC• D]aq ' Determination of Average Outflow from the Basin(Calculated): Determination of Average Outflow from the Basin(Ca lc t d)' a Oven Coefficient 0.43 Rural Coefficientc 013 Infirm Peak Rung OP 3152 ch Irllw Peak Runoff • 2152 ch Movable Pe40WIce PAL Op 2.15.: _eta Nloxable Peak Outflow Rate OPd 2.15 ch Mod FAA Mnor MwageV iii35750 _cubic feet Mod.FAA Major ApageV 35758 cubic feet ' Mod FAA Rena MwageV aexs awe.n MOLL FAA Mater Sloeg V01ume• BA$) cell 20 <Elm RaiMall Duatm Incremental Increase VI Here le,.5 for SMin.1e» RaNhtl Rainfall Inilur 204 sl 1 Average pallor= Storage Randall Rainfall Idlaw A4laemm Average Outflow Storage Dvaum Irtmeily Won Factor pplae Vdume Volume Ovation IrtenNy Volume Factor Castes Volume Volume Inches lM oWkleet off cubic feet eWioten minttes 'riches/hr alai=feet cfa salsa led crbic fed lime) 0664+01) IUMu) load) )espw) (Mad) (66bu) Drcd) 14440) (wAOR iwid) 100040) IoutP01) (a+mA) ' 0 000 0 , 0.00 000 0 0 0 000 0 0.00 0.00 0 20 520 23,070000 104 20,]40 20 520 23023970OB0 191 2322 10 ]t] 300]5 0.70 151 JB3,61221.2Z] 40 JQ 30665 0]0 151 4813 396]49 2]748 60 266 ]5189 003 030 23 2 1,002 ]0,58] 60 366 30441 063 130 1902 30587 00 2.19 38]05 080 129 8,192 32,593 B0 2.19 38]85 0823 129 6192 32.593 100 187 U 802 050 1.25 7462 33,900 100 1.87 41,382 058 • 1.25 ]!P2 33.900 130 103 4]52] 057 122 8772 34755 120 163 43.527 05] 1.22 0,772 34,755 ill 110 146 45359 056 120 10982 35297 140 fee 45359 056 120 10,063 ]S b] 104 1]2 46045 055 lIt 1035235613 100 1 3 40965 055 110 10,353 35013 104 121 40396 054 11] 1264238784 IBD 121 40]96 054 11] 12642 35 5:507574 204 1.12 48590 0.54 118 101412 35750 200 112 49,690 0.54 • 110 13,932 357550 220 1.04 50,874 0.54 1.15 15,212 35,652 220 104 508]4 054 1.15 15222 35853 240 0.90 51075 ! 053 1.15 111513 35453 240 098 51075 053 1.15 19512 35,453 ' • 204 092 52,979 05] 1.14 1]8013 335,177 4234 260 092 528)8 0053tO • 1.14 II042 ]51]] 300 087 SJ 928 OS] 114 20363 34874 2B] 002 58928 05] 1.14 19.082 011®4 JW 002 51816 05] 1.13 20]B2 0114 300 083 54816 05] 1.13 20172 34414 320 078 55,07] • 053 113 21672 33,985 320 078 55853 0.53 113 216]3 33985 340 075 59453 052 1.13 23,962 301491 340 075 50453 052 113 22962 ]3,491 360 0.72 57208 052 1.12 24252 32,07] 380 0.]2 5]209 052 1.12 24.252 3295] ' 0 66 JW 089 5391 0.52 002 25.542 012,]89 >W 069 5]031 053 1.12 - 25.542 31708 086 58.620201 052 1,13 26 B]2 31]88 400 004 58620 052 112 29®2 310n9 420 064 59281 2352 113 28122 ]1159 440 64 59201 052 1.12 28,122 31,159 440 0.61 59,010 052 1.11 29,412 30,504 440 0.61 58915 052 111 39412 30,604 460 059 5052] 052 111 30]02 29,825 460 059 6062] 0.52 1.11 JO702 2926 400 05] 61,115 0.52 1.11 31962 39,123 480 0.57 81115 0.52 111 31932 29123 ' 500 056 61,604 0.52 III 33282 26402 500 0.56 81661 0.52 1.11 3]282 28403 520 051 82700 052 111 315]2 22951 520 054 622]] 052 111 34.572 27,881 054000 053 62 766 051 0.11 ]5003 26001 540 052 63]66 051 111 ]5,883 299014 560 0.51 63.282 051 1.11 3],152 38,130 560 051 60382 051 1.11 37.152 26130 504 050 63,782 051 110 38442 25,340 590 0.50 64]02 0.51 1.10 39442 25340 600 0.48 64289 051 1.10 38732 34,537 600 0.46 01742 051 1.10 397]2 219] ' 620 0.47 64,742 051 110 41,022 33,720 620 047 01]12 051 11.10 10 11023 2]RO 610 046 652001 051 110 42.312 22,891 610 056 BSA] 051 110 12312 $$041 660 045 65.652 051 110 1]002 22050 efig 045 65652 110 ost n�w2 22050 69 0.44 66989 001 1.10 4492 21,197 800 0.44 66,008 051 110 40802 20187 79 043 6651] 051 1.10 40,102 20335 700 043 66,51] 051 110 46.182 20335 720 042 68934 001 110 474]2 18,182 720 012 889]1 051 110 17172 19482 ' 760 041 6]]41 051 1.10 1B]02 18.5]9 740 41 6]311 051 110 40.762 185]9 780 0.40 WAO 051 1.10 0409,057623 OPo2 1],98 ]W 010 67,740 051 1.10 50052 1]®e 60) 0]B 881396 051 110 51743 18]Be ]9 039 861]0 051 1.10 51,632 15]00 B9 039 86512 051 110 52,632 15,90 BW 0.39 68,512 051 1.10 53632 1590 920 038 699] 051 1,10 5],922 1495 020 0]8 68.9] 031 1.10 5]9$2 14.885 640 03] 69254 0.51 110 55,212 14.042 040 0.37 69254 051 1,10 55,212 14042 000 0.36 69613 051 1.10 58502 13,111 060 0]6 6961) 0.51 110 56502 13.111 69 0]6 80988 0.51 109 5]]93 121]1 800 0.30 8898 0.51 109 5)]93 12.174 920 96]5 ]0]1] 051 1.09 59172 11,91 BPo 0]5 ]O 653 051 109 59082 11,231 920 0.35 70,653 050 109 60,372 10,281 920 0.35 ]093 051 1.09 60]]2 10281 940 0.34 70.9] 051 109 61662 9]25 940 034 70,97 051 109 61.662 9,325 900 0.33 3 71.315 051 1.09 62953 3323 904 0.33 71315 051 109 6$.952 8363 ' BBp O32 ]198 051 1.09 61332 7,307 99 0]] ]16]8 0.51 51 1.09 64212 7.396 1010 OR ]1956 OSf 0.09 6593 8126 190 0R 71250 109 65522 6440 1030 0.32 ]3298 051 109 66912 5!45 1020 0.32 ]3388 050 • 109 66.832 5448 1040 031 72575 0.51 109 60112 4,461 1040 031 725]5 0.51 • 1 09 89112 4!63 1060 031 73,078 0.51 1.09 09,402 ],476 1060 031 73,878 0.51 1.09 69402 4470 1000 0.31 701176 051 109 7092 2,484 1080 0.31 73176 0.51 109 7092 34& 1120 O30 ]0147 2351 109 7193 1!9 1120 0]0 ]]4Z➢ 051 109 11992 119 1120 629 ]J 158 051 109 ]]372 000 1120 030 019 ]J]50 05) 106 742]2 487 1140 039 NW4 051 108 71 562 518 1110 020 ]4014 051 1.09 ]1.92 518 • 1180 029 74335 051 1.09... ]5852. .7.87 1180 0.29 74,326 0.51 ....109 ]5052 -0,527 1100 028 74603 051 109 ]]U3 2,540 1100 028 2093 051 109 77142 25x0 1200 028 ]1815 051 109 78 432 �J.9] 1200 0EB 7 8]5 0.51 108 70.432 ' Med FAA M r Menge Vol KWIC It) 09]68 J MOdPM INI rMwape Volumel<1410 al 16.188 Mad FM M r StorageVolume pe.Rl• 0.0209 Mod FAA Major Storage Volume l4weA) 0.0298 UDFCD DETENTION VOLUME ESTIMATING 1AORKBOOK Version 2.2,Released January 2010 ' co detention Modified FAA 111132010,2:30 PM I DETENTION VOLUME BY THE MODIFIED FAA METHOD I (See US DC Volume 2 Storage Chapter for description of method) • Project: Conquest CS Basin ID: ' Inflow and Outflow Volumes vs.Rainfall Duration I90,000 .._ "'__--"-`--- -'--_ 60.000 - 70000 yr.. --__., ' s000a 4----- --- ci oi u. a 40,000o •••••1••••••..7e1 •> 30000 — • I ••• • •• 20000 "1 Imoo. 10,000 •" __r •- • • 0 - 4 ' 200 O B 0 810 1 0 • •!2 0 1400 I -10000 .— t .__......._ .. ----_ _._.. Duration(Minutes) I ---Minor Storm Inflow Volume -r.-Minor Storm Outflow Volume Minor Storm Storage Volume t Mryor Storm Inflow Volume -ft-Major Storm Outflow Volume • Major Storm Storage Volume I • I I ' UDFCD DETENTION VOLUME ESTIMATING HORNBOOK Version 22.Released January 2010 rt detertim,Modified FM I'meanie,2:30 PM I STORAGE CALCULATIONS • CONTOUR ELEVATIONS AREA DEPTH AVG AREA Volume Provided ' 71 0 1 3408 3408 72 6816 ' 1 12821.5 12821.5 73 18827 1 25805.5 25805.5 74 32784 ' • TOTAL OF 42035 C.F.PROVIDED CONTOUR ELEVATIONS AREA DEPTH AVG AREA Volume Provided ' 71 0 1 3408 3408 i 72 6816 0.5 9818.5 4909.25 72.5 12821 TOTAL OF 8317.25 C.F.PROVIDED • I ,• ' Size 100-YR Discharge Orifice A=Q/Cd*(2gh)^.5 Q= 1.99 cfs • 0.65 h= A=Q/Ctl'(2gh)^.5 h= 2.67 ft ' A=4.33/.65'(2'32.2'2.22)".5 A= 0.23 sq ft 33.62 sq in 5.80 "sq bore Size Overflow Wier FOR SITE H=(Q/Cd'W)".667 O= 21 cfs Cd= 3.1 H=(Q/Cd'W'.667 W= 50 ft H=(69/3.1'24)".667 Height= 0.26379004 ft • • 1 IDesign Procedure Form: Extended Detention Basin (EDB) -Sedimentation Facility —j Sheet 1 of 3 I Designer: • Company: Date: November 18,2010 I Project: CONQUEST C8 Location: GROVER I 1. Basin Storage Volume la= 23.00 A)Tributary Area's Imperviousness Ratio(i=I ,/100) i= 0.23 IB) Contributing Watershed Area(Area) Area= 8.030 acres C) Water Quality Capture Volume(WQCV) WQCV= 0.13 watershed inches (WQCV=1.0'(0.91 '13-1.19*12+0.78'1)1 D) Design Volume:Vol=(WQCV/12)*Area'1.2 Vol= 0.1024 acre-feet I 2. Outlet Works A) Outlet Type(Check One) X Orifice Plate Perforated Riser Pipe IOther: 8) Depth at Outlet Above Lowest Perforation(H) H= 1.25 feet IC) Recommended Maximum Outlet Area per Row,(A ,) A,= 1.1 square inches D) Perforation Dimensions: i) Circular Perforation Diameter or D= 1.125 inches I• ii)Width of 2"High Rectangular Perforations W= inches E) Number of Columns(nc,See Table 6a-1 For Maximum) nc= 1 number I F) Actual Design Outlet Area per Row(A,) A,= 1.0 square inches G) Number of Rows(nr) nr= 4 number H) Total Outlet Area(A„) A„= 3.7 square inches I 3. Trash Rack A) Needed Open Area:A,=0.5'(Figure 7 Value)*A,, A,= 124 square inches B) Type of Outlet Opening(Check One) X ≤2"Diameter Round 2"High Rectangular I Other: C) For 2",or Smaller, Round Opening(Ref.: Figure ea): i) Width of Trash Rack and Concrete Opening(W ,,,,) I from Table 6+1 W,,,,= 6 inches ii) Height of Trash Rack Screen(H rR) HTR= 45 inches IP wqcvc8, EDB 11/18/2010,2:34 PM f 4 1 �° r:19 in d c 1 d Q ;r$q CC 0 N .I ac9Cl _ ce �' ��LL a I mz�Oo Q Z 2,:iHO 0A a $gym$ =�' C ?omuucin 9 Nf n e,m A WC d Q U q�o a•m O 0 y Clg 4=1O h51H it C7 aa 2 " : ` F . 8022 C<ru�_ m F h.y o. ES.13 &LL.Su gw E o�fF LL.§ c l E t' uEan O �. ,_ atom$ 00 O Co ._. O O * 0 00 CO * O O Ell) 7 15 ui o≥ O Q 3 Z CJ O N O O CO d. LCJ CD a OLse co o �� CO O CO O N O CO Od O N N O w CO O O O CO O O u`D * O p 2 U iz O I- 1 c0 I 111-.4 I rt a I -„, ----,. -----------„_______,_ --„...,.....________ ______ _________. o N O N C+ N O O Lc) co Q C.O coO C.ON v? 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U) 40 a() in in O 'V R 1 Soil Map—Weld County,Colorado, Northern Part Map Unit Legend Weld County;Colorado,Northern Part(CO617) ' Map Unit Symbol Map Unit Name - Acres in AOI - Percent of AOI 4 Ascalon fine sandy loam,0 to 6 1,116.1 96.6% percent slopes scalon ne 3.4% ' 39.5 IiTotals for Area of Interest percent s slopesdy loam,6 to 9 _._ 1,155.6, 100.0% 1 1 1 '• 1 •u_+S Natural Resources Web Soil Survey 10/27/2010 Conservation Service National Cooperative Soil Survey Page 3 of 3 1 • File contains CD with digital images of the application materials • Please See Original File • Hello