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Home My WebLink About20181398.tiffr USE BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. 17Th AVENUE * GREELEY, CO 80631 www.weldgov_com * 970-353-6100 EXT 3540 * FAX 970-304-6498 FOR PLANNING DEPARTMENT USE: AMOUNT $ APPLICATION RECEIVED BY DATE RECEIVED: CASE # ASSIGNED: PLANNER ASSIGNED: Parcel Number: 1 0 5 1. 0 4. 0 Address of site: Legal Description: J=WI&that T -,a yBF+iet, 'W! xrcrscr.4E3'?1 CnF •:V':Sec. P. 23a ?' 2 1'5`2Eft3 Section: Zone District: Ag Acreage: 21 32584 County Rd 50 0 0. 0 0 1 FEE OWNER(S) OF THE PROPERTY: Name: Craig Sparrow 4 (*A 12 digit number on Tax 1. D. information, obtainable at w w w .w eklgov.com). Township: 4 N Range: 63 W Floodplain:OY Geological Hazard:OY Airport Overlay :OY Company: P hone # Wetco Farms Inc. 970-353-6682 Street Address: 2055 1st Ave Email: sales@wetrucks.com City/State/Zap Code: Greeley. CO 80631 Name: Company: P hone #: Street Address: Email: City/State/Zip Code: Name: Company: P hone #: Street Address: City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT: (See below. Authorization must accorrpany all applications signed by Authorized Agents) Name: Brett Bloom Company: P hone #: Bloom Development Inc. 970-691-3114 Street Address: 3202 Barclay Ct. Email' bbwrench@aol.com City/State/Zip Code: Evans, Co 80620 P ROPOSED USE: Equipment and Truck Sales Office Shop and Sales Lot. (Shop is for repair and modifications) 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 mustsign this application If an Authorized Agent signs, a letter of authorization from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence must be included indicating that the signatory has to legal oritytoslgheoration \a Is Signature: Owner or Aluthorized Agent Da Signature: Owner or Authorized Agent Date Brett Bloom Print Name Print Name Rev 4/2016 _ Brett Bloom,_ _ _ DEPARTMENT Qr PLANNING,SERV,ICES, 1,55'N' ,'17"AVE GREELE :, CO{$0631 PHONE ; (910) 353-'6'1,00, , EExt `-3540 FAX: (.970)1,3'04-649.8 A UTHIO,RI ;i"tO,N FORM � 711 represent _ Craig Sparrow _ � �- for the property (Owner), (AgentlApplicant) Iodated at 32584 County Rd,50 LEGAL QESCRIPTION1 SEC _ 4 TU,VN ti N ,RNG 93W SUBDIVISION NAME.:wETcO FARNIS inc I can tie contacted at the following, LOT __ BLR Home '970-`691-3114_ _ .Work/970-691'3114 Email bbwrench@aol com The iproperty owner can be contacted at the following Home VG-' %'1-0229;- inoPtE Work 970-353-6682 ;Email sales@wetnicks corn _ Correspondence emailed, to- (Check one) DATE' / j -0; WHO- 01fUNER'S SIGNATURE _ Agent/Applicant ❑ 'Property Owner Western Equipment and Truck, Inc. Use By Special Review Request Questionnaire PLANNING QUESTIONS: Explain, in detail, the proposed use of the property. Western Equipment & Truck Co., Inc. is a Colorado Corporation founded in 1963 by Walt Sparrow. Carrying on his tradition of quality service and inventory are his two sons Craig and Brian Sparrow as co -owners. Located in the heart of Colorado's agricultural community. Western Equipment & Truck. Inc. is strategically located to support the growth in Weld County and its farm and construction market. Taking advantage of an established location and 50 years of successful business operation, Western Equipment & Truck, Co Inc. is able to offer customers outstanding price advantages. Years of quality services have resulted in the development of repeat and referral business. Western Equipment and Truck. Co., Inc. buys and sells used construction equipment, various trucks and trailers along with other miscellaneous equipment. Another aspect of their business is modifying trucks to meet their customers needs, such as stretching a truck frame and mounting an agricultural dump box or water tank. They also dismantle wrecked trucks and trailers. They sell any of the usable parts and recycle the steel and aluminum parts that are not reusable. Increasing the size of their facility will better meet these aspects of their business and allow for a more efficient operation. Western Equipment & Truck Co., Inc. is located at 2055 1st Avenue, Greeley, Colorado, 80631. This site has served Western Equipment well over the years, however the need for more space has become apparent. Because of there 50+ years in business and their reputation most of their customers have done business with them before or have been referred by others so location is not as critical as the need for extra space. Western Equipment and Truck Co. Inc. has been approached on numerous occasions by businesses who are interested in paying a premium for this highly visible location. This and the need for a larger site are the main two drivers behind Western Equipment and Truck, Co., Inc's desire to move their facility east of Kersey just off of road 50 north of Highway 34. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. On the east edge, north of Highway 34 are approx. 20 acres that are not being farmed. There is 378 total acres to the property. The new proposed land use is primarily associated with agricultural business. 3. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 23 (Zoning) and the zone district in which it is located. This property is zoned agricultural, we would like to take approximately 20 acres to build a commercial site to accommodate the agricultural community that surrounds this area. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. The answer to question 3 I believe answers this question. 5. What are the hours and days of operation? A typical work week is 8:00 am to 5:00 om Monday through Friday and 8:00 am to 12:00 pm on Saturday. Western Equipment and Truck, Co., Inc. observes all of the major hoUdays. There will be occasions when someone will need to stay late or come early. These usually are to allow customers to pick up a purchased item or drop off a equipment or trucks that Western Equipment and Truck, Co., Inc. has purchased. This happens a couple of times a month on average and is usually a quick process with minimal disturbance. 6. List the number of full time and part time employees proposed to work at this site. At this time 5 full time employees. This could increase but not by a large number. 7. If shift work is proposed include the number of employees per shift. N/A 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. Other than employees, somewhere around an average of 10 to 15. This varies from day to day and really with no real pattern as to day of the week or time of day. 9. Is this a dairy. livestock confinement operation, kennel etc. List the number and type of animals Just one official office canine. 10. Describe the type of lot surface and the square footage of each type. The front of the building and parking spaces will be concrete and/or asphalt consisting of approximately 3500 square feet. The shop will have concrete aprons on each side, in front of the truck overhead doors of approximately 4000 square feet on each side. The existing storage shop will have a concrete apron of approx.. 1500 square feet. The 8 acre storage lot will be gravel, recycled asphalt or concrete, to be determined. The approx. 3 acres of road from the shop to the storage lot will be recycled asphalt with concrete base. 11 How many parking spaces and handicapped (ADA) parking spaces are proposed. There will be twelve, 9x14 parking spaces with one handicapped space. Employee parking will be in the back of the building. 12. Explain the existing and proposed landscaping for the site. The existing landscaping is a did lot. The front of the building will have trees and shrubs. 13. Describe the type of fence proposed for the site. The fence will be a 6 foot chain link fence with security gates. 14. Describe the proposed screening for parking and outdoor storage areas. There will be no outdoor storage, the truck sales lot that will be a 6 foot chain link fence with gates. 15. N/A 16. Who will provide fire protection to the site. Platte Valley Fire Protection District. 17. List all proposed on -site and off -site improvements associated with the use and a timeline each will be completed When the building is completed, the fencing and security gates will be completed, the landscaping will be done as weather permits. ENGINEERING QUESTIONS 1 How many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups. Tandem Trucks, Semi- Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of the site) Passenger Cars/Pickups ----- - ---20 Tandem Trucks Truck/Trailer 8 4 2. Describe the expected travel routes for site traffic. Traffic coming to the site will arrive by turning north onto Weld County Road 50 off of Colorado State Highway 34 either from coming from the east or west. It will continue 1.15 miles to the east on Weld County Road 50 and turning right, entering the subject property, (Their is the potential another travel route to the subject property coming from the east on Weld County Road 50 but do to the nature of the road this wilt probably be minimal). 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north. 20% from the south. 30% from the east, etc.) 99% from the west on Weld County Road 50 1% from the east on Weld County Road 50 4. Describe the time of day that you expect the highest traffic volumes from above 8:00 am and 5:00 pm when employees are coming and leaving work. 5. Describe the existing and proposed (if applicable) direction the water flows within the property The upper southern + 8 acre lot sheet flows across this lot from south to north draining into the Latham Ditch. The + 3 acre road connecting the southern lot to the northern lot and the northern + 8 acre lot flow straight south. 0 Is there a low spot on the site where water accumulates. No low spots that accumulate water. It flows into the barrow ditches along Weld County Road 50 and does not back up on the property. 7. Describe where the access to the site is planner The existing access point would be used off CR 50. ENVIRONMENTAL HEALTH QUESTIONS: 1 What is the drinking water source on the property? If utilizing a drinking water well include the well permit number. Drinking water is supplied by an existing 3/4 tap from Central Weld Water Conservancy District. 2 What type of sewage disposal system in on the property? If utilizing and existing septic system provide the septic permit number. A new septic tank and leach field will be installed. If storage or warehousing is proposed, what type of items will be stored? There will be various used truck parts warehoused until sold. These parts will be cleaned and drained of fluids or sealed in a way that fluids would be contained. Buildings will have concrete floors to contain inadvertent spills of fluids commonly used in equipment or trucks. L Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. Used oils would be the only petroleum stored on the site, temporarily. It would be kept in a used oil tank and picked up by a used oil company. 5. If there will be fuel storage on site indicate the gallons and the secondary containment. State the number of tanks and gallons per tank. There will be one 1000 gallon diesel fuel tank on site with a concrete barrier for secondary containment. 6. If there will be washing of vehicles and equipment on site indicate how the wash water will be contained. There will be a recycler installed for containment. If there will be floor drains indicate how the fluids will be contained. The recycler will contain the fluids Indicate if there will be any air emissions. One bay of the shop will be for painting vehicles. BUILDING QUESTONS: 1. List the type, size (square footage), and number of existing and proposed structures. Show and label all existing and proposed structures on the USR drawing. Label the use of the building and the square footage. There is a 4000 square foot metal building that with be used as parts storage. The new building will be a 20,000 square foot shop with 10 bays and office space in the front of approximately 2000 square feet. Explain how the existing structure will be used for this USR? The existing structure will be used for parts storage. List the proposed use(s) of each structure. N/A Property Owner Name Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 8O632 Phone: (97O)3O4-6496 Fax: (97O)3O4-6497 WETOO FARMS INC ACCESS PERMIT APPLICATION FORM Authorized Agent/Applicant (if different from Owner) Name BRETT BLOOM Company Company WESTERN EQUIPMENT & TRUCK CO, INC. Address 32584 CR 50 Address 2055 1ST AVE City GREELEY State CO Zip 80631 City GREELEY State CO Zip 80631 Phone Phone (970) 691-3114 Fax Fax E-mail E-mail Parcel Location Existing County Road Surface Information The access is on WCR WCR 50 Asphalt Gravel X Treated Other Nearest Intersection: WCR 50 & WCR 65 Dist. from Intersection (approx. in ft.) 2772 ft Parcel Number(s) 105104000001 Section/Township/Range S4. T4N, R63W Total # of Existing Accesses to parcel 2 Proposed Use Proposed Access Information Culvert Size & Type (15" CMP/RCP min.) (2) 18 IN CMP Materials used to construct Access CONCRETE Access Construction Start Date Access Construction Finish Date • as • • • • •• •• ••• •• • • a • •• • • •• • • • as • ••• •• • • • • • • • • • • • •••a M CO a •M • • • • • as •••MG • • • • • a • • • • • • •aS ••r• •a • • as ••••••••••••••N•••••••••• 4 X•• • • M•• • • • • •• a N•• •• • • 2 • • • • • • • • • • • • • • • • • • • • • • • •• • MMM• • • • • •• a M•• •• • • • • • • • • • • • • IS MMMMMflan •e •• • • • • • • • • • • • • • • •• M M •• • • • a • as • • •• • a • •• • • • • • • • • • • • • • • • • • • • • • • • • M ••• • • • •••N • • •e • Is this access associated with a Planning or Building Department Process? X •• • • • • • • • a • • • •• M • • • •• • • • • • • • •• ••• ••• • • • •• ••• •• • • • • • •••• ••• • • M• • ••••••••Mla•OEM •N•a•••a••••• Planning/Building Department case # Required Attached Documents - Traffic Control Plan (a generic plan can be found at https://www.weldQov.com/departments/public_works/permits/) During the review processit may be determined that a right-of-way use permit will be required as well. - Certificate of Insurance (with "Weld County, Colorado" listed as the certificate holder & as an additional insured) - Access Pictures (from t'ie left. right. into & out of the access - N. S. E, & W) - Access Authorization Form (Not required if the application is signed by the landowner.) Fee schedule (to be determined by permitting agency) - $75 each access point: Temporary. Small Commercial, Oil & Gas. Single Family Residential - $15O each access point: Industrial. Large Commercial, Subdivisions - Field (Agriculture only) no cost Parcel Sketch (or provide an aerial on an add'I sheet) • • •• •...M • •• ••• •••••A°Proposed Access WCR 50 N I • 2795' 3037' SECTION PARCEL 105104000001 ID: 4 PROPOSED SERVICE CENTER LOCATION HWY 34 Description of Work or Reason for Permit ACCESS 1 (2795' FROM SECTION LINE) - EXPAND. IMPROVE AND CONCRETE EXISTING ACCESS ACCESS 2 (3037' FROM SECTION LINE) - CONCRETE AND IMPROVE EXISTING ACCESS By accepting this peremit, the undersigned Property Owner/Authorized Agent. under penalty of perjury. verifies they have received all pages of the permit application:, they have read and understand all the permit requirements and provisions set forth on all pages. By virtue of their signature the Property Owner/Authroized Agent is bound by and agrees to comply with all said permit requirements and provisions. all Weld County ordinances. and state laws regarding access construction. Signature Printed Name Date Signature Printed Name (in case of multiple Property Owners/Authorized Agents) Date • Access Permits are good for 1 year from the date of issuance. Property Owner/Authorized Agent must obtain a new permit or request an extension if the construction of the access point is not completed in that timeframe. • Extensions are subject to approval by Public Works • County regulations on road access can be found in Article V of Chapter 12 of the Weld County Code. WESTERN EQUIPMENT & TRUCK CO., INC TRUCK SALE AND SERVICE CENTER PROPOSED COUNTY ROAD ACCESS LOCATED IN WELD COUNTY, COLORADO SEC. 4, T4N, R63W, 6TH P.M. 32 TSN t0 U .. T5N R63W (WCR 50) Lvr� t0 U w ,a • Aare I 144 -talk Hardin o/ Vt S' lr*� T4N] 1 • S Ate PROPOSED SERVICE CENTER) WETCO FARMS, INC. 105104000001 t 1 N, PROPOSED SALES LOT rari a 0 R 63 10 WIN I hese plans may not identify a I i utility lines! Utility lines within the vicinity of this proposal must be identified prior to construction. ,1i0ic UINT ENGINEERING & LAND SURVEYING UELS, LLC Corporate Office * 85 South 200 East Vernal, UT 84078 * (435) 789-1017 N CONTENTS PHOTO SHEETS SHEETS 1-4 GENERAL NOTES CULVERT INSTALLATION DETA I LS CATTLE GUARD DETAILS TRAFFIC CONTROL PLANS SHEET 5 SHEET 6 SHEETS 7-8 SHEETS T1-2 DRAWN BY: SGT SCALE: 1"=2,000' DATE DRAWN: 12-20-2017 REVISED: ACCESS ROAD COVER Sr _ WESTERN EQUIPMENT & TRUCK CO., INC TRUCK SALE AND SERVICE CENTER PROPOSED COUNTY ROAD ACCESS LOCATED IN WELD COUNTY, COLORADO SEC. 4, T4N, R63W, 6TH P.M. �r-1t�M j• •t .• .'«• , �.'�y i•. _ -. •t.- ♦ :r r• S-n)�� n►l+V~•, 6- S•-Y�" • N�.�j'irh�Vi ••'�k �'^7" r- • .r., �t • • ♦. ► r +• ) ,. • 1 jam• !1tM• ft. r • ..r`•,M . } _-.it. ,' ! "l• ice' �i •' Y t�.'�"... ► ...'J �a F •.j ►. Ji Li. ,w-_ _"w. /! r• ill �. .!ea, .n—. w �4•.� V✓ m: . y \ .i �r - - -•Q t_ -,r •lr ta".-- 1-Y 1.. _♦ %• ` �� •• • • • •• �r -•- .4 r.. ., r ..,4. . • • • • • _ -I tr. �•��' ♦ ,fit• ; tyI• '� �5••�(y�'r Jar' �.,/'ri IY • .r/ . • •. l' �• ' 4y , I • •ti•r - • _ !•• �. I j• -y -_ f;• nee -. :lc • « '�h` • �y ♦ J�•.j: t �•�:�:r�r 7J �.�! '/� �.ry �. '�' �'•. • '�Iivy�+' • .7 • t�. 4•I'IFI'� .I .IfS aAy •v. - ' .�.-• •_ �.iV • • a. t" ;• t • . - a t i.. "arm r { andiatbAL .•1 . •-, N ift ^"� ' "'' .. ► . dt.4%. . 4111; ! -'%a & •r„"4'411/7 ;4.. , • .at. • y,. '�3y4i4/y,.: .. 4•-�►.• 'NL "Lp_:..►4 fir! 'a. • ... 4...a bay — ..sc'.4 _ _e�h,*1464 .ZJ.i .•.t `-1t14 c1ft. �us PHOTO: VIEW ALONG WCR 50 LOOKING INTO ACCESS #1 CAMERA ANGLE: SOUTHERLY PHOTO: VIEW ALONG WCR 50 LOOKING OUT OF ACCESS #1 CAMERA ANGLE: NORTHERLY "Oat UINT ENGINEERING & LAND SURVEYING UELS, LLC Corporate Office * 85 South 200 East Vernal, UT 84078 * (435) 789-1017 DRAWN BY: SGT TAKEN BY: LS 12-20-2017 DATE DRAWN: 12-20-2017 REVISLD: ACCESS PHOTOS 1 WESTERN EQUIPMENT & TRUCK CO., INC TRUCK SALE AND SERVICE CENTER PROPOSED COUNTY ROAD ACCESS LOCATED IN WELD COUNTY, COLORADO SEC. 4, T4N, R63W, 6TH P.M. WESTERN S 1 & TRUCK CO., TRUCK AND SERVICE CENTER PROPOSED ROAD ACCESS LOCATEIHN WELI) COUNTY, COLORADO WESTERN EQUIPMENT & TRUCK CO., INC TRUCK SALE AND SERVICE CENTER PROPOSED COUNTY ROAD ACCESS LOCATED IS WELD COUNTY, COLORADO SEC. 4, T4N, R63 W, 6TH P.M. UELS, LLC Corporate Office * 85 South 200 East Vernal, t'T 84078 * (435) 789-1017 WESTERN EQUIPMENT & TRUCK CO., INC SHEET 5 GENERAL NOTES DATE 12-20-2017 All materials for construction of the complete pioject including but not limited to rip -rap, water for dust control and compaction, culverts, bedding materials for culverts, surface course gravel, signs, etc are to be provided by the contractor at his bid price unless other arrangements are made Construction of the approach from the county road must conform to current AASHTO and Weld County standards An access permit must be obtained for this approach prior to beginning construction During construction, the conti actor will follow all signing and flagging requirements as stated in the Manual of Uniform Traffic Control Devices latest edition Uintah Engineering and Land Surveying assumes no liability written or implied as to the location of pipelines or cable lines in the vicinity of this road design Utility Notification Center of Colorado (UNCC) and or the owner of the transportation line (Private/Corpoi ate lines) must be contacted for identification and location before construction begins Transportation lines that may be identified on these plans may not be the only transportation lines in the vicinity of the road These plans are not intended to be used to identify the location of transportation lines Extreme caution shall be used when constructing road neat of over transpoi tation lines EXPLANATIONS TITLE SHEET The title sheet shows the existing county roads, the hoi izontal alignment of the proposed access road, estimated culvert placement, type, and dimensions, and estimated cattle guard locations GEOMETRIC STANDARDS SHEET Provides minimum requirements foi surface material, ditch construction, and roadway cross-section ACCESS PHOTOS SHEETS The access photos sheets show foui photos (1) trom the exiting county load looking into the proposed access, (2) trom the existing county road looking out of the proposed access, (3) looking down the existing county toad to the right of the proposed access, and (4) looking down the existing county road to the left of the pioposed access DETAIL SHEETS Provide typical installation details and minimum requirements fot culverts, cattle guards, and fence repair, where necessary SCOPE OF WORK SHAPING THE ROADWAY The roadway is to be shaped to the dimensions shown on the'typical cross section included in this document Cate shall be given to insuie that the travel -way width is not less or significantly mote than the dimensions given on the typical cross section Whete turnouts are indicated the typical section widths shown on the typical cross section will need to be modified by the amounts shown on the typical tuin-out Where there ate horizontal curves, super -elevations will be constructed to the petcentages shown on the plan and profile sheets One -this d of the super transition occurs on the curve and two-thirds on the tangent Top soil will be handled in the manner agreed upon and stated within the APD and the conditions of approval if top soil is to be moved, Top soil will be peeled back during construction Some over' excavation of cut slopes and bat ditches will piovide needed material for road construction Top soil will then be spied back over the cut and fill slopes and bat ditches The road shall have a crown as shown on the typical cross section to insure that water will drain off of the travel -way surface UiNTAH ENGINEERING It LAND SURVEYING 85 So 200 East Vernal Utah. WESTERN EQUIPMENT 8c TRUCK CO , INC SHEET 6 CULVERT CONSTRUCTION DETAILS DATE 12-20-2017 THE PLANS SHOW AN ESTIMATE OF THE NUMBER AND THE SIZE OF THE CULVERTS TO BE PLACED ON THE ROAD THERE MAY NEED TO BE SOME FIELD ADJUSTMENTS MADE BY THE CONTRACTOR, BLM, AND/OR INSPECTOR/ENGINEER TO THE PLACEMENT AND LENGTH OF THE CULVERTS AND WING DITCHES CULVERT INGRESS AND EGRESS DITCH LENGTHS ARE TO BE DETERMINED DURING CONSTRUCTION ALL DITCHES ARE TO BE CONSTRUCTED WITH SUFFICIENT SLOPE SO THAT WATER WILL EXIT THE DOWNSTREAM SIDE AND NOT POND IN THE DITCH ALL CULVERTS SHALL BE OF SUFFICIENT STRENGTH TO SUPPORT AN HS -20 LOADING OR HEAVIER CHECK WITH MANUFACTURER FOR INFORMATION ABOUT MINIMUM COVER AND LOAD RATINGS IN NO CASE SHALL COVER OVER CULVERTS BE LESS THAN 1' CULVERT LENGTHS ARE ESTIMATED ON THE PLANS BUT THERE MAY NEED TO BE SOME ADJUSTMENTS MADE TO THE LENGTHS OF THE CULVERTS DURING CONSTRUCTION w w a_ ui- 1D w Uo_ 1D BACKFILL DETAIL IN UVE FISH BEARING STREAMS LOWER BOTTOM OF CULVERT 6" BELOW NATURAL CHANNEL SURFACE MINIMUM 1 5' OR 1 5 PIPE DIAMETERS (See Detail A) TYPE 2 BEDDED ROCKS NORMAL ROAD BACKSLOPE MINIMUM 1 5 OR 1 5 PIPE DIAMETERS (See Detail A) DITCH DAM EXISTING GROUND — COMPACT BACKFILL IN 6" LAYERS - OBTAIN REQUIRED DENSITY RIP -RAP WILL BE PLACED AT ALL CULVERT INLETS AND OUTLETS AND ALSO, WHERE SPECIFIED ON THE PLAN & PROFILE SHEETS RIP -RAP WILL BE SIZED DEPENDENT UPON PIPE DIAMETER AS SHOWN RIP RAP SHALL BE WELL GRADED WITH A SUFFICIENT AMOUNT OF SMALLER STONES UNIFORMLY DISTRIBUTED THOUGHOUT PIPE DIAM -D RIP -RAP SIZE L M YARDAGE 0"-24" 60% shall be 8" in diameter or larger 5 12" ±1 cyds 25"-48" 60% shall be 12" in diameter or larger 10' 18" ±6 cyds 49"-72" 60% shall be 18" in diameter or larger 15' 24" ±19 cyds *Larger than 72" consult engineer WHERE MULTIPLE CULVERTS ARE SPECIFIED ON THE PLANS THERE SHALL BE NO LESS THAN THE FOLLOWING CLEARANCE BETWEEN THE CULVERTS PIPE DIAM —D CLEARANCE 0"-24" 12" 25"-72" 1/2 Pipe Diem. 72" & Over 36" DO NOT RAISE OUTLET ABOVE STREAM BED ELBOW (See Detail B) MUST DISCHARGE ON NATURAL GROUND RIPRAP AS REQUIRED TYPE 3 CUT SLOPE CATCH BASIN PLAN VIEW (TYPES 2 AND 3) (DITCH DAM ONLY TYPE 1) DETAIL A ROCK RIPRAP NORMAL DITCH UNE / /S Iiq 'yG,4 (2) 6 METAL FENCE POSTS / PROVIDE 3 WRAPS OF #9 GALVANIZED WIRE AROUND THE PIPE AND AROUND EACH POST SPECIAL ANCHORING TYPE 2 DOWNDRAINS DETAIL B 3"min EXISTING GROUND 6"min z GEOTEXTILE SECTION A —A 1 0 (MIN ) PLAN VIEW VARIABLE SLOPE TO ROAD SHOULDER OR 1 5 FRONT ELEVATIONS NATIVE SOIL TO ROAD SHOULDER OR 1 5' 2D min 17-I 15 I -- SIDE ELEVATION IN NARROW CHANNELS ADJUST RIPRAP TO FIT ORIGINAL STREAM BANKS RIP RAP DETAILS BED TO HAUNCHES BEDDING BLANKET 3"min 6"min SUITABLE GRANULAR MATERIAL COMPACTED AS SPECIFIED ROCK FOUNDATION 1/10 DIAMETER OR MANUFACTURER SPECIFICATION SHAPE BEDDING BLANKET TO FIT BOTTOM OF PIPE YIELDING FOUNDATION BEDDING DETAILS UINTAH ENGINEERING & LAND SURVEYING 85 So 200 East Vernal, Utah. WESTERN EQUIPMENT & TRUCK CO , INC SHEET 7 3' 6" CATTLE GUARD & GATE PRECAST CONCRETE TRAVEL SURFACE 2'--s ♦.♦.♦.♦.♦♦♦♦♦Li . .• .♦♦♦ • •. . ♦ ♦ ♦ ♦ ♦ f ♦ ♦ ♦ ♦♦♦♦. .♦.♦♦ ♦ ♦ ♦ ♦♦♦♦♦♦♦.♦. GRANULAR BORROW -•-/V-TRAVEL SURFACE WIDTH-+- 3 MIN -.j N ■ NOTES DATE 12-20-2017 PREFABRICATED CATTLE GUARD SHALL BE DESIGNED TO WITHSTAND AN HS30 LOADING PRE -CAST BASE SHALL BE PLACED ON COMPACTED GRANULAR BORROW COMPACT BACKFILL AGAINST SIDES OF PRE -CAST BASE ALL CONNECTIONS, HANGERS, FASTENERS ETC , SHALL BE SUPPLIED BY MANUFACTURER . I it ■ N ■ ■ 1 M N N ■ ■ JINNI J• J_ I I 1 o ■ ■ ■ ■ ■ ■ I N ■ ■ N N ■ ■ 4 FENCE / GATE POST OR 4X4 WOOD BRACE CONSULT LAND OWNER FOR GATE WIDTH GATE WIRE CROSS TIES (TYP ) ■ lIMP MOW MATCH EXISTING SPACING AND NUMBER OF WIRE STRANDS UINTAH ENGINEERING & LAND SURVEYING 85 So 200 East Vernal Utah 100' WESTERN EQUIPMENT & TRUCK CO , INC TRAFFIC CONTROL PLAN WORK WITHIN TRAVELWAY - LOW TRAFFIC VOLUME If J i BUFFER SPACE (OPT) y Road Type Distance Between Signs A Urban (low speed)* 100' Urban (high speed)* 350' Rural 500' • Source MUTCD 2009 END ROAD WORK i END RWORK SHEET T1 DATE 12-20-2017 NOTE 1) TO BE USED FOR TWO LANE ROADS THAT HAVE LOW TRAFFIC VOLUME 2) LANE CLOSURES ARE ONLY DAWN TO DUSK 3) BOTH LANES MUST REMAIN OPEN TO TRAFFIC AT NIGHT 4) BARRIERS WITH REFLECTING TAPE MUST BE USED AT NIGHT WORK ZONE BUFFER SPACE (OPT) 100' A A 15' TO ONCOMING TRAFFIC UINTAH ENGINEERING & LAND SURVEYING 85 So 200 East Vernal Utah WESTERN EQUIPMENT & TRUCK CO , INC SHEET T2 TRAFFIC CONTROL PLAN DATE 12-20-2017 WORK BEYOND THE SHOULDER - WITHIN RIGHT-OF-WAY NOTE 1) TO BE USED WHEN WORKING BEYOND THE SHOULDER Road Type Distance Between Signs A Urban (low speed)* 100' Urban (high speed)* 350' Rural 500' • Source MUTCD 2009 'It T WORK ZONE UINTAH ENGINEERING g LAND SURVEYING 85 So 200 East Vernal, Utah. ■ ■ TRANSPORTATION CONSULTANTS, INC. December 15, 2017 Mr. Brett A. Bloom Western Equipment 86 Truck 2055 1st Avenue Greeley, CO 80631 Dear Mr. Bloom: LSC TRANSPORTATION CONSULTANTS, INC. 1889 York Street Denver, CO 80206 (303) 333-1105 FAX (303) 333-1107 E-mail: lsclscdenver.com Re: Western Equipment 86 Truck Traffic Impact Analysis Weld County, CO LSC #171310 In response to your request, LSC Transportation Consultants, Inc. has prepared this traffic impact analysis for the proposed Western Equipment 86 Truck development. As shown on Figure 1, the site is located south of County Road 50 and north of Highway 34 in Weld County, Colorado. REPORT CONTENTS The report contains the following: the existing roadway and traffic conditions in the vicinity of the site including the lane geometries, traffic controls, posted speed limits, etc.; the existing weekday peak -hour traffic volumes; the existing daily traffic volumes in the area; the typical weekday site -generated traffic volume projections for the site; the assignment of the projected traffic volumes to the area roadways; the projected short-term and long-term background and resulting total traffic volumes on the area roadways; the site's projected traffic impacts; and any recommended roadway improvements to mitigate the site's traffic impacts. LAND USE AND ACCESS The site is proposed to include a sales office/repair shop and a sales lot for Western Equipment 86 Truck. Full movement access to the sales lot exists on Highway 34 as shown in the con- ceptual site plan in Figure 2a. Full movement access to the sales office/repair shop is proposed from County Road 50 and shown in Figure 2b. There will be on -site connectivity between the sales office/ repair shop and the sales lot. ROADWAY AND TRAFFIC CONDITIONS Area Roadways The major roadways in the site's vicinity are shown on Figure 1 and are described below. Mr Brett A Bloom Page 2 December 15, 2017 Western Equipment & Truck Highway 34 is an east -west, two-lane, US Highway south of the site Highway 34 is classi- fied as a regional highway (R -A) by CDOT The posted speed limit in the vicinity of the site is 65 mph The intersection with CR 50 is stop -sign controlled CR 50 is an east -west, two-lane, gravel, county road north of the site The intersection with Highway 34 is stop -sign controlled Existing Traffic Conditions Figure 3 shows the existing lane geometries, traffic controls, posted speed limits, and traffic volumes in the site's vicinity on a typical weekday The weekday peak -hour traffic volumes and daily traffic counts are from the attached traffic counts conducted by Counter Measures in November, 2017 2018 and 2038 Background Traffic Figure 4 shows the estimated 2018 background traffic and Figure 5 shows the estimated 2038 background traffic The projected background traffic volumes assume an annual growth rate of about 2 3 on Highway 34 based on CDOT's 20 -year growth factor of 1 57 All other roads are assumed to have an annual growth rate of about two percent Existing, 2018, and 2038 Background Levels of Service Level of service (LOS) is a quantitative measure of the level of congestion or delay at an inter- section Level of service is indicated on a scale from "A" to "F " LOS A is indicative of little congestion or delay and LOS F is indicative of a high level of congestion or delay Attached are specific level of service definitions for unsignalized intersections The intersections in Figures 3, 4, and 5 were analyzed as appropriate to determine the existing, 2018, and 2038 background levels of service using Synchro Table 1 shows the level of service analysis results The level of service reports are attached Highway 34/CR 50: All movements at this stop -sign controlled intersection currently operate at LOS "B" or better dunng both morning and afternoon peak -hours and are ex- pected to do so through 2038 TRIP GENERATION Table 2 shows the estimated average weekday, morning peak -hour, and afternoon peak -hour trip generation for the proposed site based on information from the applicant The site is projected to generate about 84 vehicle -trips on the average weekday, with about half entering and half exiting during a 24 -hour penod During the morning peak -hour, which generally occurs for one hour between 6 30 and 8 30 a m , about nine vehicles would enter and about five vehicles would exit the site During the afternoon peak -hour, which generally occurs for one hour between 4 00 and 6 00 p m , about five vehicles would enter and about nine vehicles would exit Mr Brett A Bloom TRIP DISTRIBUTION Page 3 December 15, 2017 Western Equipment & Truck Figure 6 shows the estimated directional distribution of the site -generated traffic volumes on the area roadways The estimates were based on the location of the site with respect to the regional population, employment, and activity centers, and the site's proposed land use TRIP ASSIGNMENT Figure 7 shows the site -generated traffic volumes based on the directional distribution percentages (from Figure 6) and the trip, generation estimate (from Table 2) Figure 7 also indi- cates the passenger car equivalent volumes for the purpose of assessing the need for auxiliary lanes 2018 AND 2038 TOTAL TRAFFIC Figure 8 shows the 2018 total traffic which is the sum of the 2018 background traffic volumes (from Figure 4) and the site -generated traffic volumes (from Figure 7) Figure 8 also shows the recommended 2018 lane geometry and traffic control The passenger car equivalent turning volumes are also shown for the purposes of assessing the need for auxiliary turn lanes Figure 9 shows the 2038 total traffic which,is the sum of 2038 background traffic volumes (from Figure 5) and the site -generated traffic volumes (from Figure 7) Figure 9 also shows the recommended 2038 lane geometry and traffic control The passenger car equivalent turning volumes are also shown for the purposes of assessing the need for auxiliary turn lanes PROJECTED LEVELS OF SERVICE The intersections in Figures 8 and 9 were analyzed to determine the 2018 and 2038 total levels of service Table 1 shows the level of service analysis results The level of service reports are attached • Highway 34/CR 50: All movements at this stop -sign controlled intersection are expected to operate at LOS "B" or better during both morning and afternoon peak -hours through 2038 • Highway 34/Sales Lot Access: All movements at this proposed stop -sign controlled inter- section are expected to operate at LOS "B" or better during both morning and afternoon peak -hours through 2038 CONCLUSIONS AND RECOMMENDATIONS Trip Generation 1 The site is projected to generate about 84 vehicle -trips on the average weekday, with about half entering and half exiting during a 24 -hour period During the morning peak -hour, about nine vehicles would enter and about five vehicles would exit the site During the afternoon peak -hour, about five vehicles would enter and about nine vehicles would exit Mr. Brett A. Bloom Projected Levels of Service Page 4 December 15, 2017 Western Equipment & Truck 2. All movements at the US 34/CR 50 and US 34/ Sales Lot Access intersections are expected to operate at LOS "B" or better during both morning and afternoon peak -hours through 2038. Conclusions n The impact of the Western Equipment &, Truck development can be accommodated by the existing roadway network. The projected passenger car equivalent peak -hour turning volumes do not exceed the thresholds to warrant auxiliary turn lanes. The thresholds are greater than 10 vehicles per hour (vph) for a left -turn deceleration lane, greater than 25 vph for a right -turn deceleration lane, and greater than 50 vph for a right -turn accelera- tion lane. Recommendations The site access approaches to CR 50 and US 34 should be stop -sign controlled. 5. On -site vehicular connectivity should be provided between the sales office/repair shop and the sales lot. * * * * We trust our findings will assist you in gaining approval of the proposed Western Equipment 86 Truck development. Please contact me if you have any questions or need further assistance. Sincerely, LSC TRANS 0 ATION CONSULTANTS, By Christ ier S.cGranahan, PE, PTO Principal CSM/wc Enclosures: Tables 1 and 2 Figures 1 - 9 Traffic Count Reports Level of Service Definitions Level of Service Reports /2--(5--17 Z: \LSC\Prmjects\2017\ 171310-WcsternEquipm.ent&Truck\Report \WesternEquipment&Truck-121517.wyxl Table 1 Intersection Levels of Service Analysis Western Equipment & Truck Weld County, CO LSC #171310, December, 2017 2018 2018 2038 2038 Existing Traffic Background Traffic Total Traffic Background Traffic Total Traffic Intersection Location Level of Level of Level of Level of Level of Level of Level of Level of Level of Level of Traffic Service Service Service Service Service Service Service Service Service Service Control AM PM AM PM AM PM AM PM AM PM Highway 34/CR 50 NB Approach EB Approach WB Approach SB Approach Critical Movement Delay Highway 34/Sales Lot Access EB Left/Through SB Approach Critical Movement Delay TWSC TWSC B B B B B B B B B B A A A A A A A A A A A A A A A A A A A A A B A B B B B B B B 11 2 107 11 3 107 11 4 11 2 141 135 142 140 - A A - - A A - B B - B B - - 106 116 - 126 148 Table 2 ESTIMATED TRAFFIC GENERATION Western Equipment & Truck Weld County, CO (LSC #171310; December, 2017) Vehicle - Trips Generated Average AM Peak Hour PM Peak - Hour Trip Generating Category Quantity Weekday In Out In Out Trip Generation based on Information from the Applicant Sales Office/Repair Shop Passenger Vehicles 40 6 1 1 6 Tandem Trucks (PCE of 2) 16 1 1 1 1 Truck/Trailer (PCE of 3) 8 0 1 1 0 Sales Lot Passenger Vehicles Total Trip Generation = 64 7 3 3 7 PCE (1) = 96 8 6 6 8 20 2 2 2 2 Notes (1) PCE = Passenger Car Equivalent as defined by the CDOT State Highway Access Code / /: N. - --- PKOD1~ 1IoN Y.\lRlll11 III u ii OWNER WETCO FARMS INC PARCELS 105104000001 i On - V County Road 50 WCR 50 a A 0 0 1 /J ..,'Pewit J < aWaLL6r> 4444 .v+ U .:t. 771 a •N. '4. J • V V V V V MS CI r'YE al o.es it C .•y. —: A .Aw 4- O A A' :4 glow- V I A V c 4 1 w•CNfa4y0.aw4—i — —� ..ti ... s. —4a n.t a — mop —a— S OWNER PARK JAMES W PARK DONNA L PARCELS 105104000011 Oa On —Site Connection to Sales Lot ppal\mI„ale.Scale Scale: N 7 S Figure 2b Sales Office/Repair Shop Site Plan Western Equipment & I ruck ( I SC #171310) Existing Traffic, Lane Geometry and Traffic Control Western Equipment & Truck (LSC #171310) Note: Assumes a growth rate of about 2.3 percent based on CDOT's 20 -year growth factor of 1.57 on Highway 34. All other roads assume an annual growth rate of about 2 percent. Year 2018 Background Traffic, Lane Geometry and Traffic Control County Road 50 413 395 2 5 282 461 Note: Assumes a growth rate of about 2.3 percent based on CDOT's 20 -year growth factor of 1.57 on Highway 34. All other roads assume an annual growth rate of about 2 percent. 2,500 = Average Daily Traffic 425 405 Sales Lot\ Figure 5 Year 2038 Background Traffic, Lane Geometry and Traffic Control Western Equipment & Truck (LSC #17131 U) Western Equipment & 1ruck (t.SC #1 71310) N/S,STREET' Ck3 50 (ENV STREET tftA ?-34' pO0UN7r`WELD COUNTER MEASURES,JNC, 1889YORKSiTR1=E }156,Ki Z COLORADp - '30313334409 :Gran s Pn[1tedW ` +I6ile erne untitle 13 , ''Ate Code :i<0000pof4 St5 Oate.'�t`i1',if2912$Z7.- ,;PageNa,-;{i,� _'CR-50, ----> _ SoUthbndtid' _, -71-,IVVW-34' - - L, 4 Westbound` .� _ ,C .50' _ ___ f�orthbou �' _ __ ,, : _ r tH ,. - '- _' Easttsound r__ .5fari Tigre t Left ' 'Tfinr t t reds 'Left - -- . 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'64 .1 0 , ,46_ 3 ,0 ' '1 61' ,3 0 149 2 _'0^ 2- _51 _.1 . 0 119 '5 23Q ' 6 —4.0— '-556 16, ; 916' 41 ,-49.11 `19-60 239. '152' 609 00 t T 7, 974 112 '09j n '06 - t,0. '14 '00 , Q,8- 46:6 0G 0;0.. Peak tFacf& t NIS'S R r ck so Elyv sTREFT, ►y44, 'r �9OUN1T5'; imi..p' s 'poutgER MEASURgslti, C:a k1889YARJCSTREE+T +ppyvFRppoRAbo, 30-333?4Q9, L ,R50s, WYF34=TC501 Souf baund" _ , lestboUnd - 'Noihbounr P ' E• •ouncL_- Start ,TFr,FIRM Ted I-;,�pP.; Thy ` Rig Red. , Ap Thr yRi ed rl�eR,I'T RCS Rtg, Red e LeftuG ' s`_' otak _� b, hi _s' Tote f d u t h{ s �T �f 4 „ ,�_ti # ht ' s 7oia1 Totaf ft• 4ame,Y untii410Code $000001)14 Sta?oater; ft2b/2017 45030,Ap1ePak ,8 q' ;4 050 r0 $! 4 ,6'I �. 932.:4,1 210,11. ri$ 01 i I = ` 07110104 ; ,06' 45 _ i05.45'AM 0 ' 46 2 . 0° +48 _3 4 4 '0 -,_6 ' 1- -71 0; Q', '72 +0'.93' ) ,'0,58 X0,88' 5 2' .7' Q r ,1A 2 .253' '1 0 '166, 14� .50 0D p8w,'�8� Or Ob, ) 0 . 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E.(4iSSTRt,,Ej GR;50 EIv)STREET.'F IV1=34 gerT*t �. 49.1iNTr Cp' f COUNTERIfIEAySURE,SsINC; , ' ,8991YQ EtSTREE 1r,' DEkvE cQLORADb' M , 303'33;7.4'09 Narne {��ugtitle T"19, • SiCe aide , �Q000;OO14 • St4rt pate 11/29120 �7' � — ,., C R:5 r _ - a _ _ •dL zTa Southbound'- - IVPstboiihd )Vu[ulc�aullu �a5 'un _ lien,, 4 14,7',}0, h ',,P� PPP.' -Lefto Thr ?ell f.APP.=' r -. 1Ri9 FFeed'",TApp''7eft: "Trli BO'IPer fQt, a T'itne� a : Ut„ 41t? : s?',T'otal) u" ,'.�'s'=F+fotal'f� Left1 ` 'kJ, 'hit . %.; I %14 , di i * a •s 'Total' Motel i Fels Hdu� Fici n 04 -wpm to 05'45 �'Nl-peatif 9f 1— `�-__ ht - - l0-tersecft,04a3D1M=, Volurfij6 A, :2,, 11' /0' ' 1,3' "8 286,E ' p VI 284 ' �l 7 9 ; 3� _ ,0 253, ,569 127 93, p.0 i0Q 9 t() Factor _ 4 _ t ' Htq[t Ilf1A4--,5P114, 05.00 PM 4 4-5'411 5 PM. 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' it " :'^^ iro '' ' 1 ' +' ' r rt °'x�C.: G wl'rigi I !v x ,C.- - •--.::)1,4- 1vv ^ r ,' d' D, t,' r, P i �J1 1 � a' 23� 00 � � 0, i� �0�` '� `� ,0 ;,� r�z`:':0�'I-� �;.: +.., � ; � , - - `�� - ;, �: , �`ti�s� ,,,�,w, r �., r-=�' h . `yam �.'..� � �r'��Ob�,�,,'�� i4�h - - w''O;f. � �0!i."`��: _dQ ,�,—'z'_ 0, r�, �4i`�><N�fi��,=, �0,! ,��.�f O�t,,',,,��,Q,, Day — - - Total Percent AM Peak Vol PM Peak Vol, Grand Total ' Percent 1 '17 21, 2' 15- 2 '0' 0• '0= 0, '0' 68. 1 5% 25 0%' 30 9% 2 9%, 22'1% 2 9°4_ _ '0,0% '1,5% 1.2% 0f9,6% '0;0% 0;0% ,0:0% 08'00 1000 0600, 08 00' 05 00 ,^07.:00 09'00 1 3 _ _ 3` 1 2 '1, 4' 20,00 12'00 1'5 00. 12:00, —15 00` 17.00; 1 1' 3 3 1r 2' 1 17 21 1 5% 25-0%, 30 9%, 2 15' 2 9% '22.1%_ 2, 0' -1' 9. 2,9% 0'0% (1',5% 13 2% 0 0 0r0%, 0'p%' 08;00" "9 12.00 6,, ,0 'Or .'68• ,0'0% -9* Page 2 Location' CR-50 E/O HWY-34 City: County: WELD Direction: EASTBOUND -WESTBOUND WB Start Time 11/28/17 01:00 02:00 03:00 04:00 05:00 0600 07:00 08:00 09:00 10:00 11:00 12 PM 13:00 14:00 15:00 16:00 17:00 18:00 19:00 20:00 21:00 22:00 23:00 Day Total Percent AM Peak Vol PM Peak Vol Grand Total Percent COUNTER MEASURES INC. 1889 YORK STREET DENVER,COLORADO 80206 303-333-7409 Bikes 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Cars & Trailers 0 0 0 0 0 0 0 4 2 0 1 1 1 L 0 0 1 3 0 0 0 0 0 0 2 Axle Long 0 0 0 0 0 0 0 2 1 1 1 1 0 3 2 1 0 1 0 0 0 0 0 Buses 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Sim 2 Axle 3 Axle 6 Tire Single 0 0 0 0 0 0 0 0 0 0 1 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1 15 1 4% 21.1% 09:00 07:00 1 4 17:00 3 14 1 0 0 0 0 1 0 1 0 2 2 2 3 3 7 4 2 0 0 0 0 0 0 30 19.7% 1.4% 42.3% 08'00 06:00 09:00 2 1 2 14:00 15:00 3 7 1 15 14 1.4% 21 1% 19.7% 1 30 1.4% 42.3% 1.4% 09:00 1 4 Axle Single 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 <5 AxI Double 0 or 0 0 0 0 0 0 0 0 0' 0 0 0 1 0 0 0 0 0 0 0 0 0 0 5 Axle Double 0 0 0 0 0 0 0 0 2 5 1 0 0 0 0 0 0 0 0 0 0 0 0 0 >6Axt Double 0 0 0 0 0 0 0: 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 8 0 0.0% 1 0 1 0.0% 1.4% 11.3% 09:00 5 13:00 1 1 0 1 1 .4% 0.0% 1 .4% Site Code- 112707 Station ID: 112707 <6 Axl 6 Axle >6 Axt Multi 0 0 0 0 0 0 Multi Multi 0 0 0 0 0 0 0 0 0 0 0 0 0 0 .. 0 0 0 oisst 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0.0% 0 0 It 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Total 0 0 0 0 0 2 1 5 6 10 5 4 5 6 6 9 6 5 1 0 0 0 0 0 0. 0.0% •••.4... 0.0% 8 0 11.3% 0.0% 0 0.0% 0 0 0.0% 0.0% 71 09:00 10 15:00 9 71 LEVEL OF SERVICE DEFINITIONS From Highway Capacity Manual, Transportation Research Board, 2010 UNSIGNALIZED INTERSECTION LEVEL OF SERVICE (LOS) Hppucaoie to i wo-vvay top uontroi, Hn-vvay top uontroi, ana Kounaaoouts LOS Average Vehicle Control Delay Operational Characteristics A <10 seconds Normally, vehicles on the stop -controlled approach only have to wait up to 10 seconds before being able to clear the intersection Left -turning vehicles on the uncontrolled street do not have to wait to make their turn B 10 to -15 seconds Vehicles on the stop -controlled approach will experience delays before being able to clear the intersection The delay could be up to 15 seconds Left -turning vehicles on the uncontrolled street may have to wait to make their turn C 15 to 25 seconds Vehicles on the stop -controlled approach can expect delays in the range of 15 to 25 seconds before clearing the intersection Motorists may begin to take chances due to the long delays, thereby posing a safety risk to through traffic Left -turning vehicles on the uncontrolled street will now be required to wait to make their turn causing a queue to be created in the turn lane D 25 to 35 seconds This is the point at which a traffic signal may be warranted for this intersection The delays for the stop -controlled intersection are not considered to be excessive The length of the queue may begin to block other public and private access points E 35 to 50 seconds The delays for all critical traffic movements are considered to be unacceptable The length of the queues for the stop -controlled approaches as well as the left -turn movements are extremely long There is a high probability that this intersection will meet traffic signal warrants The ability to install a traffic signal is affected by the location of other existing traffic signals Consideration may be given to restricting the accesses by eliminating the left -turn move- ments from and to the stop -controlled approach F >50 seconds The delay for the critical traffic movements are probably in excess of 100 seconds The length of the queues are extremely long Motorists are selecting alternative routes due to the long delays The only remedy for these long delays is installing a traffic signal or restricting the accesses The potential for accidents at this inter- section are extremely high due to motorist taking more risky chances If the median permits, motorists begin making two -stage left -turns HCM 6th TWSC 3: County Road 50 & Highway 34 Existing AM Peak Intersection Int Delay, s/veh 0.6 Movement EBL.. EBTTEBIIP WBL WBT WBR NBL NBT NBR SBL Lane Configurations Traffic Vol, veh/h 2 Future Vol, veh/h 2 on icing e s, - r : 0 Sign Control Free RT Channelized _ - Storage Length 4+ 44 256 1 3 la 2 _SA 2 rik.7 256 1 3 175 2 5 2 0 ° AtOak a0 Free Free Free Free Free Stop Stop Stop Stop Stop - flaoe WWI None - .. S.BT SB �a _ •C__ ..I�..l:: 4 Stop None Veh in Median Storage. # 0 ' - 0 - - 0 0 Grade, 0 0 0 Peak Hour Factor 95 •95�' 9 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % 5 5 5 5 5 5 H 5 5 5 5 Mvmt Flow 2 269 1 3 184 2 5 2 7 1 0 7 Major/Minor Ma or1, Ma or2 Minorl Minor2 Conflicting Flow All 186 0 0 270 0 0 466 270 469 465 185 Stage 1 - 274 274 191 191 Stage 2 - 195 192 278 274 Critical Hdwy 4.15 - 4.15 - 7.15 6.55 6.25 7.15 6.55 6.25 Critical Hdwy Stg 1 - 6.15 5.55 - 6.15 5.55 Critical Hdwy Stg 2 - 6.15 5 55 6.15 5.55 Follow-up Hdwy 2.245 2.245 - 3.545 4.045 3.345 3.545 4.045 3.345 Pot Cap -1 Maneuver 1371 - 1276 - 500 490 761 500 490 850 Stage 1 378 804 3 Stage 2 MEP - 800 736 722 678 Platoon blocked. % Mov,Cap-1 Maneuver 1371 - 1276 - 494 488 761 492 488 850 Mov Cap -2 Maneuver 494 488 492 488 Stage 1 - 725 677 802 735 Stage 2 711 9; Approach EB HCM Control Delay. s 0.1 B A HCM LOS nor Lane/Major Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 598 1371 - 1276 - 779 HCM Lane V/C Ratio 0.025 0.002 :1 1 HCM Control Delay (s) 11.2 7.6 0 7.8 0 HCM Lane LOS B A. A HCM 95th %tile Q(veh) 0.1 0 U Synchro 10 Report KMK HCM 6th TWSC 3: County Road 50 & Highway 34 Existing PM Peak Intersection Int Delay, s/veh 0.6 vement _ EBL EBT EBR WBL WBTWBR N NBT NBR SBL SBT . SBR Lane Configurations LatfiQ yoL, veh/h 4. 44 5145 3 286 Future Vol, veh/h Lonfliaing Peds, ti/hr Sign Control r0taon0zc4 Storage Length [hjn Median Storage. # ,.0,�, - __.��0� - 0 - Grade, % - 0 5 245 3 8 286 0 1 1 7 0 2 11 04 0 Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop - None a- Nona None None 0 0 eak Hour Factor 96 9 96 . 96 • 96 b 96 Heavy Vehicles, % 5 5 5 Mvmt Flow WSW5 255 0 5 5 5 5 5 3 8 298 0 96 ir§6 96 aglieseit 5 5 5 5 0 _.��.. 1 ---- 11/1 /1171lip 0 2 * 11 tla'or/Minor Ma or1 11°or2 M!or2 Conflicting Flow All 298 Irge - Stage 2 CriticaTHdwy, 4.15 258 0 0 588 581 so 4.15 • - 267 - 271 268 - 321 314 - 7.x'`55 257 585 6.25 7T5 582 298 6.55 6.25 Critical Hdwy Stg 1 critical I dwy Stg 2 - 6.15 5.55 - 6.15 5.55 ase - • • - TIT 5.55 - t5 5.55 Follow-up Hdwy 2.245 Pot Cap -1 Maneuver 1746 • - 2.245 - 1289 • - 3.545 4.045 - 416 421 3.345 3.545 774 418 4.045 3.345 ,21 a.734 Stage 1 - 732 583 690 651 • • • - 684 651 - 728 682 Platoon blocked, 0/0 Mov Cap -1 Maneuver 1246 - 1289 - 404 416 774 410 416 a 734 Mov Cap -2 Maneuver - 404 416 - 410 416 Stage 1 WEN - 728 680 - 687 646 Stage 2 - 666 646 - 716 679 Approach EB WB NB SB HCM Control Delay. s 0.2 0.2 10.7 10.6 HCM LOS B Minor Lane/Ma or Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 1 Capacity (veh/h) 646 1246 - 1289 - 657 HCM Lane V/C Ratio 0.015 0.004 - 0.006 - 0.021 HCM Control Delay (s) 10.7 7.9 0 - 7.8 0 - 10.6 HCM Lane LOS B A A A B HCM 95th %tile Q(veh) 0 0 • 0 - 0.1 Synchro 10 Report KMK HCM 6th TWSC 2018 Background 3: County Road 50 & Highway 34 AM Peak intersection Int Delay, s/veh Movement 06 EBL EBT EBR WBL WBT WBR NBLv NBT NBR SBL SBT SBR Lane Configurations Traffic Vol. veh/ham 2 262 Future Vol, veh/h 2 262 Conflicting777717715777h r 0 0 Sign anne ign Control Free ized Storage Length - Free Free - None Veh in Median Storage. # 0 - Grade, PFATEur Factor Heavy Vehicles, % vm ow 1111ast - 0 - 95 Ila 95 5 5 5 2 276 1 44 la 2 3 '179 Free Free Free - None + ill2inS 0 2 7 1 3� Stop Stop Stop Stop Stop gair None - - C - - 0 95 agaL95 A 95 95 95 95 5 5 5 5 5 5 5 3 188 252. 0 Stop None Major/MinordiMa:or1 Ma or2 Minor1 Minor2 189 Conflicting Flow All 190 0 Stage 1 Stage 2 Critical Hdwy 4.15 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.245 Pot Cap -1 Maneuver 1366 Stage 1 Stage 2 Platoon blocked, % rs J 277 - 415 - 2.245 - 1269 0 480 477 217 480 476 281 281 - 195 195 199 196 - 285 281 - 7.15 6.55 6.25 7.15 6.55 6.25 6.15 5.55 - 6.15 5.55 6.15 5.55 - 6.15 5 55 - 3.545 4.045 3.345 3.545 4.045 3.345 - 491 483 755 491 483 845 719 673 - 800 734 - 796 733 - 716 673 Mov Cap -1 Maneuver 1366 - 1269 - 485 481 755 483 481 845 Mov Cap -2 Maneuver - 485 481 - 483 481 Stage 1 - 718 672 - 798 732 Stage 2 - 787 731 - 705 672 Approach EB HCM Control Delay. s 0.1 B A HCM LOS Minor Lane/Ma or Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 Capacity (veh/h) 590 1366 - 1269 - - 773 HCM Lane V/C Ratio 0.025 0.002 0.011 HCM Control Delay (s) 11.3 7.6 0 78 0 - 9.7 HCM Lane LOS B A A a HCM 95th %tile Q(veh) 0.1 0 Synchro 10 Report KMK HCM 6th TWSC 3: County Road 50 & Highway 34 2018 Background PM Peak ttersection Int Delay, s/veh 0.6 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR ,111 Lane Configurations Traffic Vol', veilfi5 245 as 8 286 AL 0 Future Vol, veh/h 5 245 3 8 286 0 ronfictirig Peels. #Ihr 0 Sign Control rchannelized - None �" None 'None 111111.1r None "M°'" - Storage Length reffitt Median storage, # - 0 Grade, % - 0 0 4* 1 lac AL 0 1 7 0 4 11 Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop ea our Factor 96 96 96 96 0 0 96 96 96 96 Heavy Vehicles, % 5 5 5 5 5 5 5 Mvmt Iran 5 +255 3 8 298 0 1 • 0 0 dm lb 96 96 96 96 5 5 5 1 7 0 5 5 2 11 tenor Major1 Major2 Minor1 585 582 298 Conflicting Flow All 298 0 0 258 r""' Stage 1 Stage 2 ORtical Hdwy 4 15 - 4.15 u • 0 588 581 257 - 267 267 - 314 314 1....Missi - 321 - 7.15 314 - 271 268 6.55 6.25 7 .15 6.55 6725 nilionwimmusippmeinw Critical Hdwy Stg 1 - 6.15 5.55 - 6.15 5.55 Critical Hdwy Stg 2 - 6.15 5.55 - 6.15 5.55 • Follow-up Hdwy 2.245 2.245 - 3.545 4.045 3.345 3. 545 4.045 3 345 Pot Cap -1 Maneuver 1246 • - 1289 - 416 421 774 418 421 734 Stage 1 • - 732 683 - 690 651 Stage 2 • - 684 651 - 728 682 Platoon blocked, % Mov Cap -1 Maneuver 1246 • - 1289 • - 404 416 774 410 416 734 Mov Cap -2 Maneuver 404 416 - 410 416 • Stage 1 • • - 728 680 - 687 646 Stage 2 666 646 - 716 679 • Approach EB WB NB SB�-. HCM Control Delay. s 0.2 0.2 10.7 10.6 HCM LOS B B Minor Lane/Ma or Mvmt NBLn1 EBL EBT EBR WEL WBT WBRSBLn1 Capacity (veh/h) 646 1246 - 1289 657 HCM Lane V/C Ratio 0.015 0.004 - 0.006 HCM Control Delay (s) 10.7 7.9 0 - 7.8 0 10.6 HCM Lane LOS B A A HCM 95th %tile Q(veh) 0 0 0 Synchro 10 Report KMK HCM 6th TWSC 3: County Road 50 & Highway 34 2018 Total AM Peak intersection Int Delay, s/veh 0 7 fove'nent EBL EBT bane Configurations Traffic Vol, veh/h 6 Future Vol, veh/h 6 Conflicting Peds. #/hr 0 Sign Control Free RT Channelized Storage Length Veh in Median Storage. # - 0 Grade, % - 0 Peak Hour Factor 95 95 Heavy Vehicles. 3!1 5 5 Mvmt =low 6 277 EBR WBL WBT WBR NBL NBT NBR SBL SBT 4+ 4+ 263 1 3 180 263 1 3 180 0 0 0 Free Free Free Free - None 95 95 5 5 1 3 0 0 95 5 189 4* 5 5 2 5 5 2 0 0 0 Free Stop Stop None 95 5 5 95 5 5 0 0 95 5 2 4 8 3 OAMILO Stop Stop Stop Stop None -mar_ None 95 5 7 95 5 3 0 0 95 5 0 95 5 8 Minor1 Minor2 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.15 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.245 Pot Cao-1 Maneuver 1361 Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver 1361 Mov Cap -2 Maneuver Stage 1 Stage 2 194 0 0 278 - 4.15 - 2.245 - 1268 - 1268 0 492 490 278 492 488 - 290 290 - 198 198 - 202 200 - 294 290 - 7.15 6.55 6.25 7.15 6.55 6.25 - 6.15 5.55 - 6.15 5.55 - 6.15 5.55 - 6.15 5.55 - - 3.545 4.045 3.345 3.545 4.045 3.345 - 482 475 754 482 476 842 711 667 - 797 732 - 793 730 - 708 667 192 - 474 471 754 473 472 842 - 474 471 - 707 664 783 728 - 473 472 - 793 730 695 664 Approach EB WB NB SB HCM Control Delay. s 0.2 0.1 11.4 10.3 HCM LOS B B Minor Lane/Major Mvmt capacity (veh�________. HCM Lane V/C Ratio 11CM Control Dela(s) HCM Lane LOS RCM 95th %tile Q(veh).T__ NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 58141361 - - 1268 - 694 0.025 0.005 11.4 - 0.002 0� 10.3 B Synchro 10 Report KMK HCM 6th TWSC 7: Highway 34 & Sales Lot Access 2018 Total AM Peak Intersection Int Delay. s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol,, veh/h AlL1Ake272erallapi 1 1 Future Vol, veh/h 1 272 188 on icting� e�Tc s. #/hr a H '1% 1 1 1 0 Sign Control Free Free Free Free Stop Stop 7777r7lized - None done - None Storage Length V h in Median Storage. # - 0 0 - 0 0 - Grade, % eac.our Factor 0 _ J 92 X92 92 a 92 92 92 Heavy Vehicles, % 5 5 5 5 5 5 vow' 1 296 2(34 11011 tea 1 Major/Minn - Conflicting Flow All 205 0 rStage 1 Stage 2 critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.245 Pot Cap -1 Maneuver 1349 Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver 1349 Mov Cap -2 Maneuver Stage 1 Stage 2 Minor2 4.15 0 503 205 205 - 298 - 6.45 6.25 - 5.45 - 5.45 - - 3.545 3.345 - 523 828 - 822 - 746 - 522 828 - 522 - 821 746 Approach EB WB SB HCM Control Delay. s 0 0 10.3 HCM LOS g Minor Lane/Major Mvmt Capacity (veh/h) EBL EBT WBT WBRSBLn1 1 1349 - - 640 HCM Lane V/C Ratio 0.001 HCM Control Delay (s) 7.7 0 HCM Lane LOS A A HCM 95th %tile Q(veh) 0 - 0.003 - 10.6 - B - 0 Synchro 10 Report KMK HCM 6th TWSC 3: County Road 50 & Highway 34 2018 Total PM Peak intersection Int Delay, s/veh Movement wagalwas 0.7 Etat EBT 'EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr 0 4+ 4+ 4 6 252 3 8 294 2a1a A 7 3 AL2A11,15 6 252 3 8 294 2 1 1 7 3 2 15 Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop - - None one - None - None RT Channelized Storage Length Veh in Median Storage. # 0 A. - Grade, % PeaTc 1 -lour Factor,9 Heavy Vehicles, % Mvmt Flo 0 0 0 0 41.96 a 96 96 96 4,96 AL 96s 96 96 96 5 5 5 5 5 5 5 0 96 96 5 5 5 5 5 263 3 8 306 2 =PS 1 -7 I 3 2 16 MajorlMipoy,s,Major1 Conflicting Flow All 308 0 3 266 0 0 609 601 265 604 601 307 Stage 1 - 277 277 - 323 tfllinsinsion Stage 2 Critical Hdwy Critical Hdwy Stg 1 4.15 - 4.15 332 - 7.15 - 6.15 324 - 281 278 6.55 6.25 7.15 6.55 6.25 5.55 - 6.15 555 Critical Hdwy Stg 2 - 6.15 5.55 - 6.15 5.55 Follow-up Hdwy 2.245 - 2.245 - 3.545 4.045 3.345 3.545 4.045 3.345 Pot Cap -1 Maneuver 1236 - 1281 - 403 410 766 406 410 726 Stage 1 - 723 876 683 345 Stage 2 - 675 644 - 719 675 Platoon blocked. % Mov Cap -1 Maneuver 1236 - 1281 - 388 404 766 397 404 726 Mov Sap -2 Maneuver - 388 404 397 404 Stage 1 WED - 719 672 - 679 640 Stage 2 353 639 707 671 Approach EB WB NB SB HCM Control Delay, s 0.2 0.2 10.8 11.2 HCM LOS B B Minor Lani/Ma or Mvmt NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 ,ica,,,.,. ,,....a.,..-4,'4_.,....ii.„.�.. y.a._ Capacity (veh/h),_ 634 1236 - 1281 - 603 HCM Lane V/C Ratio 0.015 0.005 -0.007 - 0.035 HCM Control Delay (s) 10.8 7.9 0 - 7.8 0 - 11.2 HCM Lane LOS B A A A B HCM 95th %tile Q(veh) 0 0 0 - 0.1 Synchro 10 Report KMK HCM 6th TWSC 7: Highway 34 & Sales Lot Access 2018 Total PM Peak ' ntersection Int Delay, s/veh 0 ovement EBL EBT WHO WBR SBL SBR Lane Configurations 4' 1 licer Traffic Vol, veh/h AL26341 302 ji 1 1 1 Future Vol, veh/h 1 263 302 1 1 Conflicting Peds, #/hr 0 Sign Control Free Free Free Free Stop Stop tl7iannelizetl - None Storage Length "one .-- None 0 Veh in Median Storage. # 00 - 0 Grade 0 0 rTh Peak Hour Factor 92 92a 92 92 92 Heavy Vehicles, % 5 5 5 5 1 286 37tr 1 5 5 1 1 Conflicting Flow All 329 0 0 617 329 Stage 1 - 329 Stage 2 Critical Hdwy Critical Hdwy Stg 1 • 4 15 288 - 6.45 6.25 5.45 Critical Hdwy Stg 2 - 5.45 Follow-up Hdwy 2.245 Pot Cap -1 Maneuver 1214 Stage 1 - - 3.545 3.345 - 449 706 - 722 Stage 2 - 754 Platoon blocked. % Mov Cap -1 Maneuver 1214 - 449 706 Mov Cap -2 Maneuver 449 Stage 1 - 721 Stage 2 754 Approach EB WB sa HCM Control Delay, s 0 0 11.6 HCM LOS 3 Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1'' Capacity (veh/h) 1214 - - - 549 HCM Lane V/C Ratio 0.001 - 0.004 HCM Control Delay (s) 8 0 - 11.6 HCM Lane LOS A B HCM 95th %tile Q(veh) 0 0 Synchro 10 Report KMK Conflicting Flow All Lane Configurations HCM 6th TWSC 3: County Road 50 & Highway 34 2038 Background AM Peak intersection Int Delay, s/veh 0.7 EBL • EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR •Plistirter. Traffic o ve Future Vol, veh/h Conflicting Peds, #/hr 4 4+ 4 4 j3.413 2 5 282 3 8 3 11 2 1 11 3 413 2 5 282 3 3 11 2 0 0 0 0 a o o ingigipp o MIS_ o 1 11 Sign Control R T t m annelized Storage Length "Min Median Storage. # - 0 Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop Grade. % 0 None agall.- None =lir None - " None 0 0 0 0 0 0 Peak Hour Factor 95 95 95 95 95 95 95 95 95 95 95 95 Heavy Vehicles, % MvmtFiwasipmar low 5 5 5 5 5 5 5 5 5 5 5 3 435 2 5 297 3 8 3 12 2 1 12 or1 eigii Malii2 Amiss .alinor�,, 300 0 0 437 0 0 757 752 436 759 752 299 Stage 1 - 442 442 - 309 309 Stage 2 - 315 310 - 450 443 Critical Hdwy 4.15 - 4.15 - 715 6.55 6.25 7.15 6.55 6.25 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.245 - 2.245 - 6.15 5.55 - 6.15 5.55 - 6.15 5.55 - 6.15 5.55 - - 3.545 4.045 3.345 3.545 4.045 3.345 Pot Cap -1 Maneuver 1244 - 1107 - 320 336 614 319 336 733 Stage 1 - 589 571 - 695 654 Stage 2 - 690 654 - 583 571 Platoon blocked. % Mov Cap -1 Maneuver 1244 - 1107 - 312 333 614 309 333 733 Mov Cap -2 Maneuver - 312 333 - 309 333 Stage 1 - 587 569 - 693 651 Sage 2 - 675 651 567 569 HCM Control Delay. s 0.1 0.1 14.1 11.5 HCM LOS B Minor Lane/Ma or Mvmt NBLn1 EBL EBT EBR WBL WBT WBRSBLn1 Capacity (veh/h) 41 1244 - 1107 - 572 HCM Lane V/C Ratio 0 055 0.003 0.005 0.026 HCM Control Delay (s) 141 7.9 0 8.3 - 115 HCM Lane LOS B A B HCM 95th %tile Q(veh) 0.2 u 0 01 Synchro 10 Report KMK HCM 6th TWSC 2038 Background 3: County Road 50 & Highway 34 PM Peak Intersection Int Delay. s/veh 0.7 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations 4 4t. 4 afficYQI,.veh/h a, 711111L,___5 ahalk61 1 2 2 11 1 3 18 Future Vol, veh/h 7 395 5 13 461 1 3 18 onflician Peds, #%hr Sign Control Free Free Free Free Free Free Stop Stop Stop Stop Stop Stop �ti h nnelized ��- None IMP - None air None ,- None Storage Length (ehin Median Storage. # �0„- Grade, % te?kHourYact2r. 96 int6 • 96 * 96 9696 96 96 96 96 106 Heavy Vehicles, % 5 5 5 0 0 0 0 0 0 5 5 5 5 5 vmt ow _ 741 480 _ Li 5 5 Mini M6r2 5 Major/Minor Ma1'1 elnir Major2 Conflicting Flow All 481 0 0 416 0 0 948 937 414 943 939 481 - 428 428 Ar - 509 Stage 2 MIN 520 509 434 430 Critical Hdwy 4.15 - 4.15 - 7.15 6.55 6.25 7.15 6.55 6.25 Critical Hdwy Stg 1 Follow-up Hdwy 2.245 - 2.245 - 6.15 5.55 - 6.15 5.55 - 617 5.55 - 6717 5.55 3.545 4.045 3.345 3.545 4 045 3.345 Pot Cap -1 Maneuver 1066 - 238 262 632 240 261 579 Stage 1 - 599 580 - 541 533 e777. 2 - 534 533 - 595 578 Platoon blocked. 0/0 Mov Cap -1 Maneuver 1066 - - 1127 - 224 255 632 230 254 579 Mov Cap -2 Maneuver Stagerillik - Stage 2 - 224 255 - 230 254 - 594 575 - 536 524 - 505 524 - 577 573 Approach EB WB NB SB HCM Control Delay. s 0.1 0.2 13.5 13.1 HCM LOS B 3 Minor Lane/Ma or Mvmt Capacity (veh/h) NBLn1 EBL EBT EBR WBL WBT WBR SBLn 1 439 1066 - - 1127 - - 466 HCM Lane V/C Ratio 0.036 0.007 - 0.012 - 0.049 HCM Control Delay (s) 13.5 8.4 - 8.2 ✓ - 13.1 HCM Lane LOS B A A - B HCM 95th %tile Q(veh) 0.1 0 0 - - 0.2 Synchro 10 Report KMK HCM 6th TWSC 3: County Road 50 & Highway 34 2038 Total AM Peak Intersection Int Delay, s/veh Movement ine 0.8 EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Val, veh/h Future Vol, veh/h Conflicting . e s; # /hr Sign Control RT tarnelized Storage _ength Veh in Median Storage. # - 0 Grade. % Peak Hour Factor 95 95 Heavy Vehicles, % 5 5 Mvmt Flonagagias 4 4 7 414 2 5 283 7 414 2 5 283 0 0 0 0 0 Free Free Free Free Free -larrainnigurr 95 5 2 95 5 5 0 0 95 5 298 6 8alas 6 8 3 11 0 4 0 12 12 Free Stop Stop Stop Stop Stop Stop rum None- ‘¢w.nr. 95 5 6 95 5 8 0 - - 0 - - 95 ,9595 5 5 5 3 12 _ri 0 0 0 95 95 5 5 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.15 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.245 Pot Cap -1 Maneuver 1240 Stage 1 Stage 2 Platoon blocked, % 304 0 0 438 - 4.15 - 2.245 - 1106 0 0 769 765 43 770 703 451 451 - 311 311 318 314 - 459 452 7.15 6.55 6.25 7.15 6.55 6.25 6.15 5.55 - 6.15 5.55 6.15 5 55 - 6.15 5.55 - - 3.545 4.045 3.345 3.545 4.045 3.345 - 314 330 613 314 331 732 - 582 566 - 693 653 - 687 651 - 576 565 301 Mov Cap -1 Maneuver 1240 - 1106 - 306 326 613 303 327 732 Mov Cap -2 Maneuver 306 326 - 303 327 Stage 1 - 578 562 - 688 650 Stage 2 - 672 648 558 561 Approach EB WB NB SB HCM Control Delay. s 0.1 0.1 14.2 11.9 HCM LOS B B Minor Lane/Major Mvmt Capacity (veh/h) NBLn1 EBL EBT EBR WBL WBT WBR SBLn1 413 1240 - - 1106 - - 541 HCM Lane V/C Ratio HCM Cortrol Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 0.056 0.006 14.2 7.9 B A 0.2 0 - 0.005 0 - 33 - 0.031 11 9 Synchro 10 Report KMK HCM 6th TWSC 7: Highway 34 & Sales Lot Access 2038 Total AM Peak Intersection nt Delay. s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4' I �r affic Vol, veh! _ 1 427 293 1 all 1 Future Vol, veh/h 1 427 293 1 conftictirigPeds. It/hr Sign Control Free Free Free Free rc Storage Length annelized Urn - NEne eh in Median Storage. # - pae - Grade, % rrHbdr Factor Heavy Vehicles, % 5 5 5 5 Mvrmt Flow 1 4671 3f8 1 0 0 0 Stop Stop - None 0 0 0 92 �r 92 92 410,92 Mjor/Minor Majorl Ma.or2 5 5 1 1 Minor2 Conflicting Flow All 319 0 0 785 319 Stage 1 'S - - 319 Stage 2 On Ica Critical Hdwy Stg 1 4.15 - 466 - 6.45 6.25 - 5.45 Critical Hdwy Stg 2 an - 5.45 Follow-up Hdwy 2.245 - 3.545 3.345 Pot Cap -1 Maneuver '224 - 357 715 Stage 1 - 730 Stage 2 - 625 Platoon blocked, 0/0 Mov Cap -1 Maneuver 1224 - 357 715 Mov Cap -2 Maneuver - 357 Stage 1 - 729 Stage 2 625 Approach EB WB SB HCM Control Delay. s 0 0 12.6 HCM LOS B Minor Lane/Ma or Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1224 - 476 HCM Lane V/C Ratio 0.001 0.005 HCM Control Delay (s) 7.9 0 - 12.6 HCM Lane LOS A A B HCM 95th %tile Q(veh) 0 0 Synchro 10 Report KMK Sign Control rue Channelized .1 Storage Length rn Median Storage. # � 0 ,� - - 0 Grade, % HCM 6th TWSC 3: County Road 50 & Highway 34 2038 Total PM Peak Intersection Int Delay, s/veh 0 8 Movement EBL EBT EBR WBL WBT WBR NBL NBT NBR SBL SBT SBR Lane Configurations Traffic Vol, veh/h 8 396 Future Vol, veh/h 8 396 Colic ing e s, #/hr 0r0 Free Free 5 r 4' 134484 13 462 0 0 Free Free Free Free Stop Stop Stop one - None - None 0 Stop 0 +14 3 2r A sa 3 2 2 11 4 3 22 Stop Stop - alone 0 cur Factor 96 n 96 96 96 96 96 96 96 : 96 96 Heavy Vehicles, % 5 5 vm ow 8 413 5 5 5 5 14 481 5 5 5 5 5 5 minor -2 Mator/Minor Major1 Ma or2 Mint Conflicting Flow All 484 Stage 1 Stage 2 418 0 0 956 944 416 949 945 483 - 432 432 - 511 511 - 524 512 - 438 434 Critical Hdwy 4.15 - 4.15 - 7.15 6.55 6.25 7.15 6.55 6.25 Critical Hdwy Stg 1 - 6.15 5.55 - 6.15 5.55 Critical Hdwy Stg 2 - 6.15 5.55 - 6.15 5.55 Follow-up Hdwy 2.245 Pot Cap -1 Maneuver 1063 Stage 1 - 2.245 - 1125 - 3.545 4.045 3.345 3.545 4.045 3.345 - 235 259 630 237 259 577 - 596 577 - 540 532 Stage 2 OD - 531 532 - 592 576 Platoon blocked. Mov Cap -1 Maneuver 1063 - 1125 - 219 252 630 227 252 577 Mov Cap -2 Maneuver - 219 252 - 227 252 Stage 1 dEll• as. - 590 571 - 535 523 Stage 2 - 498 523 3 570 Approach EB WB NB SB HCM Control Delay. s 0.2 0.2 13.6 14 HCM LOS B B Minor Lane/Major Mvmt NBLn 1 EBL EBT EBR WBL WBT WBRSBLn1 1 Capacity (veh/h) 434 1063 1125 429 HCM Lane V/C Ratio 0.036 0.008 0.012 HCM Control Delay (s) 13.6 8.4 0 - 8.2 0 14 HCM Lane LOS B A A A HCM 95th %tile Q(veh) 0.1 0 0 02 Synchro 10 Report KMK HCM 6th TWS C 7: Highway 34 & Sales Lot Access 2038 Total PM Peak Intersection I nt Delay. s/veh 0 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Tra!"ic VolT Veh-, Future Vol, veh/h 1 408 477 1 1 1 1 408 477 1 1 1 on icing e s: #/hr 0 00 0 0 0 Sign Control :ree Free Free Free Stop Stop RT CtiarneTtzed 0 0 - None Storage Length Veh in Median Storage. # Grade, % Peak Hour Factor Heavy Vehicles. % Mvmt Flo W Major/Minor Ma 0 0 92 92 92 92 92 92 5 5 5 5 5 5 1 443 518 1 1 1 or1 Major2 Minor2 Conflicting Flow All 519 0 - 0 964 519 Stage 1 - - - - 519 Stage 2 - - - - 445 Critical Hdwy 4.15 - - 6.45 6.25 Critical Hdwy Stg 1 - - - - 5.45 - Critical Hdwy Stg 2 - - - - 5.45 Follow-up Hdwy 2.245 - - - 3.545 3.345 Pot Cap -1 Maneuver 1032 - - - 280 551 Stage 1 - - - 591 Stage 2 - - - - 639 Platoon blocked. Mov Cap -1 Maneuver 1032 - - - 280 551 Mov Cap -2 Maneuver - - - - 280 Stage 1 - - - - 590 Stage 2 639 Approach EB WB SB HCM Control Delay. s 0 0 14.8 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1032 - - - 371 HCM Lane V/C Ratio 0.001 - - 0.006 HCM Control Delay (s) 8.5 0 - - 14.8 HCM Lane LOS A A - B HCM 95th %tile Q(veh) 0 - - 0 Synchro 10 Report KMK WELD COUNTY, COLORADO Drainage Report WESTERN EQUIPMENT AND TRUCK CO., INC. TRUCK SALES AND SERVICE CENTER DRAINAGE REPORT SECTION 4, TOWNSHIP 4 NORTH, RANGE 63 WEST, 6TH P.M. 32584 COUNTY ROAD 50, WELD COUNTY, COLORADO Prepared For: Western Equipment and Truck Co., Inc. Contact: Brett Bloom 2055 1St Ave. Greeley. CO 80631 Phone: (970) 691-3114 Prepared By: Uintah Engineering & Land Surveying, LLC Christopher J. Clark, PE 85 South 200 East Vernal, UT 84078 Phone: (435) 789-1017 fr404t U I NTAH ENOINEERING & LAND SURVEYING Uintah Engineering & Land Surveying, LLC 85 South 200 East, Vernal, Utah 84078 Truck Sales and Service Facility Drainage Report TABLE OF CONTENTS Table of Contents Certification . I INTRODUCTION II General Location and Description A Location and Existing Conditions B Proposed Development III Drainage Basins and Subbasins A Major Basin Description B Offsite Drainage Basins IV Drainage Design Criteria V Drainage Facility Design A On -site Drainage — Shop Area (NE Corner of Parcel) B On -site Drainage — Sales Lot Area (Along Hwy 34) C Water Quality and Detention VI Conclusion VII. Appendix Appendix A— Vicinity Map Appendix B — Drainage Basin Plans Appendix C— Flood Plain Map - FIRM Map Panel Appendix D — Hydrologic Soil Group Appendix E — NOAA Atlas 14 — Precipitation Values Appendix F — Rational Method Runoff Calculations Appendix G — Detention Pond Calculations i u 1 1 1 1 2 2 3 3 4 4 5 6 7 8 8 10 16 18 27 32 71 December 13, 2017 Truck Sales and Service Facility Drainage Report CERTIFICATION I hereby affirm that this Drainage Report was prepared under my responsible charge for the owner's thereof and to my knowledge is accurate and adherent to the applicable standards and rules provided by Weld County, Colorado. Signature: Name Print: Company Name: Address: City, State, Zip: Phone: Fax: Email: Cate: Christopher J. Clark, PE UELS, LLC 85 South 200 East Vernal, Utah 84078 (435) 789-1017 (435) 789-1813 cclark@uintahgroup.com December 13, 2017 PE Stamp 11 Truck Sales and Service Facility Drainage Report I. INTRODUCTION The purpose of this report is to present the proposed storm drainage improvements for the Western Equipment and Truck Company's proposed Truck Sales and Service Center development located in Section 4, T4N, R63W, 6th P M With the development of a site, it can be expected to increase the impervious ground cover and thus, an increase in peak stormwater runoff This report examines tfte undeveloped flow patterns of off - site and on -site drainage basins and the proposed stormwater facilities designed to mitigate the downstream impact of increased stormwater runoff The contents of this report are prepared in accordance with the Weld County Code for a Drainage Report in conjunction with a Use By Special Review submittal II. GENERAL LOCATION AND DESCRIPTI t N A. LOCATION AND EXISTING CONDITIONS The proposed Truck Sales and Service Center development site is located on an approximately 640 Acre parcel located south of WCR 50 and north of Highway 34 in Weld County A vicinity map is included in Appendix A This parcel is owned by WETCO Farms, Inc , which is also the owner of Western Equipment and Truck Co , Inc The site is zoned agricultural The existing parcel currently operates as a crop farm This year the crop that was planted and harvested was field corn There are several oil & gas wells located on the site and a production facility is located on the north side of the site along WCR 50 A small shop exists on the proposed Truck Shop area in the northeast corner of the parcel Western Equipment & Truck Co , Inc is seeking to permit this development to operate a Truck Service Center and Shop near WCR 50 and a Truck Sales Lot near Highway 34 Drainage at the proposed site currently sheet flows to the northeast across the farm field South of the Truck Shop Area the drainage historically has ponded due to this area being flat It has not posed an issue with flooding as there are not any structures located in this area, but does become soft for a period after rain events The low area is currently and will continue to be farmed The flat area extends to the East to the neighboring property (also a field) and then generally flows to the north-northeast The historic drainage plan for the site is attached to this report in Appendix B B. PROPOSED DEVELOPMENT The improvements will include the development of two sites on the WETCO Farms property The northeastern site, adjacent to WCR 50, will be approximately 816 Acres in size A new 20,276 SF office/shop building will be constructed on this site The building will consist of a front lobby and office area and the rear of the building ,will be a 10 -bay (pull through) shop area, where semi -trucks will be serviced Adjacent to the new building is an existing 4,225 SF shop that will also be used for the business operations The site will improve the existing northwest access to WCR 50 to accommodate the larger truck traffic in and out of the site The vehicle travel areas area of the site will be paved with concrete pavement There will be two Detention Ponds located on the site, one located in the northeast corner of the site and one in the southwest corner of the site The second development area will be used as a sales lot area located in the southeast corner of the parcel along Highway 34 The sales lot area will be a 7 36 Acre site for the use of parking trucks and equipment along Highway 34 for sale The sales lot area will be surfaces with gravel The north edge of the site is bounded by the Latham Irrigation Ditch with runs southeast across the site The south edge of the site is bounded by the December 13 2017 Truck Sales and Service Facility Drainage Report highway In addition to the Sales Lot, an additional 0 61 Acres to the north of the Latham Ditch will be a Detention Pond collecting runoff from the Truck Sales Lot The existing field access onto Highway 34 will be expanded to accommodate truck traffic in and out of the site At that location, the existing field access road crosses the Latham Ditch An existing 60 -inch culvert will be extended by approximately 50 feet and a new 12 -inch headwall will be constructed on each side of the ditch crossing to accommodate the truck traffic as well The existing field access road between the shop area and the sales lot will be utilized to move trucks from the shop area to the sales lot This field access road is currently surfaced with pulverized asphalt and gravels No additional improvements to the access road are anticipated Generally, the west and south area, south of the new shop, storm water is collected by sloping concrete slabs to a centralized catch basin The stormwater runoff from the roof of the new shop will be collected in gutters and downspouts which will discharge into underground storm drain piping that will convey the runoff to a catch basin The storm water is then conveyed by storm drain piping to the Detention Pond in the southwest corner of the site The area north of the new shop is collected in a gutter that runs along the west and north edges of the site The gutter conveys the storm water to a catch basin and then is conveyed by storm drain piping to the Detention Pond in the northeast corner of the site East of the new shop, the storm water will be collected in a concrete waterway that will discharge into a catch basin and piped to the Detention Pond in the northeast corner of the site The Detention ponds are sized to accommodate the 100 -year runoff volumes from the newly developed areas and will release the stormwater rate equivalent to the 5 -year historic (pre -development) runoff rate The release rate will be managed by the use of an outlet structure with an orifice plate to treat and manage the Water Quality Capture Volume and then a second stage will discharge through an outlet pipe that is outfitted with a restnctor plate Offsite basin runoff flows will be managed by, several methods The Shop Area is going to be built up using imported fill The depth of the fill will be sufficient to direct the off -site basin flows around the site and into the historic channels The sales lot may capture a small portion of the runoff from the north edge of the highway This stormwater runoff will be routed over the emergency spillway of the Detention Pond All other areas will naturally divert around the sites The offsite drainage plan and developed drainage plan have been attached to this report in Appendix B III. DRAINAGE BASINS AND SUBBASINS A. MAJOR BASIN DESCRIPTION The subject property is located in rural Weld County and is surrounded by agricultural land to the north, west, south, and east There are a few individual residences on the agricultural land surrounding the property The project site lies in a FEMA designated area, Zone X "areas determined to be outside the 0 2% annual chance floodplain" The development site is located in Flood Insurance Rate Map (FIRM), Community Panel No 08123C 1800E, attached to this report as Appendix C According to the NRCS Web Soil Survey, the off -site basins consist of Nunn clay loam, 0 to 1 percent slopes, Olney fine sandy loam, 1 to 3 percent slopes, Valent sand, 3 to 9 percent slopes, and Vona loamy December 13, 2017 Truck Sales and Service Facility Drainage Report sand 0 to 9 percent slopes The on -site soils consist of Nunn clay loam, 0 to 1 percent slopes in the shop development area, and the sale lot area soils consist of Vona loamy sand, 0 to 3 percent slopes and Valent sand, 3 to 9 percent slopes The Nunn clay loam soils have a slow infiltration rate when thoroughly wet ' The Vonal loamy sand and Valent sand have high infiltration rates (low runoff potential) when thoroughly wet The hydrologic soil group types at the Shop Area and the Sales Lot are, respectively, type C and A Refer to the web soil survey reports located in Appendix D B. OFFSITE DRAINAGE BASINS The project site is located within one historic drainage basin The location of the development site more or less naturally divert the stormwater around the site The off -site basin will be divided into three areas that flow toward the two sites A portion of the basin will flow towards CR 50 and collect along the southern side drainage ditch of the road This basin has been designated as Offsite Basin A (OS -A) Another portion of this basin flows toward the Shop area in the northeast corner of the site, which has been designated as Offsite Basin B (OS -B) Runoff from this basin flows northeast towards the Shop Area This runoff from OS - B will be calculated to size the culverts crossing the improved access into the Shop Area There is a small area which would flow onto the Sales Lot area, which has been designated as Offsite Basin C (OS -C) Runoff from this basin flows north towards the Sales Lot area The runoff from OS -C will flow into the Detention Pond -3 and is designed to overflow the Emergency Spillway Runoff coefficients are calculated for each site soil type using the methods detailed in the Urban Storm Drainage Cntena Manual, Volume 1, Ch 5 The Rational Method will be used to analyze the historic peak flows The time of concentration for the basin was estimated using the methods detailed within the Urban Storm Drainage Cntena Manual, Volume 1, Ch 5 Peak flows for the 5 -year and 100 -year storm events for the off -site drainage basin have been provided in the table below Table 1 - Off -site Drainage Basin Peak Runoff Flows Basin ID Basin Size (Ac Peak Flow 5-Yr (cfsl Peak Flow 100-Yr (cfs Design Point OS -A OS -B OS -C - , ��' i/+ _83 31' �`„ 4 v ,-,, f1�'.� qre� ' ,I ' 25'8- ' FM,il� y�'�1 ' + =183 7 jL`k _ t`�y �� :, =rn1, w ' ,.,:`,.4.-:, 66 63 117 119 4 2 ,,rs , 1° 18 -":- ,' - ? « 0 6: ,"- , � � � +, ; „ , %-":1-,-,, A Drainage Plan is included with this report showing the boundaries of the Off -site Drainage Basins Reference the Drainage Plan for the Off -site Basins in Appendix B IV. DRAINAGE DESIGN CRITERIA This report is prepared in compliance with the Urban Storm Drainage Cntena Manual, Volumes 1, 2, and 3, Weld County Code, and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manuals Volumes 1, 2, and 3 Based on this criterion, a 100 -year storm is used as the major storm event and a 5 -year storm is used as the minor storm event when evaluating existing and proposed drainage facilities December 13 201- Truck Sales and Service Facility Drainage Report Runoff Calculations For drainage basins less than 160 acres in area, the Rational Method was used to calculate the stormwater runoff The time of concentraction for the basins was estimated using the methods detailed within Urban Storm Drainage Cntena Manual, Volume 1, Ch 5 The hydrologic runoff calculations and time of concentration calculations are included with this report in Appendix F Rainfall Data Site rainfall depth information was obtained from the National Oceanic and Atmospheric Administration (NOAA) Atlas 14, Volume 8, Version 2, Precipitation -Frequency Atlas of the United States (2013) This data supersedes the default rainfall depth information provided in the Urban Storm Drainage Cntena Manual The current NOAA data was used for the determination of the point rainfall data The NOAA data formed the basis of the inflow -duration -frequency (IDF) calculations for other storm frequencies and durations using Urban Drainage methods Rainfall data is presented in Appendix E Pipe and Culvert Sizing: Site storm infrastructure capacities have been evaluated using Manning's Equation The culverts on -site were sized to convey the 5 -year storm event The storm drain piping was also sized to convey the 5 -year storm event Additionally, the outlet pipe from the detention pond is sized for a specific release rate of the 5 -year historic flow with the use of a restnctor plate Erosion control devices will be provided at all culvert and swale outlets to protect against downstream erosion Culvert sizes were determined using Culvertmaster software Pipe sizing calculations were determined using Flowmaster software The hydraulic calculations for Pipe and Culvert Sizing are included in this report in Appendix F Drainage Channel Sizing Irrigation ditch, diversion ditch, or swale capacities have been evaluated using ' Manning's Equation The channels are sized to convey the 5 -year storm event runoff flows The channel capacities were calculated using Flowmaster software The hydraulic calculations for the Drainage Channels are included with this report in Appendix F Detention Pond Sizing: The detention pond volume has been determined using the UDFCD's Detention Design — UD-Detention v2 34 spreadsheet Detention Ponds 1 through 3 are sized to detain the 100 -year developed storm event runoff from the site's drainage basins (refer to the drainage basin plans in the appendix) The detention ponds will be configured to release no more than the 5 -year historic flow at the points of analysis in accordance with Weld County criteria A minimum of one foot of freeboard will be provided for the detention pond The required water quality capture volume will be contained within the detention volume for the detention pond An emergency spillway, in the form of a concrete weir and armored slope, is proposed to convey the 100 -year flow rate under a plugged orifice condition Detailed detention pond calculations have been provided in Appendix G Water Quality Pond Sizing Water quality ponds are required prior to releasing stormwater runoff from the development The ponds will include a water,quality orifice plate on the outlet structure in accordance with the Urban Storm Drainage Criteria Manual The volume added to the detention pond to account for water quality was determined following UDFCD's Detention Design — UD Detention v2 34 spreadsheet Detailed water quality pond sizing information is presented in Appendix G V. DRAINAGE FACILITY DESIGN A. ON -SITE DRAINAGE - SHOP AREA (NE CORNER OF PARCEL) The Shop Area's stormwater management will include the construction of two detention ponds Detention December 13, 20l i Truck Sales and Service Facility Drainage Report Pond -1 is located in the southwest corner of the Shop Area and will outlet into a low area of the field on the parcel On -site drainage basins B-1 through B-12 will be conveyed to the detention pond through a system of sloping concrete pavement, catch basins, and storm drain piping The following table provides peak runoff flow rates for the on -site drainage basins flowing to Detention Pond —1 Table 2 - Detention Pond -1 Drainage Basin (B) Runoff Flows Basin ID Basin Size (Ac Peak Flow 5-Yr (cfsl Peak Flow 100-Yr (cfs Design Point 8-1 B-2 B-3 8-4 e-5 B-6 87 8-8 B-9 8-10 B-11 8-12 f ., 027,r,,,e .25` ,-''',,»` 07 -s,„ ` ,1'8`';' "' r. . ' ;� `"t -, 0 33 0 7 1 9 5, z . =, ; : d, 0 26,;.M ! 1 A. ,f'4; ;« A6` " ''f,''' n ,' n ,/,4}1 s, R v ' ;;'i y6 ,J,ti'; 'I., 048 22 56 7 n 4M� � .0 30 .'``,.-c:"'": -�; v �t- , <0 7-7-,,,'' ,7,-,,,„‘ ''>,',��1 T`;.�:. , '^, ft Y'. 8 --',„-:::,-,,3.,:;-, 0 51 1 3 3 3 9 r -a ,.-Is 048 ,,k''' : z `r�38,�,,�k'W � ", _ 980<< „< .'n"h X10 3.:'',-7.-:',':, 0 43 1 0 2 6 11 iF ` ,''?--;;-;',..,1:0 46,' '''1.';':-- '' < = , ',''',1 1;.,, `_ a ,,, f; 2 g'„ r ^' ,'r ; '"x' k ter' 043 52 133 13 Zr,--t-`-,f, _050x; ;� ,`: , =�r„ a _ 1``.301'~` , ` 14'' ,;`:4,,,-, , 071 08 33 15 The 5 -year runoff flows were used to calculate the storm drain pipe sizes to convey the runoff to the Detention Pond -1 Detention Pond -2 is located in the northeast corner of the site and will outlet into the southern ditch of CR 50 Table 3 - Detention Pond -2 Drainage Basin (A) Flows Basin ID Basin Size (Ac Peak Flow 5-Yr (cfsl Peak Flow 100-Yr (cfs Design Point 8-1 s ',',A,-1.. -,,027;°cw_, . , i 0T ,-- ,--,'71;8„,, `” r, '18, ,z - ,z�,=� B-2 033 07 19 5 B-3 t .;'., r 0 6`. 5 z,� . �� ,� 2�r n.tY uf.. .- .,=� ,�� s � r "4' -rr �� r ,,,,,.•_, x y, i , ' r„1 -u ��, , �, �a: r$r'; The 5 -year runoff flows were used to calculate the storm drain pipe sizes to convey the runoff to the Detention Pond -1 B. ON -SITE DRAINAGE - SALES LOT AREA ALONG HWY 34) The Sales Lot Area's stormwater management will include the construction of one detention pond that will be located on the north of the Latham Ditch and Field Access Road The Sales Lot Area currently slopes from South to North A catch basin will be installed at the low point of the graveled area A storm drain pipe will be installed below Latham Ditch and the Field Access Road and will discharge into Detention Pond -3 The following table provides peak runoff flow rates for the on -site drainage basins flowing to Detention Pond -3 December 13 201 Truck Sales and Service Facility Drainage Report Table 4 - Detention Pond -3 Drainage Basin (C) Runoff Flows Basin ID Basin Size (Ac Peak Flow 5-Yr (cfsl Peak Flow 100-Yr (ifs Design Point C-1 ;ti :,:l 736. y. ,, 48-, '`>� ' -«182 ,` ` ',,,, ,,,,-,"''...,-1 , � C-2 022 00 05 2 The Sales Lot Area is separated from the Detention Pond -3 by Latham Ditch and the Field Access Road The storm drain pipe conveyance between the Sales Lot Area and the Detention Pond -3 was sized to convey the 100 -year peak runoff flows to ensure all of the Sales Lot Area's storm water would be captured in the Detention Pond C. WATER QUALITY AND DETENTION The proposed water quality feature for the site is a water quality capture pond This water volume will be located within each of the respective Detention Ponds The water quality for the detention pond was sized in accordance with the Urban Storm Drainage Cntena Manual, Volume 1, 2, and 3 The water quality feature is designed to handle the runoff from the developed portions of the site Developed runoff flows are designed to route through the water quality feature Per Urban Storm Drainage standards, 120% of the water quality volume will be provided The proposed water quality volume drain time is 40 hours An orifice plate is proposed as the water quality feature affixed to each of the pond's outlet structures The WQCV is included in the detention pond volume for each of the drainage basins WQCV calculations are presented in Appendix G A storage volume summary is provided in the table below As mentioned previously, there are three detention ponds designed to collect runoff from the developed site Each of the detention ponds collects the runoff and discharges to each of the outfall points at a rate that does not exceed the 5 -year historic runoff rate The following tables presents a summary of the Detention Pond sizing Table 5 - Detention Pond -1 Summary Detention Pond Calculations Drainage Area (acres) % Impervious of Drainage Area Time of Concentration (minutes) Wafer Quality Capture Volume (ac -ft) Total Required Storage (ac -ft) Total Storage (ac -ft) 5'15'- 81 00 -14 021 ;1O 7„ . 0 68 December 13, 2017 Truck Sales and Service Facility Drainage Report Table 6 - Detention Pond -2 Summary Detention Pond Calculations Drainage Area (acres) % Impervious of Drainage Area Time of Concentration (minutes) Water Quality Capture Volume (ac -ft) Total Required Storage (ac -ft) Total Storage (ac -ft) -,206s_ 75 00 0 081 0 26 Table 7 - Detention Pond -3 Summary Detention Pond Calculations Drainage Area (acres) % Impervious of Drainage Area Time of Concentration (minutes) Water Quality Capture Volume (ac -ti) Total Required Storage (ac -ft) Total Storage (ac -ft) 765' 38 5 15 - 0138 „0 7,3 0 75 Additional detention pond calculations, including WQCV orifice plate design, outlet pipe restnctor plate design, and emergency spillway design, are included in Appendix G of this report VI. CONCLUSION This report was prepared in compliance with the Weld County Code and the Weld County Storm Drainage Criteria Addendum to the Urban Storm Drainage Criteria Manual Volumes, 1, 2, and 3 The proposed drainage system for the improvements to the Highway 34 site will provide detention for the developed section of the site Releasing flows at the 5 -year historic rate Releases are as near to the points of design as practical and are not expected to increase or cause adverse impacts on downstream property owners This Drainage Report is being submitted to Weld County for review and approval December 13, 2017 Truck Sales and Service Facility Drainage Report VII. APPENDIX APPENDIX A - VICINITY MAP i December 13, 201- [T5N] T4N HIGHWAY N30. Vw T5N R WETCO FARMS, INC. 105104000001 caWAR 50. irst LEGEND: UINT UELS, LLC ('corporate Office * 85 South 200 East Vernal, I T 84078 * (435) 7x9-101, N PROPOSED SHOP AREA N PROPOSED SALES L()T AREA N IGHWAY Si_ R 63 NV WESTERN EQUIPMENT & TRUCK CO., INC. TRUCK SALES AND SERVICE CENTER SEC. 4, T4N, R63W, 6TH P.M. WELD COUNTY, COLORADO DRAWN BY: C.J.C. DATE DRAWN 12-13-2017 SCALE: 1" = 1,000' REVISED. VICINITY MAP A-1 FNGINFFRING 8 I AND SURVFYINC ; Truck Sales and Service Facility Drainage Report APPENDIX B — DRAINAGE BASIN PLANS 1 Off -Site Drainage Plan 2 Historic Drainage Plan 3 Historic Drainage Plan 4 On -Site Drainage Plan — 5 On -Site Drainage Plan — — D-1 — Shop Area — D-2 — Sales Lot Area — D-3 Shop Area — D-4 Sales Lot Area — D-5 December 13, 2017 SUMMARY RUNOFF TABLE DESIGN POINT BASIN AREA (Ac) RUNOFF 5-YR (cfs) PEAK 100-YR (cfs) LATHAM IRRIGATION DITCH f' V CN\ LEGEND: DIRECTION OF FLOW ARROW UINTAH 1 E LS, LC.(' Corporate Office ' 85 South 200 Fast Vernal, UT 84978 " 1435) 789-1(117 WESTERN EQUIPMENT & TRUCK CO., INC. 7 SYMBOL LEGEND DESIGN POINT DRAINAGE BASIN DESIGNATION 5-YR WEIGHTED RUNOFF COEFFICIEN r DRAINAGE BASIN AREA (ACRES) grit 5U ROAD SIDE DITCH tiIIOP AREA AREA •736AC TRUCK SALES LOT AREA -736AC p FLOW TO 1F . POND -3 HISTORIC' FLOW OFF -SITE J TRUCK SALES AND SERVICE CENTER SEC. 4, T4N, R63W, 6TH P.M. WELD COUNTY, COLORADO DRAWN BY. C.J.C. DATE DRAWN. 12-13-2017 SCALF 1" _ 5(0' REVISED OFF -SHE DRAINAGE. PLAN D-1 SUMMARY RUNOFF TABLE SYMBOL LEGEND DESIGN POINT BASIN AREA (Ac) HISTORIC RUNOFF 5-YR (cfs) 1 2.06 1.0 4 515 2.3 •`w •'w rtw •W r/w _ nw t rtw_ _ DESIGN POINT - DRAINAGE BASIN DESIGNATION - 5-YR WEIGHTED RUNOFF COEFFICIENT DRAINAGE BASIN AREA (ACRES) r/w rrw rtw VCR 5o II --II- -II--11--II--n- 0000 00 INa—t —E1 Frn ar Septic System Area It 1 INV-4563.98 =IL MC PROPOSED OFFICE/SHOP BUILDING AREA - 20,276 SF FFE - 4570.6' 1 1 it I I I I I i Detention Pond -1 3 1 Side Slopes 28,300 CF 0 4*'::Qi-s x74:0 „/„.7.72 Detention Pond -2 3 1 Side Slopes 3' Depthll' Freeboard 10,160 CF Li EX. SHOP AREA - 4,225 SF FFE - 4567.1' OVA TOO rARMS ]'a-PRQCVCp4 Outfall Structure LEGEND: NEINID• DIRE( "T lo\ OF El MN \RRO\\ V Outfall Structure '. O w[ Teo raRNs we L N I i WESTERN EQUIPMENT & TRi ('I: ('O., INC. TRI Ch SALES .%ND SERVICE CENTER SEC. 4, T -IN, R63W, 6TII P.M. WELL) COI NTV, COLORADO r)RA\1'\ 13Y C .1 C DATE DR \\V N 1 _2- I L. r' FELS, LIE Corporate Office ' 85 South 2011 Fa t Vernal, l T 84078 ^ (435) 78'9-1017 Sr,\I I, I" so REVISED HISTORIC DRAINAGE PLAN D-2 SUMMARY RUNOFF TABLE DESIGN POINT \ '- - \ /y. \ \ \ \ \ \ '.e. \ \ \ \ \ \ \ \ N \ \ \ \ \ \ \ \ \ N' \ 'At) \ \ r \ \ \ \ \ "Ns. \\ \ \ N. \ \ \ \ \ \ \ \ BASIN AREA (Ac) HISTORIC RUNOFF 5-YR (cfs) LEGEND: "1/4 YIN. TAF mmlillo DIRECTION OF FLOW ARROW t:ELS, Lit Corporate Office ' 85 South 200 Fast Vernal, I; T 84078 " (435) 789-11117 \ \ \ N ANA'S 1-4 \ / /! / / / / / 1/ N SYMBOL LEGEND DESIGN POINT DRAINAGE BASIN DESIGNATION 5-YR WEIGHTED RUNOFF COEFFICIENT DRAINAGE BASIN AREA (ACRES) INV-458 LP -4599.30 TRUCK SALES LOT AREA - 7 JS AC \ -A.i \ \ 'N \ \ \ \ \ \ 4c. \ \ \ \ \ \ \\\ \ \ \ \ 1 N WESTERN EQUIPMENT & TRUCK CO., INC. 1'Rl (: k SALES AND SERVICE CENTER SEC. 4, T4N, R63W, 6TH P.M. WELD COUNTY, COLORADO DRAWN BY C.J.C. SCALE- I.. 100' DATE DRAWN: 12-13-2017 REVISED ON -SITE DRAINAGE PLAN D-3 SUMMARY RUNOFF TABLE SYMBOL LEGEND DESIGN POINT BASIN AREA (Ac) RUNOFF S-YR (cfs) PEAK 100-YR (cfs) 1 070 1.5 3.8 2 112 27 68 3 0.25 4 027 0.7 1.8 5 0.33 0.7 19 6 026 1.6 41 7 048 2.2 5.6 8 030 07 1.7 9 051 1.3 3.3 10 048 3.8 9 8 11 043 1.0 26 12 046 1.1 2.8 13 043 52 133 14 050 1.2 3.0 15 071 lernw At rw rnv riw A A -d AC C DESIGN POINT -- DRAINAGE BASIN DESIGNATION - 5-YR WEIGHTED RUNOFF COEFFICIENT DRAINAGE BASIN AREA (ACRES) 4w: — --1+44! 7or-- 't' --- n w rw IND II- —II_ 1 'B OOOO ■ re ao Septic System Area • B-3 CD 0261075 .• W('R Ti) T8'ST PROPOSED ■ OFFICE/SHOP BUILDING AREA - 20,276 SF FFE - 4570.6' ■%i'+ f r 28.9' of 8" PVC at 0.6% • a • • 4 Detention Pond -2 3 1 Side Slopes 3' Depth/1' Freeboard 10,160 CF EX. SHOP y AREA - 4,225 SF if FFE - 4567.1' I I' 12" ST t ST • i i 1 I 10' ST js Y I I • B-7 048075 At bl Aka ST 'B-10 04 3075/ - /cti h or' 4 r f _ Detention Pond -1 3 1 Side Slopes 28,300 CF 1f. 10" ST ST : ' J 10' ST T I I I .14 1 � I L 10* ST Si B-1 1 Si £ 50 '5 e a H • I Outfall Structure LEGEND: se. DIRECTION OF FLOW kRROW AWE uiISrrAH f a. I - PAt'CO . •s.• WESTERN EQUIPMENT & TRUCK CO., INC. TRUCK SALES .t ND SERVICE CENTER SEC. 4, T41, R63W, 6TH P.M. WELD COl \ TY, COLORADO DRAWN BY C J C DATE DRAWN 0I7 t ELS, I.I.C Corporate Office = 85 South 290 Fast Vernal. IT 84978 * (435) 789-1017 SCALE. I • - MO' REVISED ON -SITE DRAINAGE PLAN D-4 SL'MMAR1 R `OFF TABLE DESIGN POINT BASIN AREA (Ac) RUNOFF 5-YR (cfs) PEAK 100-YR (cfs) SYMBOL LEGEND e DESIGN POINT 1 736 4.8 182 ea- .. N \ \ \ , N "4p \ \� \ N. \ N \ \ \ Nom. \ \ N \ \ \ N. \ ' 18,93 i INV-458 115.5 of 18" Corrugated HOPE Pipe @ 8.8% TRUCK SA LES LOT AREA • 7 *AC. N. Ilhat toaIIee �ts`nsveX*,utoc*'Ka LEGEND: DIRECTION OF FLOW ARROW #49.4t, V 14TAH [-ELS, l.1.(' Corporate Office ' 85 South 200 East Vernal, l T 84078 = 435) 789-11117 \ \ \ i $ *Wen) r4 . 311. r- iM iJ r NCNB 7.0 N c \ \ \ \ \ \/ /!\'\ \ / / / \ \ \ ' A-0 AC C DRAINAGE BASIN DESIGNATION �-- 5-YR WEIGHTED RUNOFF COEFFICIENT DRAINAGE BASIN AREA (ACRES) Outfall Structure ft 0 \ \ i at N \ \ \ \ \ \ \ \ \ \ \ \ \ « \ \ \ \ \ WESTERN EQI IPMENT & TRUCK CO., INC. TRUCK SALES .tND SERVICE CENTER SEC. 4, T4\. 1463W, 6TH P.M. WELD COl \TY, COLORADO DRAWN BY C.J.C SCALE: I I00' DATE DRAWN. 12-13-2017 REVISED ON -SITE DRAINAGE PLAN D -S Truck Sales and Service Facility Drainage Report APPENDIX C - FLOOD PLAIN MAP = FIRM MAP PANEL December 13 3017 C SOUTH Mine RIVER LL0095 Litwin.' Intake (‘‘r/la( ••' •.. ••• ••••. •• ••• •S. � •►► ••. • • .•�• • • r • '•,•e•.•••• ••• •• • • •• • . • • . . '47°"'"E 548000mE JOINS PANEL 1600 Proposed Shop Facility_ Prupu I Sales Lot PANEL 1600E FIRM 4000 iFEET FLOOD INSURANCE RATE MAP WELL) ( *(fl►NTY, COLORADO AND INCORPORATED tRE:As PANEL 1100 OF 2260 Mt MAP INDEX FOR FIRM PANEL LAYOUTt COSA H1)� S Wm' ISO OCAS, Noire le UflN The lisp *Mot .leant 4tiow Mort be tall ISM SIN elan !la CamaNy NtNNr Sit Move Mould w am on aflos S to 114 aft" awnwnsdy l cdctal I MAP NUMBER 08123C1800E EFFECTIVE DATE JANUARY 20, 2016 rr/c. tt 1.k Sloongcalrot Tito( Western Equipment and Truck Co., Inc Truck Sales Lot and Shop Facility Drawn By C.J.C. Date 11/06/2017 * an Woo copy at . portan of Ma above rSbranced flood map it . a .iSnsa usurp F Ara On-a.ana Tha map data nat rases a:hflAIM t+r amOndnsru. Whitt may new Oven made 1/lt{actant 10 the an* on tow ruts bloc* For this dust product adorn lion about lawns Food tnswns Procyon► food mice check mo FEMA Ebbw woe ewe at www.re»c soma pa Truck Sales and Service Facility Drainage Report APPENDIX D - HYDROLOGIC SOIL GROUP December 13, 2017 Hydrologic Soil Group Weld County. Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOl) Area of Interest (AO') Soils Soil Rating Polygons U A A/D u B II B/D C I C/D D U Not rated or not available Soil Rating Lines A AID r%0 B O C The soil surveys that comprise your AOI were mapped at 1:24.000. • • D C/D D Not rated or not available Water Features Streams and Canals Transportation +--+ Rails ^s/ Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. 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: Weld County. Colorado, Southern Part Survey Area Data: Version 15, Sep 22, 2016 Soil map units are labeled (as space allows) for map scales •%0 D 1:50.000 or larger. • Not rated or not available Soil Rating Points ® u. A/D � B B/D Date(s) aerial images were photographed: Jul 17, 2015 Sep 22, 2016 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 Web Soil Survey Conservation Service National Cooperative Soil Survey 10/27/2017 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydro9ogic Soil Group ,1 1:::-7ea - +fry,. / '""-, : ,M r,,` _ , hx,-”, 2 i ""r� �� Y i 'V�n r Ike'', .rs, , ty Map unitsymbol' 4,' � ♦ _ c ',, Map unit name n , ,3r 3O' ` Rating i ` ' i � ,� r = Acres in AOI r, ,, �' ..r x 1 JW Percent of ACM,: ! Y 4 , H 1< . 41 I Nunn clay loam, 0 to 1 percent slopes C 11 2 49 3% 70 Valent sand, 3 to 9 percent slopes A 4 0 17 8% 72 Vona loamy sand, 0 to 3 percent slopes A 3 5 15 6% 77 Vona sandy loam, 3 to 5 percent slopes A 3 9 17 3% i Totals for Area of Interest 22 6 100 0% Description Hydrologic soil groups are based on estimates of runoff potential Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (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 USDA Natural Resources Web Soil Survey —0111 Conservation Service National Cooperative Soil Survey 10/27/2017 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Rating Options Aggregation Method Dominant Condition Component Percent Cutoff None Specified Tie -break Rule Higher USDA Natural Resources Conservation Service Web Soil Survey National Cooperative Soil Survey 10/27/2017 Page 4 of 4 40° 21 1" N 40° 19' 55" N 8 8 104° 27 27 W Hydrologic Soil Group —Weld County.. Colorado, Southern Part 546100 546300 I I I I 546100 546300 546,50E 546700 546900 c Map Scale: 1:9,910 if punted on A portrait (8.5" x 11") sheet. rN ° Meters 0 N 0 100 200 400 600 A 547100 Feet 0 1 450 900 1800 2700 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 547500 104" 26'22' W 104° 26' 22" W 8 40° 21 1 N 40° 19' 55" N USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey 12/13/2017 Page 1 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part MAP LEGEND Area of Interest (AOI) Area of Interest (AOI) Soils Soil Rating Polygons U A 1 1 A/D itsc U B B/D C C/D D Not rated or not available Soil Rating Lines .- A ..�► A/D rso ,,. - B/D iskor C C / D "so D r • Not rated or not available Soil Rating Points • • • A A/D B B/D ■ • • MAP INFORMATION C The soil surveys that comprise your AOI were mapped at 1:24.000. C/D D Not rated or not available Water Features Streams and Canals Transportation +.+.+ Rails a./ Interstate Highways ,,. g US Routes Major Roads Local Roads Background a Aerial Photography Warning: Soil Map may not be valid at this scale. Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale. 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 tl ie 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: Weld County, Colorado, Southern Part Survey Area Data: Version 16. Oct 10, 2017 Soil map units are labeled (as space allows) for map scales 1:50.000 or larger. Date(s) aerial images were photographed: Jul 17, 2015 Sep 22, 2016 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 Web Soil Survey a Conservation Service National Cooperative Soil Survey 12/13/2017 Page 2 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Hydrologic Soil Group �'Ft C,'; f .tJ -n ' ';,'' '"s " t k't,'l'",, Y-`,� r,'. "'',ns-,''<< tr ;�r"ft,`, - „ ,ea 4 . Map unit symbol , , , -Map unit name ;' 'Rating . Acres in AOI ' _ ' Percent of AOI 41 Nunn clay loam, 0 to 1 percent slopes C 87 4 16 9% 47 Olney fine sandy loam, 1 to 3 percent slopes B 35 8 6 9% 70 Valent sand, 3 to 9 percent slopes A 26 5 5 1% 72 I Vona loamy sand, 0 to 3 percent slopes A 85 4 16 5% ' 73 1 Vona loamy sand, 3 to 5 percent slopes A 36 1 7 0% 1 74 Vona loamy sand, 5 to 9 percent slopes A 166 4 32 1% ' 77 Vona sandy loam, 3 to 5 percent slopes A 80 7 15 6% I Totals for Area of Interest 518 3 100 0% USDA Natural Resources Web Soil Survey elm Conservation Service National Cooperative Soil Survey 12/13/2017 Page 3 of 4 Hydrologic Soil Group —Weld County, Colorado, Southern Part Description Hydrologic soil groups are based on estimates of runoff potential Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (ND, B/D, and C/D) The groups are defined as follows Group A Soils having a high infiltration rate (low runoff potential) when thoroughly wet These consist mainly of deep, well drained to excessively drained sands or gravelly sands These soils have a high rate of water transmissionI Group B Soils having a moderate infiltration rate when thoroughly wet These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture These soils have a moderate rate of water transmission Group C Soils having a slow infiltration rate when thoroughly wet These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture These soils have a slow rate of water transmission Group D Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material These soils have a very slow rate of water transmission If a soil is assigned to a dual hydrologic group (ND, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas Only the soils that in their natural condition are in group D are assigned to dual classes Rating Options Aggregation Method Dominant Condition Component Percent Cutoff None Specified Tie -break Rule Higher USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 12/13/2017 Page 4 of 4 Truck Sales and Service Facility Drainage Report APPENDIX E - NOAA ATLAS 14 - PRECIPITATION VALUES December 13, 201- 10/27/2017 Precipitation Frequency Data Server NOAA Atlas 14, V olume 8, Version 2 Location name: Kersey, Colorado, USA * Latitude: 40.3472°, Longitude: -104.4417° Elevation: 4565.75 ft** * source: ESRI Maps "' source: USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Paviovic, Ishani Roy, Michael St. Laurent, Carl Trypaluk. Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches )1 Duration Average recurrence interval (years ) 1 2 5 10 25 50 100 200 500 1000 5 -min (0.199-0.311) 0.248 0.300 (0.240-0.376) 0.396 (0.316-0.499) 0.488 (0.387-0.617) 0.631 (0.490-0.845) 0.754 (0.567-1.02) 0.889 (0.644-1.23) 1.04 (0.718-1.47) 1.25 (0.830-1.82) 1.43 (0.914-2.09) 10 -min 0.363 (0.292-0.456) 0.439 (0.352-0.551) 0.580 (0.463-0.731) 0.714 (0.567-0.903) 0.923 (0.717-1.24) 1.10 (0.831-1.49) 1.30 (0.942-1.80) 1.52 (1.05-2.15) 1.84 (1.22-2.67) 2.10 (1.34-3.05) 15 -min 0.443 (0.356-0.556) 0.535 (0.429-0.672) 0.707 (0.565-0.891) 0.871 (0.691-1.10) 1.13 (0.875-1.51) 1.35 (1.01-1.82) (1.15-2.19) 1.59 1.86 (1.28-2.63) 2.24 (1.48-3.25) 2.56 (1.63-3.73) 30 -min 0.595 (0.478-0.747) 0.718 (0.576-0.902) 0.948 (0.757-1.19) 1.17 (0.926-1.48) 1.51 (1.17-2.02) 1.80 (1.36-2.44) 2.13 (1.54-2.94) 2.49 (1.72-3.52) 3.00 (1.99-4.36) (2.19-5.00) 3.43 60 -min 0.740 (0.594-0.929) 0.881 (0.706-1.11) 1.16 (0.922-1.45) 1.42 (1.13-1.80) 1.86 (1.45-2.50) 2.24 (1.69-3.03) 2.66 (1.93-3.69) 3.13 (2.17-4.45) 3.82 (2.53-5.56) 4.40 (2.81-6.41) 2 -hr 0.884 (0.716-1.10) 1.04 (0.843-1.30) 1.36 (1.10-1.70) 1.68 (1.35-2.11) 2.20 (1.74-2.95) 2.67 (2.03-3.59) 3.19 (2.34-4.39) 3.78 (2.64-5.33) 4.64 (3.11-6.70) 5.37 (3.46-7.75) 3 -hr 0.968 (0.787-1.20) 1.13 (0.918-1.40) 1.46 (1.19-1.82) 1.81 (1.45-2.25) 2.38 (1.89-3.18) 2.89 (2.22-3.88) 3.47 (2.56-4.76) 4.13 (2.91-5.80) 5.11 (3.44-7.34) 5.93 (3.84-8.51) 6 -hr 1.11 (0.911-1.36) 1.31 (1.07-1.60) 1.69 (1.38-2.08) 2.08 (1.69-2.57) 2.71 (2.16-3.57) 3.27 (2.53-4.34) 3.90 (2.90-5.28) 4.60 (3.27-6.39) 5.64 (3.83-8.02) 6.51 (4.26-9.26) 12 -hr 1.29 (1.07-1.56) 1.53 (1.26-1.86) 1.98 (1.63-2.41) 2.40 (1.97-2.94) 3.06 (2.45-3.96) 3.63 (2.82-4.73) 4.25 (3.17-5.66) 4.93 (3.52-6.74) 5.91 (4.04-8.28) 6.71 (4.44-9.45) 24 -hr 1.53 (1.27-1.84) 1.79 (1.49-2.15) 2.27 (1.88-2.74) 2.71 (2.24-3.29) 3.39 (2.73-4.33) 3.97 (3.11-5.11) 4.60 (3.46-6.06) 5.28 (3.80-7.14) 6.27 (4.32-8.68) 7.06 (4.72-9.85) 2 -day 1.76 (1.48-2.09) 2.06 (1.73-2.46) (2.17-3.10) 2.59 3.07 (2.55-3.69) 3.78 (3.06-4.74) 4.37 (3.44-5.54) 4.99 (3.78-6.48) 5.66 (4.11-7.55) 6.60 (4.59-9.03) 7.36 (4.96-10.2) 3 -day (1.63-2.28) 1.92 2.23 (1.88-2.64) 2.76 (2.33-3.29) 3.24 (2.71-3.87) 3.96 (3.22-4.93) 4.55 (3.60-5.74) 5.18 (3.95-6.69) 5.85 (4.27-7.76) 6.80 (4.76-9.26) 7.57 (5.13-10.4) 4 -day 2.05 (1.74-2.42) 2.36 (2.00-2.79) 2.91 (2.45-3.44) 3.39 (2.85-4.03) 4.11 (3.35-5.10) 4.70 (3.73-5.90) 5.33 (4.08-6.85) 6.01 (4.40-7.92) 6.95 (4.89-9.42) 7.71 (5.25-10.5) 7 -day 2.33 (1.99-2.73) 2.70 (2.30-3.16) 3.31 (2.81-3.89) 3.83 (3.24-4.52) 4.58 (3.74-5.60) (4.13-6.41) 5.18 5.79 (4.46-7.35) 6.43 (4.74-8.38) 7.31 (5.17-9.79) 8.00 (5.50-10.9) 10 -day 2.58 (2.21-3.00) 2.98 (2.56-3.48) 3.65 (3.12-4.27) 4.21 (3.58-4.95) 4.99 (4.09-6.04) 5.60 (4.48-6.87) 6.21 (4.79-7.81) 6.83 (5.05-8.83) 7.66 (5.44-10.2) 8.30 (5.73-11.2) 20 -day 3.31 (2.87-3.82) 3.80 (3.29-4.39) 4.58 (3.95-5.31) 5.22 (4.47-6.07) 6.08 (5.02-7.26) 6.73 (5.43-8.15) 7.37 (5.73-9.14) 8.00 (5.96-10.2) 8.82 (6.31-11.6) 9.43 (6.58-12.6) 30 -day 3.91 (3.41-4.49) 4.47 (3.89-5.13) 5.35 (4.64-6.16) 6.06 (5.22-7.01) 7.01 (5.81-8.30) 7.71 (6.25-9.28) 8.40 (6.56-10.3) 9.06 (6.79-11.5) 9.91 (7.13-12.9) 10.5 (7.39-14.0) 45 -day 4.65 (4.07-5.31) 5.31 (4.64-6.06) 6.35 (5.53-7.27) 7.17 (6.21-8.25) 8.25 (6.86-9.69) 9.04 (7.36-10.8) 9.79 (7.69-12.0) 10.5 (7.91-13.2) 11.4 (8.24-14.7) 12.0 (8.49-15.9) 60 -day 5.26 (4.62-5.98) 6.03 (5.29-6.85) 7.22 (6.31-8.23) 8.16 (7.09-9.34) 9.36 (7.81-10.9) 10.2 (8.35-12.1) 11.0 (8.70-13.4) 11.8 (8.91-14.7) 12.7 (9.24-16.3) 13.4 (9.48-17.6) Precipitation Numbers in parenthesis estimates (for upper bounds Please refer frequency (PF) estimates are PF estimates a given duration and average are not checked against probable to NOAA Atlas 14 document in this table are based on frequency analysis at lower and upper bounds of the 90% confidence recurrence interval) will be greater than the maximum precipitation (PMP) estimates for more information. of partial duration series (PDS). interval. The probability that upper bound (or less than the lower and may be higher than currently precipitation frequency bound) is 5%. Estimates at valid PMP values. Back to Top I https://hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.html?lat=40.3472&Ion=-104.4417&data=depth&units=english&series=pds 1/4 10/27/2017 Precipitation Frequency Data Server PF graphical PDS-based depth -duration -frequency (DDF) curves Latitude: 40 3472', Longitude: -104 4417' Duration NOAA Atlas 14, Volume 8, Version 2 25 50 100 200 500 1000 Average recurrence interval (years) Created (GMT): Fri Oct 27 15:59:51 2017 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration SIN 10-mtn f11n 80 -mm 2Mr 3-#1r 6 -hr 12 -hr 24 -hr ...... 2 -day •3-dast 4-d a y 1 -day 10 day 20 -day 30 -day 45 -day 60 -day https.//hdsc.nws.noaa.gov/hdsc/pfds/pfds_printpage.htmPlat=40.3472&Ion=-104.4417&data=depth&units=english&series=pds 2/4 10/27/2017 Precipitation Frequency Data Server Large scale terrain r :s 5: } .A 2 r-- r- Pte' 1 --I. r' ter FortCollins :_heyenne Large scale map \4\ t1@CflCifi: RI 'KM alibi" Fcresf Che Fort Collins Long nh,_,nt I -e"sb Boulder tilt/ of 100km 1 50mi I 1 Large scale aerial i I https://hdsc.nws.noaa.gov/hdsc/pfds/pfdsprintpage.html?lat=40.3472&Ion=-104.4417&data=depth&units=english&series=pds 3/4 10/27/2017 Precipitation Frequency Data Server Back to Top US Department of Commerce National Oceanic and Atmospheric Administration National Weather Service National Water Center 1325 East West Highway Silver Spring. MD 20910 Questions?. HDSC.QuestionsCa�noaa.gov Disclaimer https://hdsc.nws.noaa.gov/hdsc/pfds/pfdsjrintpage.html?lat=40.3472&Ion=-104.4417&data=depth&units=english&series=pds 4/4 Truck Sales and Service Facility Drainage Report APPENDIX F - RATIONAL METHOD UNOFF CALCULATIONS 1 Offsite Basin Runoff Calculations 2 Historic Basin Runoff Calculations 3 On -site Basin Runoff Calculations (A -B) 4 On -Site Basin Runoff Calculations (C) 5 Hydraulic Calculations (Flowmaster) 6 Culvertmaster Calculations Decembet 13, 2017 ens UINTAH Hal ('aunty Engineering di ('onsiruclion ('menu Table S-3 Recommended Percentage Imperviousness I'uluer LU11'U I at. 1 - I able 6-3 Recommended Percentage Imperviousness I aloes Impervious WEIGHTED IMPERVIOUS SURFACE CALCULATIONS Undeveloped Areas historic Flow Analysis 2% Greenbelts, Agricultural 2% Off -site flow analysis (Land Use Not Defined) Streets Recycled Asphalts l)e% eloped Areas Concrete Driveways Sidewalks Roofs NI IS('. Single -Family Res. 0.75-2.5 Acres Parks Playgrounds Berms/ Cut/Fill Slopes/ Landscaping 12/13/2017 Basin Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) krea (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Total Area (Ac) Percent Imperv. U 5-A 83.31 ,`I -,I 2.000 OS -B 66 63 —. , ,, , , , , _' . 0(I°. , OS -C . 0.34 . ) s-4 _, I . 18 305.2"0 0.00 0 00°-a U 00 0. tIU" I: CI 00 0 UI)"" t IIir.! l) OLD"„ ( I OI)IJ 0.00" I. 0 000 II. U(1°" (I 000 0.0U° 0 - i) 00(I 0 0u`',. (► 000 0.00% • (.1.000 U.00°. n U uu (! O0° u total: 151 1 USDCM Vol 1 - Section 6,0 Runoff �I'':'•;`'BAH EH.-wreHiHo s LANDS unvLnHo WEIGH] ED RUNOFF COEFFICIENT VERSUS WATERSHED IMPERVIOUSNESS MEl HOD AS DEl AILED IN URBAN Sl ORM DRAINAGE CRITERIA MANUAL VOL I (COLORADO) CA = LA + (I 311' 1 441 ` + 1 1351 - 0 12) for CA > or = 0 otherwise CA = 0 Cn = (CA + Ccn)/2 Cu, = Ku, +(0858,'-078612+07741 +004) = % imperviousness/100 expressed as a decimal KA = Correction factor for rype A soils f'cn = Con cction factor for Type C and I ype D soils (RO 6) (RO 7) Correction Factors KA & Kin Soil Type A Storm Return Period 2 -Year I 5 Year I 10-Yi I 100 -Yea, 0 00 008,+009 014,+017 025,+032 CorD 0 00 -0101+011 0181+021 039,+046 12/13/2017 Basin ID % lmpery r Soil Type Correction Factors KA & Ku,, Runoff Coefficients C Basin Area (Ac) Total Area (Ac) Weighted Runoff Coefficients C Soil Type 5 -Year 110 Year 1100 -Year 2 -Year I 5 -Year 110 -Year 1100 -Year 2 -Year I 5 -Year I 10 -Year I 100 Year % OSA 200% 002 A B CorD 009 - 011 017 - 021 032 - 045 000 003 006 000 008 016 007 017 026 022 036 051 000 000 8331 8331 006 016 026 051 ^ 1UU%- OS B 2 00% 0 02 A a CorD 009 - 011 017 - 021 032 - 045 000 0 03 006 000 0 08 016 007 0 17 026 022 0 36 051 3331 0 00 - 3331 66 63 0 03 0 08 0 17 0 36 50%% ,-50% A 0 07 U 13 0 24 0 13 0 20 0 26 0 37 1 18 OS C 30 52% 0 31 a - - - 0 18 0 25- 0 32 0 47 0 00 ' 1 18 0 13 0 20 0 26 0 37 / 100%, CorD 008 016 034 023 031 038 057 000 - - A 009 017 032 000 000 005 020 000, 000% 000 B - - - 002 008 015 035 000 000 _ — - Co, D- 011- 021 046 004 015 025 - 050 000 - 100% A 009 017 032 000 000 005 020 000 0 00% 0 00 B - - - 0 02 0 08 0 15 0 35 0 00 0 00 ' > , C of D 0 1 1 0 21 0 46 0 04 0 15 0 25 0 50 0 00 „ 100% A 009 017 032 005 005 005 020 000; 0 00% 0 00 B - - - 0 05 0 10 0 15 0 35 0 00 0 00 CorD 011 021 046 004 015 025 050 ,' 000 100% A 009 017 032 000 000 005 020 000 , 000% 000 B - - - 002 008 015 035 - 000 000 - CorD 011 021 046 004 015 025 050 000- _WUU% A 009 017 032 000 000 005 020 - 000 , - 000% 000 B - - - 002 008 015 035 000 000 CorD 0I1 021 046 004 015 025 050 000` 100%- A 009 017 032 000 000 005 020 000 0 00% 0 00 B - - - 0 02 0 08 0 15 0 35 0 00 0 00 CorD 0 1 1 0 21 0 46 0 04 0 15 0 25 0 50 0 00 100% A 0 09 0 17 0 32 0 00 0 00 0 05 0 20 0 00 ,y _ 0 00% 0 00 B - - - 0 02 0 08 0 15 0 35 ' 0 00 0 00 r CorD 011 021 046 004 015 025 050 000 100% A 009 017 032 000 000 005 020 :000 , 000% 000 B - - - 002 008 015 035 000 ' 000 _ CorD 011 021 046 004 015 025 050 000 10U% A 009 017 032 000 000 005 020 000 000% 000 B - - - 002 008 015 035 000 000 - CorD 011 021 046 004 015 025 050 000 100% A 0 09 0 17 0 32 0 00 0 00 0 05 0 20 0 00' - r" 000% 000 B - - - 002 008 015 035 - 0 00 000 CorD 0Il 021 046 004 015 025 050 000 s 100% A 009 017 032 000 000 005 020 000 , _ 000% 000 B - - - 002 008 015 035 , 000 000 -- CorD 011 021 046 004 015 025 050 000 , 100% A 0 09 0 17 0 32 0 00 0 00 0 05 0 20 0 00 - 000% 000 B - - - 002 008 015 035 000 000 CorD 011 021 046 004 015 025 050 '000 100% USDCM Vol I - Section 6 0 Runoff Page 2 101P4c UINt �• /w.ltN�ctkR$NC+ & i ANC So t4VVV*40 STANDARD FORM SF -2 TIME OF CONCENTRATION METHOD AS DE !'AILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) NRCS Conveyance Factors, K Heavy Meadow 2.50 Short Grass Pature & Lawns Tillage/Field 5.00 Nearly Bare Ground 7.00 Grassed Waterway 15.00 10.00 Paved Area & Shallow Gutter 20.00 i Is Ow basin Urban or Non -1 than? !Titania 12/13/2017 Design Point Sub -Basin Data Non -Urban _ Initial/Overland Time T(i) Non -Urban Travel Time T(t) Non -Urban Urbanized Basin T(c) Check Flow Length (Overland) Drainage Basin Area (Ac) C(5) Length ( It i Slope (%) 1(1) min Length (ft) Slope (%) Coeti (K) Velocity (fps) T(t) (min) Comp. T(c) Total Length 1. ISO I Final -r(c) (min) I OS -A 83.31 0.16 no 1 1 28.4 -10.11 111 7.0(1 0.73 66.7 95.1 3240 ?8.0 28.0 OK OS -B 66.63 0.08 Ht) 1. f; 27.3 1 ; : 1 c, 7 00 0.89 35.8 63 0 2200 22.2 15.4 *1.2 OK OK OS -C 1 18 0.20 1 n 5,6 1.0 7 (1 0.70 21.4 27.0 970 15 4 4 0.00 ,+�U I (1 1 r+ 400 5.0 UK 0.00 Uu , 400 5 0 OK 0.00 300 I 10 0 00 i i H. 5 0 OK OK OK OK OK OK OK OK OK OK I ) (if ) 300 Hip 5 (0 S 0.00 30(1 iii ; -3 (► 0.00 3(10 I H, i 0 10 0.00 300 1 ti 10 0u, 5 0 i i 0.00 :its(' 1.0 100 i .0 10.00 .ii, 5 0 1.1 0.00 300 ! ;, 100 1 U 10.00 5.0 is 0 00 300 100 1.(' 10.00 HJ, ; 0 � � 0.00,, 300 I U0 1.0 l 0.0U 5.0 0.00 gin() Inn ! n in flit r iI,p ! 5.0 USDCM Vol 1 - Section 6.0 Ruiiuit I'agc 3 soak U I NTAH of t .,,;1 .. ,t: STANDARD FORM SF -3 5-YR RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) i _ 5- Yr Rainfall Depth -Duration -Frequency (1 -hr) = 1.16 in hr I 12/13/2017 Design Storm: 5 Year BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF Design I Runoff 1'(c) I Q. T(c) Sum I Q Point Drainage Basin _ Area (Ac) Coen* (min) C x A (in/hr ) (cfs) (min) I C x A 1 (in/hr) (cfs) REMARKS 1 OS -A 83.31 0.16 28,0 13.59 1.89 , - ' " " - OS -B 66.63 0 08 222 5.44 2.16 H 7 3 OS -C 1.18 0.20 15 4 0.23 2.60 .6 4 0.00 5 0.00 c' 0.00 7 0.00 0.00 `) 0.00 10 0.00 11 0.00 0.00 1 0.00 11 0.00 I ` 0.00 USDCM Vol 1 - Section 6.0 Runoff Page 4 12/13/2017 STANDARD FORM SF -3 100-YR RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) 100- Yr Rainfall Depth-Duralion-Frequency (1 -hr) 2.66 in hr Design Siorm: 100 Year BASIN INFORMATION DIRECT RUNOFF JNOFF TOTAL RUNOFF Design Runoff T(c) I Q T(c) Sum I Q Point I Drainage Basin Area (Ac) Coefi' (min) C x A (MI hi) (CfS) (min) I (' x A I (in/hr) (cts) REMARKS 1 OS -A 83 31 0.51 28.0 42.27 4.35 183.7 2 OS -B 66 63 0.36 2 ' 2 24.14 4.95 --19.4 - .. OS -C 1.18 0.37 15 4 0.44 5.97 `"'.6 -+ 0.00 _, r, 0.00 0.00 - 7 0.00 8 0.00 9 0.00 iii 0.00 1 0.00 12 0.00 i ; 0.00 I _-1 0.00 h 0.00 USL)CM Vol 1 - Section 6.0 Runoff Page 5 las V 1 NTAH Weld County Engineering & ('onstntenon Criteria %able 5-3 Recommended Percentage Imperviousness Values 11 .(1) Vol. I -Table 6-3 Recommended Percentage Imperviousness Values % Impervious WEIGHTED IMPERVIOUS SURFACE CALCULATIONS l irdeveloped Areas Streets Developed Areas MISC. Iistoric Flow Analysis Greenbelts, Agricultural (111 -site flow analysis (I and Use Not Defined) Paved Gravel Recycled %sphalis Concrete Driveways Sirlcnsalks Ruut:. Single -Family Res. 0.75-2.5 Acres Parks Playgrounds Berms/ Cut/Fill Slopes/ Landscaping 2% 2% _ 45% _ 100% 40% 75% 90% 900/o 90% 20% 10% 25% 2% I ' I t/20 17 Basin Area (Ac) II Area (Ac) Area (Ac) \Irca ( \c) \rea (.\cl Area (Ac) \rea (\r) \rca ( \r) .krea (Ac) Area (:\c) \r'ea (Ac) \I -ea I \r) Area (Acj total Area (Ac) Percent lmperv. i- I - Historic - NE 2.06 2.00 2.00% \ - Developed - NE 16 I U 1 0 0-35 2.06 74.98°u 0.00 0.00% I 1-2 - Historic - SW 3 15 5.15 2.00° ,, H - Developed - SW ; 99 I , , , , 0 53 5.15 81.01 % I 1-3 - Historic - Sales Lot 7.73 2.00% t - Developed Sales Lot h; 0.37 7 728 38.18% fatal: 29.87 USDC'M Vol I - Section 6 U Runoff Page 1 ENGmCEhING 61 NCI BYaVEVIHO WEIGHTED RUNOFF COEFFICIENT VERSUS WATERSHED IMPERVIOUSNESS METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL I (COLORADO) CA=KA+(131/'-144,2+I 135i-012)for CA>or=0,otherwiseCA=0 CB = (CA + Cu,)/2 Cu) = Ku) +(0 858/3-0 786/2+0 774/ +004) = % imperviousness/100 expressed as a decimal KA = Correction factor for Type A soils Kali = Correction factor for Type C and Type D soils (RO-6) (RO-7) Correction Factors KA & KLn Soil Type A Storm Return Period 2 -Year I 5 -Year 10-Yr I 100 -Year 0 00 -0 08/ + 0 09 -014/+017 -0 25r + 0 32 CorD 0 00 -010/+011 -0 18/ +0 21 -039:+046 12/13/2017 Basin ID % Impel r Soil Type Correction Factors KA & Km Runoff Coefficients, C 10-Yearl 100 -Year Basin Area (Ac) Total Area (Ac) Weighted Runoff Coefficients, C Soil Type 5 -Year 10 -Year 100 -Year 2 -Year 5 -Year 2 -Year 5 -Year 10 -Year 100 -Year % A 009 017 032 000 000 007 022 000 H -I - Historic - NE 2 00% 0 02 B - - - 0 03 0 08 0 17 0 36 0 00 : 2 06 0 06 0 16 0 26 0 51 CorD 011 02l 045 006 016 026 051 206' -,,100%`• A 003 007 013 047 050 054 061 , 000 r, A - Developed - NE 74 98% 0 75 B - - - 0 51 0 54 0 58 0 66 "-q 00 , 2 06 0 D4 0 58 0 62 0 71 - s ` CorD 004 008 017 054 058 062 071 206 '' `100%`' A 0 09 0 17 0 32 0 00 0 00 0 05 0 20 f 0'00 �., , , ' 0 000% 000 B - - - 002 008 015 035 000 000 -4'�` CorD 0 Il 021 046 004 015 0 2D 050 0'00,"J �.'7 `r`, A 0 09 0 17 0 32 0 00 0 00 0 07 0 22 „ 0 00 r H-2 - Historic - SW 2 00% 0 02 B - - - 0 03 0 08 0 17 0 36 ` r 0 00 ` 1 5 15 0 06 0 16 0 26 0 51 ;I CorD 011 021 045 006 016 026 051 , 515 - 100%` A 003 006 012 055 058 061 067 000x'+_' ", B - Developed - SW 8101% 081 B - - - 058 061 064 071 �' 000 515 061 064 067 075 - =' CorD 003 006 014 061 064 067 075 �' 515r,', )100% ,- A 0 09 0 17 0 32 0 05 0 05 0 07 0 22 '5,15 ' 100% , 11 3 - Historic - Sales Lot 2 00% 0 02 B - - - 0 05 0 11 0 17 0 36 - I 0 00 5 15 0 05 0 05 0 07 0 22 _ , CorD 011 021 045 006 016 026 051 000 , USDCM Vol 1 - Section 6 0 Runoff Page 2 i Aok u I riViell STANDARD FORM SF -2 TIME OF CONCENTRATION METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) NRCS Conveyance Factors, K Heavy Meadow Tillage/Field 2.50 Short Grass Pature & Lawns 5.00 Is the basin Urban or Non -Urban:' l rhan Nearly Bare Ground 7.00 Grassed Waterway 15.00 10.00 Paved Area & Shallow Gutter 20.00 i 12/13/2017 Design Point Sub -Basin Data Drain Basin Area (Ac) C(5) Non -Urban Initial/Overland Time T(i Length (ft) Slope (%) 7'(i) min Non -Urban Travel Time T(t) Length (Ii) Slope (%) Coen'. (K) Velocity (fps) T(t) (min) Nkui-I It Hui Comp. .1(1/4.. ) Urbanized Basin T(c) Total Length 11180+10 1 H-1 - Historic - NE 2.06 0.16 100 A - Developed - NE 2.06 0.58 100 0 0.00 300 H-2 - Historic - SW 5.15 0.16 300 B - Developed - SW 5.15 0.64 65 11-3 - Historic - Sales Lot 7.73 0.05 300 C - Developed Sales Lot 7.73 0.24 300 4.0 10.7 175 0.5 5.00 0.35 8.2 19.0 275 11.5 0.5 11.9 175 0.5 10.00 0.71 4.1 16.0 275 11 0.0 0 0.0 0.00 0.5 36.8 375 0.5 5.00 0.35 17.7 54.5 675 1 x 1.0 6.7 546 0 3 20.00 1.00 9.1 15.8 611 I; 4 1.0 32.8 550 1.0 10.00 1.00 9.2 42.0 850 117 1.0 _ 27.0 550 1.0 10.00 1.00 9.2 36.2 850 14.7 \300 Final 1'(c) (min) 11... 0.0 13.8 13.4 147 147 USDCM Vol I - Section 6.0 Runoff Page 3 rk U1NTAI-I I NI.INE-E'RING S I AND SURVEYING 5-YR RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) 5-Yr Rainfall Depth -Duration -Frequency (1 -hr) = 1.16 in/hr Design Storm: 5 Year 12/13/2017 BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF r _ Design Point Drain -Basin Runoff Area (Ac) Coeff. T(c) (min) I C x A (in/hr) Q T(c) (cfs) (min) Sum I C x A (in/hr) Q (cfs) REMARKS 1 1 4 O H-1 - Historic - NE 2.06 0.16 A - Developed - NE 2.06 0.58 0 0.00 H -2 -Historic -SW 5.15 016 B - Developed - SW 5.15 0.64 11-1 - Historic - Sales Lot 7.73 0.05 - Developed Sales Lot 7.73 0.24 11.5 0.34 196 I I 1.18 2.96 0.0 #VALUE! 5.41 13.8 0.84 2.74 13.4 3.27 2.77 14.7 0.39 2.66 14.7 1.82 2.66 USDCM Vol 1 - Section 6.0 Runoff Page 4 440.0! UINTAH I NCj4NELK1f4C. 6 IANU aURVLYINt, i _ 100-Yr RUNOFF - RATIONAL METHOD METHOD AS DETAILED 1N URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) 100- Yr Rainfall Depth -Duration -Frequency (1 -hr) = 2.66 in/hr i 12/13/2017 Design Storm: 100 Year Design Point BASIN INFORMATI 1)raain Basin ON Runoff T(c) Area (Ac) I Coen: (m w ) DIRT ( 1 IZUNUI 1 CxA I l-1 - Historic - NE 2.06 0.51 1 1.5 1.04 6.79 2 A - Developed - NE 2.06 0.71 11.5 1.46 6.79 3 0 0.00 0.0 #VALUE! 12.41 4 H-2 - Historic - SW 5.15 0.51 13.8 2.61 6.29 5 B - Developed - SW 5.15 0.75 13.4 3.87 6.36 (, 11-3 - Historic - Sales Lot 7.73 0.22 14.7 1.68 6.09 7 C - Developed Sales Lot 7.73 0.40 14.7 3.10 6.09 TOTAL. RUNOFF Sum 1 Q C x A (in/hr) (cfs) REMARKS USDCM Vol 1 - Section 6.0 Runoff Page 5 la_ UINTAH 11 c Ml ( 'uun(v lsngmeermk ifi ( •on.urvucuwr ( r 11enu ruble 5-3 Recommended Percen(uge Imperviousness Values ( I ib•( 7) lilt 1 - ?able 6-3 Kecwunuended Percentage /nupervnousness I •abres impervious 'S\ EIGHTH) I\IPFRRV IOI'S SURFACE CALCULATIONS Undeveloped Areas Streets historic Fluty Analysis Greenbelts, Agricultural Off -site now analysis (Land Use Not Defined) Paved Gravel _ 2% 45% 10(1% 40% Recycled Asphalts Developed Areas Concrete Driveways Sidewalks 75°,, 90% 900/0 MISC. Single -Family Res. Rinds 0.75-2.5 \kits 20% Parks 10% Playgrounds Berm s/ Cut/Fill Slopes/ Landscaping 25% -U 12/13/2017 Basin Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) .Area ( \c) Area (Ac) Area (Ac) Area (Ac) loud \I -ea i \c) Percent Imperv. A-1 0.70 0.70 90 006:0 A-2 I U2 0.10 11? 90 00').0 A-3 0 25 (I.CS '.U(1"o B-1 • 0 27 0.27 ,iu O00 B-2 — I a .1 , U.33 90 u0°..., B-3 0.26 0.26 9011000 13-4 0 48 0.470 9u (Iu° 0 B-5 is iii 0..300 `)0 ow, ,, 13-6 0 51 0 508 0 UUU 1, B-7 0 48 0.475 90 (1flu,; B-8 0 43 0 4M 90,00°11 B-9 0.46 U -toO 90 00" „ B-10 0 43 (0.47E 910 U(_►° „ B-11 0 50 0 502 `It) I )I)° u B-12 0.25 0 46 0 7, I_' 710„ Fatal USDCM Vol 1 - Section 6.0 Runoff U NTA ENOIN WINO a LAND 6UHVEY,ND WEIGII TED RUNOFF COEFFICIENT VERSUS WATERSHED IMPERVIOUSNESS METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL 1 (COLORADO) CA = LA + (I 31/' 1 44: + 135/ - 0 12) for CA > or = 0 otherwise CA = 0 Ca = (CA + CLo)/2 Cu) = Kcu + (0 858,3- 0 786/2+ 0 774i + 0 04) _ % imperviousness/I 00 expressed as a decimal KA = Con ection factor for Type A soils = Corection factor for type C and I ype D soils (RO-6) (RO-7) Correction Factors KA & KLi, Soil 7 ype A Storm Return Period 2 Yea, I 5 -Year I 10-Y, 100 Year 0 00 -0 08, + 0 09 -014,+017 025r+032 CorD 0 00 010,+011 018i+021 039,+046 12/13/2017 Basin ID % Impery r Soil Type Correction Factors KA & Ku, Runoff Coefficients C Basin Area (Ac) Total Area (Ac) Weighted Runoff Coefficients C Soil Type 5 Year I 10 -Year 1100 Year 2 -Year I 2 -Year 110 -Year 1100 -Year 2 -Yea, I 5 -Year I 10 Year I 100 Year % A I 9000% 090 A B CorD 002 - 004 - 010 - 069 071 071 073 073 075 079 081 000 000 070 073 075 077 083 - 002 005 011 073 075 077 083 070 100% A 002 004 010 069 071 073 079 000 A-2 90 00% 0 90 B CorD - - - 0 71 0 73 0 75 0 81 , 0 00 1 12 0 73 0 75 0 77 0 83 002 005 011 073 075 077 083 -112 - 100% A 009 017 032 000 000 007 022 .000 , , A-3 2 00% 0 02 B - C - - 0 03 0 08 0 17 0 36 0 00 0 25 0 06 0 16 0 26 0 51 or D 0 1 1 0 21 0 45 0 06 0 16 0 26 0 51 6-25 100%_, A 002 004 010 069 071 073 079 f000 B-1 90 00% 0 90 B - - - 0 71 0 73 - 0 75 0 81 0 00 _ _ 0 27 _ 0 73 0 75 0 77 0 83 CorD 002 005 0I1 073 075 077 083 027 100% A 002 004 010 069 071 073 079 000 B-2 90 00% 0 90 B - - - 0 71 0 73 0 75 0 81 0 00 0 33 0 73 0 75 0 77 0 83 C oi D 002 005 011 073 075 077 083 033` 100% A 002 004 010 069 071 073 079 000- B3 9000% 090 B - - - 071 073 075 081 000 026 073 075 077 083 C or D 0 02 0 05 0 11 0 73 0 75 0 77 0 83 0 26 -100% A 002 004 010 069 071 073 079 000 - B4 9000% 090 B - - - 071 073 075 081 0 00 048 073 075 077 083 CorD 002 005 011 073 075 077 083 048 - 1O0_ A 002 004 010 069 071 073 079 _ 000 - > B5 9000% 090 B - - - 071 073 075 081 _ 000 030 073 075 077 083 ` C or D 0 02 0 05 0 1 1 0 73 0 75 0 77 0 83 0 30 s_100% A 002 004 010 069 071 073 079 000 :- B 6 9000% 090 B - - - 071 073 075 081 , 000 051 073 075 077 083 C or D 0 02 0 05 0 1 1 0 73 0 75 0 77 0 83 0 31 1 00%_ A 002 004 010 069 071 073 079 000 B 7 90 00% 0 90 B - - - 0 71 0 73 0 75 0 81 0 00 , 0 48 0 73 0 75 0 77 0 83 C or D 0 02 0 05 0 1 1 0 73 0 75 0 77 0 83 ., 0 48 '100%7 A 002 004 010 069 071 073 079 , 000 B8 9000% 090 B - - - 071 073 075 081 000 043 073 075 077 083 CorD 002 005 011 073 075 077 083 , 043 100% A 002 004 010 069 071 073 079 000 B 9 90 00% 0 90 B - - - 0 71 0 73 0 75 0 81 0 00 0 46 0 73 0 75 0 77 0 83 r - C or D 002 005 011 073 075 077 083 046 100% A 002 004 010 069 071 073 079 000 _ B 10 90 00% 0 90 B - - - 0 71 0 73 0 75 0 81 0 00 0 43 0 73 0 75 0 77 0 83 C or D 0 02 0 05 0 11 0 73 0 75 0 77 - 0 83 0 43 , 100%,,, A 002 004 010 069 ' 071 073 079 000 - B II 9000% 090 B - - - 071 073 075 081 000 050 073 075 077 083 _ CorD 002 005 O 1 073 075 077 083 050 1110% A 006 012 024 014 021 027 038 000 t B 12 3272% 033 B - - - 019 026 033 048 000 071 024 032 039 057 I_ CorD 008 015 033 024 032 039 057 071 100% USDCM Vol I - Section 6 0 Runoff Page 2 AWk UINT#J-I f N ;,NVENINO a.ANO $uRvrveNes STANDARD FORM SF -2 TIME OF CONCENTRATION METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) NRCS Conveyance Factors, K Heavy Meadow "Tillage Field 2.50 Short Grass Pasture & Lawns 5.00 Nearly Bare Ground 7.00 Grassed Waterway 15.00 10.00 Paved Area & Shallow Gutter 20.00 Is the basin Urban or Non -I rhan'1 1'rbjn 12/13/2017 Suh-Basin Data Non -Urban Initial/Overland Time T(i) Non -Urban Travel Time T(t) Non -Urban Urbanized Basin T(c) Final 1•(c) (min) Check Flow Length (Overland) Design Point Drainage Basin Area (Ac) CO) Length at) Slope (",u i III ) min Length (1t) Slope (%) Coeff (K) Velocity (fps) T(t) (min) Comp. 1(c) Total Length L11801 10 i A-1 (0 70 0.75 I r 30 I 353 u.51Ir 1,0.00 0 71 8.3 13.4 I 483 I 12.7 It 12 7 OK \. ' 1 12 0.75 125 4 , 150 0 3 10.00' 0.50 5.0 9.5 175 11.5 9 5 OK U -I- 0 16 iM 0 0 0 1.0 ?.0 0.70 111, 0.0 I' 10 0 ; (1 OK 4 IS —I 027 0.75 4.9 105 (1S 0.71 2 73 170 10 7; OK 0.33 075 78 255 1000 071 6.0 i' `s 315 1I 11 8 (,;. IS - 0.26 07.5 135 3. „;> ;> 3.2 IU: 50 (.f1, 7 Is -.1 0.48 0 75 H; i,i; U ;/ i 2.9 2.9 i H 7 5.0 ; I}., i� I) ) 0.75 10 (O I' i 7.1 14.9 .I.. 1,U 12 i ') is -n U I 0.75 1.' 10.00 O 71 2.9 8.3 '11 III 8.3. OK In is -7 a -1 s 0.75 1 ; 10.00 i 71 ; 7 3.7 1 Iii y 5.0 . OK B-8 0 4; 0 7c 7 U 1. u :; 10 00 0 71 2.9 ) 9 200 11 1 9 9 OK B-9 U -pct 0.75 7.0 125 0.5 10.00 U 71 2.9 , ,, 200 1! 1 9.9 OK I _ B-10 u 4H 0.75 U 0.0 125 0.5 10.00 U 71 2.9 ,, 125 H 7 5.0 OK i 4 B-11 0 7,o 0.75 82 7.3 1: 10 00 0.71 2 9 ICI 2 207 H _. 10.2 OK i R-1? 0. 7 I 0.32 in 7; P 111rim a ]00 (1) ? 10 11 _ 7; 0OK USDCM Vol 1 - Section 6.0 Runoff 1'age 3 rk UP I NTAH i _ STANDARD FORM SF -3 5-YR RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL. VOL. 1 (COLORADO) 5- Yr Rainfall Depth -Duration -Frequency (1 -hr) 1.16 in hr i 12/13/2017 Design Sturm: 5 Year BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF Design Point Drainage Basin Area (Ac) Runoff Coeff T(c) (min) C x A 1 I ( in/hr) Q (cfs) T(c) (min) Sum C x A I (in/hr) Q (cfs) REMARKS 1 A-1 0.70 (! 7. 12.7 0.52 2.84 - 12„ PV' "'ip` , A-2 1.12 0.75 9.5 0.83 3.20 -7 15" PVC Pipe A-3 0.25 0.16 5.0 0.04 3.93 :�0.2 - . Detention Pond -2 4 B-1 0.27 0/5 7.3 0.20 3.51 U 7 8" PVC Pipe B-2 0.33 0.75 1 1.8 0.25 2.94 0 7 8" PVC Pipe B-3 0.26 0.75 5.0 0.19 3.93 t .. 8 16.8 0 64 2.50 1.6 B-1 TO B-3 - 12" PVC Pipe B-4 0.48 0.75 5.0 0.35 3.93 :4 21.8 1.00 2.18 1.2 B-1 TO B-4 - 12" PVC Pipe 8-5 0.30 0.75 12.0 0.22 2.91 '1.) 7,08" PVC Pipe B-6 0.51 0 75 8.3 0.38 3.36 10" PVC Pipe 10 B-7 0.48 0.75 5.0 0.35 3.93 4.4 26.8 1.95 1.95 3,8 B-1 TO B-7 - 15" PVC Pipe 1 1 B-8 0.43 0.7- 9.9 0.32 3.15 :0 10" PVC Pipe 1 l B-9 0.46 0.75 9 9 0.34 3.15 - - 10" PVC Pipe i 13-10 0.43 0 75 : ' , 0.32 3.93 x-1.3 - ' 31 ,` 2.93 1.76 B-1 TO B-10 - 18" ADS Pipe i ( H-1 I 0.50 U.75 I D ' 0.37 3.11 1.2 ID" PVC Pipe 1-) li-1?' 0.71 0.32 7 ,, 0.22 3.52 a 0.8 ,lit I )elentiun Pond - I USDCM Vol 1 - Section 6 0 Runoff Page 4 tat UI NTAH 0`14-i,NE i. RtNl i w i ANt) :.,JF vr'INa STANDARD FORM SF -3 100-1 It RUNOFF - RATIONAL METHOD Ml : l l IOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) i 100-Yr Rainfall Depth -Duration -Frequency (1 -hr) - 266 inhr i 12/13/2017 Design Storm: 100 Year BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF Design Point Drainage Basin Area (Ac) Runoff Coen. I'(c) (nun) I C x A (in/hr) Q (cfs) T(c) (min) Sum C x A I (in lir ) Q (cfs) REMARKS 1 =' 4 () In 11 12 13 14 15 A -I A-2 A-3 B-1 13-2 B-3 8-4 B-5 B-6 13-7 B-8 B-9 B-10 13-1 I 13-12 0.70 1.12 0.25 0.27 0.33 0.26 0.48 0.30 0.51 0.48 0.43 0.46 0.43 0.50 0 71 , 0.83 0 83 0.51 0.83 0.83 0.83 U.83 0.83 0.83 0.83 0.83 0 83 0.83 0.83 0.57 12 7 9.5 ; ,! 7.3 1 1.8 5.0 5.0 12 0 8.3 5.0 9 9 9 9 5.0 1u.2 7 i 0.58 0.93 0.13 0.22 0.28 0.22 0.40 0.25 0.42 0.40 0.36 0.38 0.36 0.42 0.40 6.52 7.33 9.02 8.05 6.74 9.02 9.02 6.68 7.70 9.02 7.22 7.22 9.02 7.13 8.07 lkiimaitiiiiS 3.8 :6.8 1 1 1.8 1 0? 2.0 , ) 1 7 e. .k) 2.8 3.2 3.0 11111 . . - \ 26.8 31.8 0.72 1.12 2.19 3.28 5 73 5 00 4.46 4.04 4 I ;., , ' r `.; litiinsis - HT USDCM Vol 1 - Section 6.0 Runoff Page 5 .�t V INTAH . ,1 11 ekl ('runny Engineering cf. ('unstrucuas ('riterta Table 5-3 Recommended Percentage Inrpenuiusness I u/sses (.1)h('U lid. I - !able 6-3 Recommended Percentage Imperviousness tallies u u IIIIpCI \lulls Sv'E1(:11'I'H:) 1y1PH IN'1OlS SI RFA('H: CALCULATIONS I.ATIONS l , ndev eloped Areas Historic Flow Analysis 2°o Greenbelts, Agricultural Oft -site flow analysis (Land Use Not Defined) Si Ieels Paved Gravel Recycled Asphalts Developed Areas Concrete Driveways 45% 100% 40% 7500 90% Sidewalks 90% Roofs 90% MISC. Single -Family Res. 0.75-2.5 Acres 71)os Parks Playgrounds Berms/ ('ut/Fill Slopes/ Landscaping 12/13/2017 - - - 1 - -- - - I -- - I - 4 I Basin Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) Area (Ac) I. (dal area ( Ac) l'cz cen I limper%. r _ ( - I 7 30 in 40 fill"„ CC U 37 o c 7 2,0(W0 0_0II 0,0 0°,, (1 0O 0 0t I" „ 0.00 0_00°0 U 00 (.1 000 u 0.0110 0 011° „ ( 10011 O U(I" „ - i1 000 4 U 00° u _ 0 000 U 0Uu" 0 000 0-0(J0 - u I iI !III(, 0.00u.0 , , , II II { (I ; ( I0 . 0 U UIit) I),0O"i I (I (1(.111 0011"u - - Total: 7.72 l?SU('M Vol 1 - Section 6 0 Runoff U 1 NTAiI WEIGHTED RUNOFF COEFFICIENT VERSUS WATERSHED IMPERVIOUSNESS METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL 1 (COLORADO) CA = KA r (1 31 i 3 - 1 4412 + 1.1351 - U 12) for CA > or = 0, otherwise CA CH _ (CA -+ C CI))/2 Co) Ku) t (0.858i.i-078612 0.774i -t 0.04) r = % unpery iousness/ 100 expressed as a decimal KA = Correction factor for Type A soils Kci) - Correction factor fur Type C and Type D soils (RO-6) (RO-7) Correction Factors, KA & Ket) Soil -Type Storm Return Period 2 -Year I 5 -Year 10-Yr 100 -Year AI0 00 -0.081 t 0.09 C' or U 0.00 -0.1 01 + 0.11 -0 141 +U 17 -U I8i t 0.21 -0.251 + 0 32 -0.39i 1- 0.40 12/13/2017 _ - Basin ID u u Impery i Soil 'lye Correction Factors, KA & Kui, Runoff Coefficients, C Basin Area (Ac) Total Area (Ac) Weighted Runoff Coefficients, C Soil Type 5 -Year 10 -Year 100 -Year 2 -Year 5 -Year I 10 -Year 101) -Year 2 -Year 5 -Year 10 -Year I 100 -Year t ' I - 4u i )u% H (' or A B D 0 06 - 0 07 0 11 - 0 14 0 22 - 0.30 0.19 0.23 02K 0.15 0.30 0 35 0.30 - 0.36 0.42 0 -41 a . 0 0 58 7.36 0 00 0: 0,00 7 36 0 19 0.25 0.30 0.41 100% - ( __ 200% A B CorD 1) 09 - 0 11 0 17 - )t ,1 0 - 0.45 0.00 0.03 0.06 - 0 00 008 0.16 0 07 ti 17 026 _ 0.51 0.36 0.51 0.37 0.00 0.00 I (i I 000 0.07 I l' 100°1 000% ,, , , , A H (' of l) 0.09 - 0 1 1 c 117 - ' ! n , i - 0 46 0 0O 002 0.04 0.00 - 0.08 0 15 0.03 - 0 15 0 25 0.20 0.35 0.50 0.00 000 0.00 H) 100% -- U 00% U 00 A B ( , , I ) 004 - 0 1 I , i 032 - c) 46 000 0.02 0.04 0Or 0.08 U 15 005 0.15 0.25 0 1 0 35 U SU - 000 0.00 0.U0 �i 100% 000% I \ H C of I) O07 - 0.11 t) 17 - , . ! ( -1 - U.4o oo(i 0.02 0.04 000 008 0.15 0.05 0.15 0.25 0.20 0.35 0.50 0.00 0.00 ,, 0.00 100% uU')' i, uliu A B C or D - 0 11 1- - , ) ' ! .. _ - 0.46 0 0.05 0.04 0.10 0 15 0.15 0 25 ._ 0.35 0 50 0.00 . .00 100% 000 .11() w A B C or D 0 00) - ! H L I ' - - ' : TIT - 0 46 0 00 002 0.04 0 00 0.08 0 15 0 15 0 25 0 20 035 0.50 0.00 0.00 000 I 0.00 100% U 00% B Curti 0 1I L) 21 03_ - 0-46 oI)0 0.02 0.04 o6() ti 0.15 005 I I) 2D 070 0.35 0.50 O.b� 0.00 0.00 0.00 100% 0 00% u p H , A B Corti };). - - (11l 0T7 Ii2I - 0 ;i - 041 000 - 0 02 004 066 - 0 08 015 005 0.15 025 020 0.35 0.50 - - 0.00 0.00 u 00 , 000 100% 0Utr tflHI, A B C or D 000 - t) 1 1 1) 17 - 0 21 U 32 - 0 46 0.O0 0.02 0.04 0.00 0.08 0.1 -s 005 0 15 0.25 020 035 0 50 0.00 0.00 0.00 01)(; 100% 00(%'r% !,, A B C or D 0 04 - 0 1 1 i i 17 - 0.21 0 32 - 0.46 0 00 002 0.04 0 00 008 0 15 0 05 0 15 0 25 020 0.35 0 50 0 00 000 0 00 000 100% O tot', . mil) A B or D 0.09 - 0 1 1 Graf ' - 0.21 0T3 - 0 4e 0,00 - 0.02 0.04 000 0.08 0 15 005 0.15 0 25 020 0.35 0 50 000 0.00 0 no 0 00 100% I iuu , A B CorD 0.09 - 0 11 017 - 0.21 0 ;2 - 046 000 0.02 0.04 000 1' ,:.; 0 IJ uu5 0 15 025 020 0.35 050 000 0 00 l) I)(1 000 100% 0 00% 0 00 41 B C'orD 009 - OO I1 01-7 021 - 032 - 0.46 N 000 0.02 004 0.00 0.08 0.15 ow; ‘.I IS 023 020 0.35 050 000 -- 0.00 0.00 0.00 100% 0 00% l u ) A B C or D 0OH' - 0 1 l 117 - u 2! O32 - 0 46 0.00 0.02 0.04 —U0 0.08 0 15 b.05 0.15 0 25 020 0 35 0 50 - 0.6( 0.00 0.00 0.00 - 100% USDCM Vol 1 - Section 6 0 Runoff i is1/4 WISH. STANDARD FOR,\I SF -2 TIME OF CONCENTRATION METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) NRCS Conveyance Factors, K Heavy Meadow Tillage/Field 2.50 Short Grass Pature & Lawns 5.00 Nearly Bare Ground 7.00 Grassed Waterway 15.00 10.00 Paved Area & Shallow Gutter 20.00 12/13/2017 Sub -Basin Data Nun -Urban Initial/Overland Tim: I k, i ) Non -Urban "Travel Time T(t) Non -Urban Urbanized Basin T(c) Check Flow Length (Overland) Design Pt,,,,; Drainage Basin Area (Ac) (. i -), Length (ft) Slope (%) T(i) min Length (ft) Slope (%) Coen: (K) Velocity (fps) T(t) (min) Comp. T(c) Total Length 1 180 I I' Final 1 tc min C -I 7.3o 26.7 � . I t t or in 1.00 1) 36.0 856 14.8 OK 14 8 C-_' u.37 0.00 lot 0. 00 0.63 18.3 II -' i 1 OK 0.00 ilii 100 1.0 10.00 -tuu 5.0 c.)l\ I 0.00 .;00 100 i .0 10 (_►0 400 5.0 OK 0.00 3(10 100 l.0 10.00 400 5.0 OK 0.00 ;rail 1810 l.0 10.00 400 7.0 OK 0 00 00 1.0 10 00 400 5,0 OK `( 0.00 .,I RI t 0 10 00 400 5 0 OK (?E. OK UK O K ( )1. ( ) h. ( ki 000 iiii 10 1000 40(1 50 1(1 U.00 ;H) 1.0 In 00 -- 5.0 H 0.00 10 50 1- 0.00 ;(Ill 5.0 0.00 ,00 DOr 5.0 1 4 0.00 *u .e 5.0 1 0.00 ,1;!1 5t) USDCM Vol 1 - Section 6.0 Runoff Page 3 UINTAH i .R*NU A LAND bitJAVE VIN(.. STANDARD FORM SF -3 5-YR RUNOFF - RATIONAL METHOD METHOD AS Di FAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL. VOL. 1 (COLORADO) i- Yr &untal! Deplh-Dural ion -Frequency (1 -hr) --- 1.16 in hr 12/13/2017 Design .Storm: 3 Year BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF Design Runoff f(c) 1 Q T(c) Sum 1 ti Point I Drainage Basin Area ( ." ) Coetf. ( min) I C x A I (in/hr) (cfs) (nom) I C x A 1 (in/hr) (Lip, REMARKS I C-1 7. o 0.25 14 8 1 81 2.65 ( H Ilse ()jut, to size pipe C-2 0.37 0.00 11 2 0.00 3.00 u 0.00 -} 0.00 0.00 0.00 000 000 ,, 0.00 I�� 0.00 i ! 0.00 I' 0.00 I 0.00 H 0.00 H 0.00 USDCM Vol 1 - Section 6.0 Runoff Page 4 "1/4 UINTAH imitP413 a LAND STANDARD FORM SF -3 100-1 14 RUNOFF - RATIONAL METHOD METHOD AS DETAILED IN URBAN STORM DRAINAGE CRITERIA MANUAL VOL. 1 (COLORADO) i _ 1 00-Yr Hain/u11Depth-Duration-Frequency (1 -hr) - 266 in hr i 12/13/2017 Design Storm: 100 Year BASIN INFORMATION DIRECT RUNOFF TOTAL RUNOFF Design Runoff T(c) I Q T(c) Sum I Q Point Drainage Basin Area (Ac) Coett' ( min) C x A (in/hr) (cfs) (mm) I C.' x A (in/hr) 1 (cfs) REMARKS 1 C-1 7.36 0.41 14.8 3.00 6.09 • . 18.2 or Use 181 DS 1 C-2 0.37 0 21 11.2 0.08 6.88 5 0.00 } 0.00 0.00 ci 0.00 -' 0.00 0.00 `) 0.00 i 0 0.00 H 1 0.00 12 0.00 1 1; 0.00 + 0.00 0.00 USDCM Vol 1 - Section 6.0 Runoff Page 5 Worksheet for 8' PVC Pipe - 0.33% (0.93 cfs) wP_roJect�Descrlptlon Friction Method Solve For r�b Manning Formula Discharge �'..'S'�v " i"] wi��a _ `(g�^RnL��K^,�aeC�•. C'�.M r., .T st.y v'J .r r....�f yt^i'_"��r-tetras\x" input '`. Roughness Coefficient Channel Slope Normal Depth Diameter 0 010 0 33000 6 80 in 8 00 in 'Re8Uits` ", d" ) -t Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type r aar , �, sxs SubCritical GUJnputtDat a;,� Downstream Depth Length Number Of Steps 0 93 ft'/s 0 32 ft' 156 ft 2 43 in 0 48 ft 0 46 ft 85 0 % 0 00527 ft/ft 2 94 fUs 013 ft 0 70 ft 0 64 0 97 ft'/s 0 90 ft'/s 0 00350 ft/ft 0 00 in 0 00 ft 0 fy VG F Output Data`tt., t2.a.t Upstream Depth Profile Descnption Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity UELS, LLC a".2,.+"u..�...m2.�:.a ^� • k3tl:�u�,..��:..u� Lhu.�'aekhL:�m__�3''�n �„?v.0 .c ��E'i�.�am�F ins Y"% ?• �e,a,'"� r t ,.u^ di 0 00 in 0 00 ft 000 % 85 00 Infinity ft/s Bentley Systems, Inc Haestad Methods SoHfin1teptchuVlaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 04 32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 8°° PVC Pipe - 0.33% (0.93 cfs) py,Fpu.tput Data Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Infinity ft/s 6 80 in 0 46 ft 0 33000 % 0 00527 ft/ft UELS, LLC Bentley Systems, Inc Haestad Methods SoBitdIuc5kivMaster V8i (SELECTseries 1) [08 11 01 03] 12/13/2017 5 04 32 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 10°° PVC Pape - 0033% (1.69 cfs) projeckpescnptlon' Friction Method Solve For Roughness Coefficient Channel Slope Normal Depth Diameter Manning Formula Discharge w'3,c t $�D rt ti, ii 0 010 0 33000 % 850 in 1000 in 'Results d Pr' Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type Downstream Depth Length Number Of Steps 169 ft'/s 049 ft' 196 ft 3 03 in 0 60 ft 0 58 ft 85 0 % 0 00501 fUft 3 41 ft/s 018 ft 0 89 ft 0 66 176 ft'/s 164 ft3/s 0 00350 ft/ft SubCritical GVF Output Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity UELS, LLC , 0 00 in 0 00 ft 0 ova '77, � � , _.. rA .. `_ ," ,i v'- ' _, _. i` ry....:a 0 00 in 0 00 ft 0 00 85 00 % Infinity ft/s Bentley Systems, Inc Haestad Methods SoBdn IsfEtdwMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 04 44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 10W PVC Pipe - 0.33% (1.69 cfs) 07737,-; Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope UELS, LLC Infinity ft/s 8 50 in 0 58 ft 0 33000 % 0 00501 ft/ft Bentley Systems, Inc Haestad Methods Soldd.dlec8ltt wMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 04 44 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 12°° PVC Pipe - 0.23% (2.40 cfs) IProject �2SCrlptiO(l '�""T � Fnction Method Solve For Manning Formula Discharge Input • - � � .e.�- ....�t"� r �. � .`�x`+l..i.<:..e�,�.: ti`�.w..�,....�..�.'�a r�._:�;s.� e-_+ti,�.«�� Roughness Coefficient Channel Slope Normal Depth Diameter 0 010 0 25000 % 1020 in 1200 in Discharge Flow Area Wetted Penmeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical per aR �.. �.. 1� n�./ FfSo-4.....nc�e.l sii6e..�u,c Yx.L.H:. iy�[yy2(i Downstream Depth Length Number Of Steps 2 39 ft'/s 0 71 ft' 2 35 ft 364 in 071 ft 0 66 ft 85 0 % 0 00442 ft/ft 3 35 ft/s 0 17 ft 102 ft 0 59 2 49 ft'/s 2 32 ft3/s 0 00265 ft/ft 000 in 0 00 ft 0 ••. .cy^'T. irr ,- ,q:... s«rcy,• lr _...9sx �1• f` .. " i�a "'^7'50'`x."' [ C'r� '.', ��'., rn • c .,.» µ �. • •..�w-...:ma.i,t�.tes.. u.ne1a51a.,,�:.eke.;.3kJ'.:..r�1e�V4�e...,t.nau�-n.vs�� a'v✓.ya"wass,e"4�>w�.d4,5.b, .+�.•;una,...r...mw�aLmaay..;.e.;�� •. ..�nLV:a� Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity UELS, LLC 0 00 in 0 00 ft 0 00 Q/u 85 00 % Infinity ft/s Bentley Systems, Inc Haestad Methods Sc ditliefE tuMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 12" PVC Pipe - 0.25% (2.40 cfs) GVEIDutput Data — Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope UELS, LLC Infinity ft/s 1020 in 0 66 ft 0 25000 % 0 00442 ft/ft Bentley Systems, Inc Haestad Methods SoHthdtefEhtwMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 04 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Friction Method Solve For rksheet for 15°' PVC Pipe - 0.25% (4.33 cffs) Manning Formula Discharge �+{+ yin 's{%l�. ,- -�'SF% j[.. .., . -v-+c ^. i�r •' �-n� lahj'^lTrt"�^v^^'-mot iRp 1�,��y, !' P� ; Y�vt4r -�rn�n ilnput`Data '' Roughness Coefficient Channel Slope Normal Depth Diameter Results' Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Cntical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type GVRApEut Data' , , ' Downstream Depth Length Number Of Steps SubCritical 000 in 0 00 ft 0 GVF�Ou$put�Data , '` Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity UELS, LLC 0 010 0 25000 % 12 75 in 15 00 in y n , 4 33 ft'/s 1 11 ft' 2 93 ft 4 55 in 0 89 ft 0 84 ft 850 0 00419 ft/ft 3 89 ft/s 0 24 ft 130 ft 061 4 52 ft'/s 4 20 ft'/s 0 00265 ft/ft 0 00 \ in 0 00 ft 000 % 85 00 % Infinity ft/s a 'to`r � �Csvdv Bentley Systems, Inc Haestad Methods SoBdnflecEldewMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 13 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 15" PVC Pipe - 0.25% (4.33 cfs) GVFkOutputData Upstream Velocity Normal Depth Cntical Depth Channel Slope Critical Slope UELS, LLC 12/13/2017 5 05 13 PM Infinity ft/s 12 75 in 0 84 ft 0 25000 % 0 00419 ft/ft Bentley Systems, Inc Haestad Methods Sa®9rdiefEFde+Master V8i (SELECTsenes 1) [08 11 01 03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 15" A �Protec �Descnptlonf, Friction Method Solve For Manning Formula Discharge 5 Pipe o 0.25% (7.07 cfs) input Da{as' ''> Y s"" ' ' rt r �,�� <.2s�.��.�?,.. :�.a»-may fins",. ,o,.sy� _ � �; _ ' °w1�a ..c {".'t,'y�-.tom �v`.b•_ � csE� � _`t .ir�.�..: Roughness Coefficient Channel Slope Normal Depth Diameter 0 010 0 25000 % 15 30 in 18 00 in Results Ff Discharge Flow Area Wetted Penmeter Hydraulic Radius Top Width Critical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical 7 04 ft'/s 1 60 ft' 3 52 ft 546 in 107 ft 103 ft 85 0 % 0 00402 ft/ft '4 39 ft/s 0 30 ft 158 ft 0 63 7 34 ft'/s 6 83 ft'/s 0 00265 ft/ft -10 7'--^ter-3n�3' _•a r.. i �r _ _.n 3j..,' '--x�.c- r..,.� .... y . , , et'.^�-'` GVF�InputData�� ,- �n„w_��_��' _, uS�...%+.*w,n.._.: ,r...a;.°�s^iYa ,", :.,1.. Downstream Depth Length Number Of Steps 0 00 in 0 00 ft 0 f c,+ � . ,� {rte �^-F j4 GVF,�Output Data " ;s s -; a 1 `�`- Upstream Depth Profile Descnption Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity UELS, LLC 0 00 m 0 00 ft 0 00 85 00 Infinity ft/s Bentley Systems, Inc Haestad Methods SoRdrdIefEhfwMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 18" ADS Pipe - 0.25% (7.07 cfs) GVF,Output Data,x , E'r- ;� ;4)1%, Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope UELS, LLC Infinity ft/s 15 30 in 103 ft 0 25000 % 0 00402 ft/ft Bentley Systems, Inc Haestad Methods SoREtnilecEhtedVlasterV8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 25 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 24" A,' S Pipe - 0.25% (15015 cfs) Project Dascnptl L,,, Fnction Method Solve For i Manning Formula Discharge Q_'"' Rba �,. •rC^.,ti.... n.y ,.r�,^.n.. InRui'Dataa i�� 1�,a-�t' .,= _ _ eLmsu >1 .• Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Flow Area Wetted Perimeter Hydraulic Radius Top Width Cntical Depth Percent Full Critical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type 0 010 0 25000 % 20 40 in 24 00 m -`z :�w,{i,,. y2Vki a...at e''. .t" " _+.mac,' SubCritical aAi _i w. yin t �1�s'.. T•" .' r "iN 0 , 1515 ft'/s 2 85 ft' 4 69 ft 7 28 in 143 ft 140 ft 85 0 % 0 00376 ft/ft 5 32 ft/s 0 44 ft 2 14 ft 0 66 15 82 ft'/s 14 70 113/s 0 00265 ft/ft GVF,Input _Data' Downstream Depth Length Number Of Steps xr, 4� ��',x-•`' 77- � � Y L F� � i — •s�� x t� i:.` u _ C i.:i.","77-77.7-50 4 0 00 in 0 00 ft 0 -Data Upstream Depth Profile Description Profile Headloss Average End Depth Over Rise Normal Depth Over Rise Downstream Velocity UELS, LLC "i.CT,..`..e.��,µ.�..i�.'w?`ei.Ti `• c y < .''cc.�L�imai 1 ^�F'itfi»"�i,..�...iS�.3.,liii�t,ril4oL''[Vut ixi afros lay 0 00 in 0 00 ft 0 00 85 00 Infinity ft/s Bentley Systems, Inc Haestad Methods SonAidIs fktwMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 24°° ADS Pipe - 0.25% (15.15 cfs) G / Outpu1D611 1F' y:--,��,�.n. .' a ,� v r`'' r f'� t ',7> • r- "-irr, Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope Infinity fUs 20 40 in 140 ft 0 25000 % 0 00376 ft/ft UELS, LLC Bentley Systems, Inc Haestad Methods Sc®gndiepElderMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 37 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 o'ksheet for 16°° FIDPIE Pipe - 8.0% (36.62 cffs) �.. Y Tt '" ! y `�•* F j. a aA Rr'hu 'F,S*!�`��,s �..p v� .mac cr^i -.i at�-� �/ Y`-.-� LL _ ..F. Preci Descnptiori:';,3 ,.n r'r< <°I`, n "Aiw 9-'' ° 7� n` "fix s j 3s:z5 X14 sx13 s ,: s wn E r'h Friction Method Manning Formula Solve For Full Flow Capacity Input Dat�r- ,M �--�2 r �j•rY�n..n ,�!+,,. 5� ,nr ,„ �� Roughness Coefficient Channel Slope Normal Depth Diameter Discharge 0 010 8 00000 % 18 00 m 1800 m 38 62 ft3/s (Results FYY..'^ l ... v1� Discharge Normal Depth Flow Area Wetted Perimeter Hydraulic Radius Top Width Critical Depth Percent Full Cntical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type SubCritical � -t, iK. t c;,�hFM.,af1 1;;,,r,.„ �, s. 5.. J'e' «s �' A t — ... 3862 ft/s 18 00 in 177 ft' 471 ft 4 50 in 0 00 ft 150 ft 1000 % 0 07734 ft/ft 21 86 ft/s 7 42 ft 8 92 ft 0 00 41 55 ft'/s 38 62 ft'/s 0 08000 ft/ft GVF Input Data. , Downstream Depth Length Number Of Steps GVF Output Data', m�u,""' Upstream Depth Profile Descnption Profile Headloss Average End Depth Over Rise UELS, LLC 12/13/2017 5 05 47 PM } x1, -�,,.....raxa.''+.,�.,..� �•.s..a�•t.� xr',ty,,,.„lam: �,�..a..�..,sxw*'�s�'.w'st: ' ~.��._ 0 00 in 0 00 ft 0 • �,'s�•r, .:r ,.o.,4 '1 ev:� 000 in 0 00 ft 0 00 % Bentley Systems, Inc Haestad Methods SoBndlucEtdwMaster V8i (SELECTseries 1) [08 11 01 03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 18" H e1 PE Pipe - 8.0% (38.62 cfs) GVFOutput,Data,, Normal Depth Over Rise Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Cntical Slope I lat,.1-4.--." " -..s kl 100 00 % Infinity ft/s Infinity ft/s 1800 in 150 ft 8 00000 % 0 07734 ft/ft UELS, LLC Bentley Systems, Inc Haestad Methods So9ANle EldwwMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 47 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Worksheet for 15°° H PE Pipe - 8.0% (23.75 cfs) project-Descnption ;y Friction Method Solve For Manning Formula Full Flow Capacity _.••�••y.ws.,.. t'5'v, {rr•r" J9 'InputData: ji W:.«5.'a,m.r<-.� Roughness Coefficient Channel Slope Normal Depth Diameter Discharge Results - t`'`e.7�.. -s_... Discharge Normal Depth Flow Area Wetted Penmeter Hydraulic Radius Top Width Critical Depth Percent Full Cntical Slope Velocity Velocity Head Specific Energy Froude Number Maximum Discharge Discharge Full Slope Full Flow Type VF,Input Da at •`� • ' itLr Downstream Depth Length Number Of Steps SubCntical 0 010 8 00000 % 15 00 in 15 00 in 23 75 ft'/s 23 75 ft'/s 1500 in 123 ft� 3 93 ft 375 in 0 00 ft 125 ft 1000 % 0 07718 ft/ft 19 35 ft/s 5 82 ft 7 07 ft 0 00 25 55 ft'/s 23 75 ft3/s 0 08000 ft/ft rs� .s,"tex=.Y m v4 000 m 0 00 ft 0 ti 1 GVF Output D „� r mss;=� , �� ,�� ,�n��,•� s��- ` craw � i �� ,77771 ,....3 • S..S — Upstream Depth Profile Descnption Profile Headloss Average End Depth Over Rise UELS, LLC 12/13/2017 5 05 57 PM 000 in 0 00 ft 0 00 % Bentley Systems, Inc Haestad Methods SolididlecElthuMaster V8i (SELECTseries 1) [08 11 01 03] 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Worksheet for 15" H®PE Pipe - 8.0% (23.75 cfs) GVFFOutput-Data', Normal Depth Over Rise Downstream Velocity Upstream Velocity Normal Depth Critical Depth Channel Slope Critical Slope UELS, LLC 100 00 % Infinity ft/s Infinity ft/s 1500 in 125 ft 8 00000 % 0 07718 ft/ft A- ��3r�.ry f�T� r9��i•i . a'. �. m...�,�...........r. ,F,... ai' Bentley Systems, Inc Haestad Methods So®ANFec8htwMaster V8i (SELECTsenes 1) [08 11 01 03] 12/13/2017 5 05 57 PM 27 Siemons Company Drive Suite 200 W Watertown, CT 06795 USA +1-203-755-1666 Page 2 of 2 Culvert Analysis Report OS -A Culvert Analysis Component Storm Event Design Discharge 25 80 cfs Peak Discharge Method User -Specified Design Discharge 25 80 cfs Check Discharge 0 00 cfs Tailwater properties Trapezoidal Channel Tailwater conditions for Design Storm Discharge Depth 25 80 cfs Bottom Elevation 1 03 ft Velocity 4,563 98 ft 408 ft/s Name Description Discharge HW Elev Velocity Culvert -1 2-24 inch Circular Weir Not Considered 25 80 cfs 4,566 39 ft 6 01 ft/s N/A N/A N/A i Project Engineer cclark e \bloom\truck facility\hydrology\culverts cvm UELSVERNAL CulvertMaster v3 3 [03 03 00 04] 12/13/17 05 07 25 PM© Bentley Systems Inc Haestad Methods Solution Center Watertown CT 06795 USA +1-203-755-1666 Page 1 Culvert Analysis Report OS -A Culvert Component Culvert -1 Culvert Summary Computed Headwater Elevation Inlet Control HW Elev Outlet Control HW Elev Headwater Depth/Height 4,566 39 ft Discharge 4,566 25 ft Tailwater Elevation 4,566 39 ft Control Type 1 02 25 80 cfs 4,565 01 ft Outlet Control Grades Upstream Invert Length 4,564 35 ft 130 00 ft Downstream Invert Constructed Slope 4,563 98 ft 0 2846 % Hydraulic Profile Profile Slope Type Flow Regime Velocity Downstream M2 Depth, Downstream Mild Normal Depth Subcntical Critical Depth 6 01 ft/s Critical Slope 1 29 ft 1 81 ft 1 29 ft 0 5780 % Section Section Shape Section Matenal Section Size Number Sections Circular Mannings Coefficient Concrete Span 24 inch Rise 2 I I 0 013 2 00 ft 2 00 ft Outlet Control Properties Outlet Control HW Elev Ke 4,566 39 ft 0 20 Upstream Velocity Head 0 34 ft Entrance Loss 0 07 ft Inlet Control Properties Inlet Control HW Elev Inlet Type K M C Y 4,566 25 ft Beveled ring, 33 7° bevels 0 00180 2 50000 0 02430 0 83000 Flow Control Area Full HDS 5 Chart HDS 5 Scale Equation Form N/A 6 3 ft' 3 B 1 Protect Engineer cclark e \bloom\truck facility\hydrology\culverts cvm UELSVERNAL CulvertMaster v3 3 [03 03 00 04] 12/13/17 05 07 25 PMT Bentley Systems Inc Haestad Methods Solution Center Watertown CT 06795 USA +1-203-755-1666 Page 2 Truck Sales and Service Facility Drainage Report APPENDIX G - DETENTION POND CALCULATIONS 1 Detention Pond -1 2 Detention Pond -2 3 Detention Pond -3 December 13, 201' DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Truck Shop Area Detention Pond - 1 Ba sin ID: B (For catchments less 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 Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Soil Group Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1' P,/(C2+Tr)"C3 Coefficient One Coefficient Two Coefficient Three 900 0.15 0.599 JD-Detenuon_v2.34_Shop Area.xlsm Modified FAA _ A= Type = T= Tc = q= P, _ C3 _ 81.00 5.150 C 5 14 0.45 1.16 28.50 60 0.789 percent acres ABCorD years 2 5 10 25. 50 minutes cfslacre inches Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Catchment Drainage Imperviousness Catchment Drainage Area Predevelopment NRCS Sod Group or 100) Return Period for Detention Control Time of Concentration of Watershed Allowable Unit Release Rate One -hour Precipitation Design Rainfall IDF Formula i = C1' P,!(C2+Tc)"C2 Coefficient One Coefficient Two Coefficient Three -0.637 -0.858 -0.679 -0.699 -0.720 -0.741 -0.762 -0.783 -0.804 -0.825 0.51 1 17 1.445 -0.846 I 900 0.34 1.610 0.51 _ A= Type = T= Tc = q= 4 81.00 percent 5.150 C 14 28.50 60 0.789 1.17 1.17 '.17 17 acres A B.C orD years 2. 5 10. 25 50 or 100) minutes cfslacre inches 1.424 1.447 Mod. FAA Minor Storage Volume (cubic ft.) = 4,146 Mod. FAA Major Storage Volume (cubic ft.) = Mod. FAA Minor Storage Volume (acre -ft.) = 0.0952 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34 Released November 2013 29 336 0.6735 '216/201/ 4 10 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Truck Shop Area Detention Pond - 1 Basin ID: B Inflow and Outflow Volumes vs. Rainfall Duration I a, a, C.) cti 1.8 1.6 1.4 1.2 1 a, E 0.8 0.6 0.4 0.2 0 •••••••••+•••• • _ --- • ,, '� ' '' I 4 • • S • • 'I OOO OOOOO G OO • 0 Minor Storm Inflow Volume ass Minot Storm Outflow Volume o Minor Storm Storage Volume S Mayor Storm Inflow Volume — Major Storm Outflow Volume • Major Storm Storage Volume 100 200 300 400 500 600 Duration (Minutes) 700 800 900 1000 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 UD-Detention v2.34 Shop Area.xlsm Modnied AAA 12/8/2017, 4 10 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Truck Shop Area Detention Pond -1 Basin ID: B Dana A w V Design Information (Input): Width of Basin Bottom. W = Length of Basin Bottom. L = Dam Side -slope (H:V). Zd = Stage -Storage Relationship: !1 ►f ; V Side Slope Z 4 4 ft ft ftift Site Slope Z Check Ba Right Triangle Isosceles Triangle Rectangle Circle ! Ellipse Irregular Storage Requirement from Sheet 'Modified FAA' Storage Requirement from Sheet 'Hydrograph' Storage Requirement from Sheet 'Full -Spectrum' sin 3nape X OR.. OR. OR... OR. ( Use Overide values in cells G32: G52 MINOR MAJOR 0.10 0.67 acre -ft. acre -ft. acre -ft. Labels for WQCV. Minor & Major Storage Stages ( input i Water Surface Elevation iinput ft i Side Slope (H:V) ft/ft Below El. Basin Width Stage ft (output) at Basin Length Stage ft (output) at Surface Area Stage ft2 (output) at Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area Stage acres (output) at Volume Below Stage acre (output) -ft Target Volumes for WQCV. Minor, & Major Storage Volumes (for goal seek) 4565.20 (instil) - 0 ii0.000 0.000 4565.30 0.00 0.00 0.00 146 7 0.003 0.000 4565.40 0.00 0.00 0.00 1.036 . 66 0.024 0.002 4565.50 0.00 0.00 0.00 2.340 235 0.054 0.005 4565.60 0.00 0.00 0.00 3.636 534 0.083 0.012 - 4565.70 0.00 0.00 0.00 4,991 965 0.115 0.022 4565.80 0.00 0.00 0.00 6.462 1,538 0.148 0.035 4565.90 0.00 0.00 0.00 8.052 2,264 0.185 0.062 ' 4566.00 0.00 0.00 0.00 9,623 _ 3,148 0.221 0.072 4566.10 0.00 0.00 0.00 10,818 4,170 0.248 0.096 4566.20 0.00 0.00 0.00 11,581 5,290 0.266 0.121 4566.30 0.00 0.00 0.00 11,918 6,465 0.274 0.148 4566.40 0.00 0.00 0.00 12.099 7,665 0.278 0.176 4566.50 0.00 0.00 0.00 12,282 8,884 0.282 0.204 WQCV 4566.60 0.00 0.00 0.00 12,465 10,122 0.286 0.232 4566.70 0.00 0.00 0.00 12,650 11,378 0.290 0.261 4566.80 0.00 0.00 0.00 12.836 12,652 0.295 0.290 4566.90 0.00 0.00 0.00 13,023 13,945 0.299 0.320 4567.00 0.00 0.00 0.00 13.211 15,256 0.303 0.350 4567.10 0.00 0.00 0.00 13,400 16,587 0.308 0.381 4567.20 0.00 0.00 0.00 13,591 17,936 0.312 0.412 4567.30 0.00 0.00 0.00 13,782 19,305 0.316 0.443 4567.40 0.00 0.00 0.00 13,975 20,693 0.321 0.475 4567.50 0.00 0.00 0.00 14,169 22,100 0.325 0.507 4567.60 0.00 _ 0.00 0.00 14.364 _ 23,527 0.330 0.540 4567.70 0.00 .. 0.00 0.00 14,560 24,973 0.334 0.573 4567.80 0.00 0.00 0.00 14,757 26,439 0.339 0.607 4567.90 0.00 ' 0.00 0.00 14,956 27,924 0.343 0.641 100-Yr WSE 4568.00 0.00 0.00 0.00 15,155 29,430 0.348 0.676 4568.10 0.00 0.00 0.00 15.357 30,956 0.353 0.711 4568.20 0.00 0.00 0.00 15, 560 32,501 0.357 0.746 4568.30 0.00 0.00 0.00 _ 15,765 34,068 0.362 0.782 4568.40 0.00 0.00 0.00 15,970 35,654 0.367 0.819 4568.50 0.00 0.00 0.00 16,176 37,262 0.371 0.855 4568.60 0.00 0.00 0.00 16,384 38,890 0.376 0.893 4568.70 0.00 0.00 0.00 16.593 40,539 0.381 0.931 4568.80 0.00 0.00 0.00 16,803 42,208 0.386 0.969 4568.90 0.00 0.00 0.00 17,014 43,899 0.391 1.008 4569.00 0.00 0.00 0.00 17,226 45.611 0.395 1.047 0.00 #N/A #N/A 0.00 *NIA #N/A 0.00 #N/A _ #N/A 0.00 #N/A #N/A 0.00 I #N/A #N/A UD-Detention_v2.34_Shop Area.xlsm, Basin 12/8/2017. 4 10 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: 4569.20 STAGE -STORAGE CURVE FOR THE POND 0.00 0.20 0.40 0.60 0.80 Storage (acre-feet) 1.00 1.20 UD-Detention_v2.34_Shop Area.xlsm. Basin 12/8/2017. 4:10 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Truck Shop Area Detention Pond - 1 Basin ID: B WOCV Design Volume (Input): c;atchment Imperviousness. I, = Catchment Area, A = Depth at WQCV outlet above lowest perforation, H = Vertical distance between rows. h = Number of rows, NL Orifice discharge coefficient, C Slope of Basin Trickle Channel S Time to Drain the Pond = Watershed Design Information (Input); Percent Soil Type A = Percent Soil Type B = Percent Soil Type C/D = Outlet Design Information [output): 3 81.0 5.15 2 8.00 3 0.67 0.004 72 100 percent acres feet inches ft / ft hours Diameter of holes D = Number of holes per row, N = Height of slot H = Width of slot W = Water Quality Capture Volume WQCV = Water Quality Capture Volume IWQCV) = Design Volume (WQCV 1 12 ' Area ' 1.2) Vol si Outlet area per row A0 = Total opening area at each row based on user -input above A0 = Total opening area at each row based on user -input above A0 = _ QB inches inches inches 0.413 watershed inches 0.177 acre-feet 0.213 acre-feet 0.61 square inches 0.8051 square inches 0.0042 square feet 1.Ir. i 1 l i l l( Central Elevations of Rows of Holes in feet Rue. I Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 ).: 4565.20 4565.87 4566.53 I F low _ Collection Capacity for Each Row of Holes in cfs _ 4565.20 0.000 0 0.0000 0.0000 r- 0.00 4565.30 0.0071 0.0000 0.0000 0.01 4565.40 } 0.0101 0.0000 0.0000 0.01 4565.50 0.0124 0.0000 0.0000 I 0.01 4565.60 0.0143 0.0000 0.0000 0.01 4565.70 0.0160 0.0000 0.0000 0.02 4565.80 0.0175 0.0000 0.0000 0.02 4565.90_ 0.0189 0.0039 0.0000 0.02 4566.00 0.0202 0.0081 0.0000 0.03 4566.10 0.0214 0.0108 0.0000 0.03 4566.20 0.0226 0.0130 0.0000 _ 0.04 4566.30 , 0.0237 0.0148 0.0000 0.04 4566 40 0.0248 0.0164 0.0000 0.04 4566.50 0.0258 0.0179 0.0000 0.04 4566.60 4566.701 0.0267 0.0193 0.0060 0.05 0.0277 0.0206 0.0093 0.06 4566.80 0.0286 0.0218 0.0117 0.06 4566.90 0.0295 0.0229 0.0137 _ 0.07 4567.00 0.0303 0.0240 0.0155 0.07 4567,10 _ 0.0311 0.0251 0.0171 _ 0.07 4567.201 0.0320 0.0261 0.0185 0.08 # #N/A #N/A #N/A UN/A * *NIA #N/A ON/A #WA # #WA #N/A #N/A MIA # #N/A *NIA MIA _ *N/A # #N/A #N/A *NIA *NIA # #WA #N/A ON/A *NIA O ON/A *NIA #N/A #NIA * *N/A #N/A #WA #NIA * *NIA *NIA 11N/A #NIA # #N/A #WA ON/A IN/A # #N/A #WA #N/A #N/A # #N/A *NIA #N/A #N/A # #N/A *NIA #N/A #N/A r rmi/A #WA 114‘,I/A IN/A K N/A UN/A _ #N/A _ UN/A # #N/A #N/A *NIA #NIA #NIA ON/A #1 /A *NIA * *NIA #N/A #N/A *NIA # #N/A #N/A #14/A #NIA * *NIA #N/A #N/A IN/A * *NIA #N/A tiN/A #61/A * *NIA ON/A rtN/A IN/A #N/A #WA UN/A _ *NIA Override Area Row 1 Override Area Row 2 Override Area Row 3 UD-Detention_v2.34_Shop Area.xlsm WOCV Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Over ride Area Row 10 Override A:ea Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 12/8/2017. 4 10 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Truck Shop Area Detention Pond - 1 Basin ID: B 4-1 CD C) a) 0) cV (I) STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 4569.00 4568.50 4568.00 4567.50 4567.00 4566.50 4566.00 4565.50 4565.00 4- 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08 0.09 Discharge (cfs) 12/8/2017. 4 10 PM U - elention_v2 34_Shop Area.xlem WQCV RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Truck Shop Area - Detention Pond -1 Basin ID: B x r I Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Elev: WS = Elev: Invert = Q= Dia = = Af = Theta = Qf = Percent of Design Flow = Theta = Ao_ To = Yo = Elev Plate Bottom Edge = 00= Width of Equivalent Rectangular Vertical Orifice Equivalent Width = Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = #1 Vertical Orifice #2 Vertical Orifice 4,568.00 4,565.20 2.30 10.0 0.55 0.55 3.14 3.7 162% 1.73 0.33 9.88 0.48 4,565.68 2.3 0.69 4,565.44 feet feet cfs inches sgft rad cfs rad sgft inches feet feet cfs feet feet UD-Detention_v2.34_Shop Area.xlsm, Restrictor Plate 12/8/2017, 4:10 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Truck Shop Area Detention Pond -1 Basin ID: B nigh L nrtsigue wet STIR CREST angular N: err Design Information (input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L= Angle = EL. Crest = Cs, = C, 22.00 75.96 4.568.00 3.00 3.00 Surface Elevation (linked) Water ft. Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 4565.20 0.00 0.00 0.00 0.00 4565.30 0.00 0.00 0.00 0.00 4565.40 0.00 0.00 0.00 0.00 4565.50 0.00 0.00 0.00 0.00 4565.60 0.00 0.00 0.00 0.00 4565.70 0.00 0.00 0.00 0.00 4565.80 0.00 0.00 0.00 0.00 4565.90 0.00 0.00 0.00 0.00 4566.00 0.00 0.00 0.00 0.00 4566.10 0.00 0.00 0.00 0.00 4566.20 0.00 0.00 0.00 0.00 4566.30 0.00 0.00 0.00 0.00 4566.40 0.00 0.00 0.00 0.00 4566.50 0.00 0.00 0.00 0.00 4566.60 0.00 0.00 0.00 0.00 4566.70 0.00 0.00 0.00 0.00 4566.80 0.00 I 0.00 0.00 0.00 4566.90 0.00 0.00 0.00 0.00 4567.00 0.00 0.00 0.00 0.00 4567.10 0.00 0.00 0.00 0.00 4567.20 0.00 0.00 0.00 0.00 4567.30 0.00 0.00 0.00 0.00 4567.40 0.00 0.00 0.00 0.00 4567.50 0.00 0.00 0.00 0.00 4567.60 0.00 0.00 0.00 0.00 4567.70 0.00 0.00 0.00 0.00 4567.80 0.00 0.00 0.00 0.00 4567.90 0.00 0.00 0.00 0.00 4568.00 0.00 0.00 0.00 0.00 4568.10 2.09 0.04 2.13 2.13 4568.20 5.90 0.21 6.12 6.12 4568.30 10.84 0.59 11.44 11.44 4568.40 16.70 1.21 17 91 17.91 4568.50 23.33 2.12 25.46 25.46 4568.60 30.67 3.35 34.02 34.02 4568.70 38.65 4.92 43.57 43.57 4568.80 47.23 6.87 54.09 54.09 4568.90 56.35 9.22 I 65.57 65.57 4569.00 66.00 I 12.00 78.00 78.00 #N/A #N/A #N/A #N/A #N/A #N/A #N/A i #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N;'A feet degrees feet UD-Detention_v2 34_Shop Area.xlsrn. Spillway 12/8/2017, 4:10 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Truck Shop Area Detention Pond -1 Basin ID: B STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Stage (feet, elev.) 0 4569.2 _ 4568.7 4568.2 4567.7 4567.2 4566.7 4566.2 4565.7 4565.2 0 0.2 Storage (Acre -Feet) 0.4 0.6 f 10 20 30 40 50 Pond Discharge (cfs) 0.8 60 70 1 I _ 1.2 80 90 t TOTAL DISCHARGE t SPtLVVAY 0ISCla4RGE t NU STCRAGE 7 UD-Detention_v2.34_Shop Area.xlsm. Spillway 12/8/2017, 4:10 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Truck Shop Area - Detention Pond -2 Basin ID: A (For catchments less 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 `Jolume Using Modified FAA Method Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Drainage Imperiousness I, _ 75.00 percent Catchment Drainage Imperviousness I. = 75.00 percent Catchment Drainage Area A = 2.060 acres Catchment Drainage Area A = 2.060 acres Predevelopment NRCS Soil Group Type = C ABC or D Predevelopment NRCS Soil Stoup Type = C A. B, C or D Return Period for Detention Control T = 5 years 2 5 10 25 50 or 1001 Return Period for Detention Control T = years (2. 5 10. 25 50 or 10( Time of Concentration of Watershed Tc = 12 minutes Time of Concentration of Watershed Tc = 12 minutes Allowable Urn( Release Rate q = 0.49 cfs/acre Allowable Unit Release Rate q = 0.49 cfs/acre One -hour Precipitation P, _iii. 1.15 inches One -hour Precipitation P, = 2.65 inches Design Rainfall IDF Formula f = C,` P,l(C2+T�)"C3 Design Rainfall IDF Formula i = C,' P,l(C2+T_)"C3 Coefficient One C, = 28.50 Coefficient One C. = 8.50 Coefficient Two C2 = 60 Coefficient Two C2 = 60 Coefficient Three C� = 0.789 Coefficient Three C3 = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient C = 0.58 Runoff Coefficient C = 0.71 Inflow Peak Runoff Open = 1.36 cfs Inflow Peak Runoff Op -in = 182 cfs Allowable Peak Outflow Rate Op -out = 1.01 cfs Allowable Peak Outflow Rate Op -out = 1.01 cfs Mod. FAA Minor Storage Volume = 1 093 cubic feet Mod. FAA Major Storage Volume = 10 155 cubic feet Mod. FAA Minor Storage Volume = 0.025 acre -ft Mod. FAA Major Storage Volume = 0.233 acre -ft c- Enter Rainfall Duration Incremental Increase Value Here (e.g 5 for 5 -Minutes) Rainfall Duration minutes in. t Rainfall Intensity riches hr (output) Inflow `Jolume acre-feet output) Adjustment Factor "m" lougwt) Average Outflow cfs _ {output) Outflow volume acre-feet output} Storage Volume acre-feet {output) Rainfall Duration minutes iinput) Rainfall Intensity inches / hr ,out ut) p Inflow Volume acre-feet (output} Adjustment Factor "m" (output) Average Outflow cfs i ou tput! Outflow Volume acre-feet (output) Storage Volume acre-feet (output) 0.00 0.000 0.00 0.00 0.000 0.000 0 0.00 0.000 0.00 0.00 0.000 0.000 24 1.00 0.040 0.74 0.75 0.025 0.015 24 2.30 0.111 0.74 0.75 0.025 0.086 48 0.82 0.065 0.62 0.63 0.041 0.024 48 1.89 0.182 0.62 0.63 0.041 0.141 72 0.70 0.083 0.56 0.59 0.058 0.025 72 1.61 0.233 0.58 0.59 0.058 0.175 96 0.62 0.097 0.56 0.57 0.075 0.022 96 1.41 0.273 0.56 0.57 0.075 0.198 120 0.55 0.109 0.55 0.55 0.091 0.017 120 1.26 0.305 0.55 0.55 0.091 0.213 144 0.50 0.118 0.54 0.55 0.108 _ 0.010 144 1.14 0.331 0.54 0.55 0.108 0.223 168 0.46 0.126 0.53 0.54 0.125 0.001 168 1.05 0.354 0.53 0.54 0.125 0.229 192 0.42 0.133 0.53 0.53 0.141 -0.008 192 0.97 0.374 0.53 0.53 0.141 0.232 216 ~ 0.39 0.139 0.53 0.53 0.158 -0.019 216 0.90 0.391 0.53 0.53 0.158 0.233 240 0.37 0.145 0.52 0.53 0.175 -0.030 240 0.84 0.407 0.52 0.53 0.175 0.232 264 0.35 0.150 0.52 0.53 0.192 -0.041 264 0.79 0.421 0.52 0.53 0.192 0.230 288 0.33 0.155 0.52 0.52 0.208 -0.053 288 0.75 0.435 0.52 0.52 0.208 0.226 312 0.31 0.159 - 0.52 0.52 0.225 -0.066 312 0.71 0.447 0.52 0.52 0.225 0.222 336 0.29 • 0.163 0.52 0.52 0.242 -0 078 336 0.68 0.458 • 0.52 0.52 0.242 0.216 • 360 0.28 0.167 0.52 0.52 0.258 -0.091 360 0.65 0.468 0.52 0.52 0.258 0.210 384 0.27 0.170 0.51 0.52 0.275 -0.105 384 0.62 0.478 0.51 0.52 0.275 0.203 408 0.26 0.174 0.51 0.52 0.292 -0.118 408 0.59 0.487 0.51 0.52 0.292 0.196 432 0.25 0.177 0.51 0.52 0.308 -0.132 432 0.57 0.496 0.51 0.52 0.308 0.188 456 0.24 0.180 0.51 0.52 0.325 -0.145 456 0.55 0.504 0.51 0.52 0.325 0.179 480 0.23 0.182 0.51 0.52 ( 0.342 -0.159 480 0.53 0.512 0.51 0.52 0.342 0.170 504 0.22 0.185 0.51 0.52 0.358 -0.173 504 0.51 0.520 0.51 0.52 0.358 0.161 528 0.22 0.188 0.51 0.52 0.375 -0.187 528 0.50 0.527 0.51 0.52 0.375 0.152 552 0.21 0.190 0.51 0.52 r 0.392 -0.202 552 0.48 0.533 0.51 0.52 0.392 0.142 576 0.20 0.192 0.51 0.51 0.408 -0.216 576 0.47 0.540 0.51 0.51 0.408 0.132 600 ~ 0.20 0.195 0.51 0.51 0.425 -0.230 600 0.45 0.546 0.51 0.51 0.425 _ 0.121 624 0.19 0.197 0.51 0.51 0.442 -0.245 624 0.44 0.552 0.51 0.51 0.442 0.111 648 0.19 0.199 0.51 0.51 ! 0.458 -0.260 548 0.43 0.558 0.51 0.51 0.458 0.100 672 0.18 0.201 0.51 0.51 4 0.475 -0.274 672 0.42 0.564 0.51 0.51 0.475 _ 0.089 696 0.18 r 0.203 0.51 0.51 0.492 -0.289 696 0.41 0.569 0.51 0.51 0.492 0.077 720 0.17 0.205 0.51 0.51 0.509 -0.304 720 0.40 0.575 0.51 0.51 0.509 0.066 744 0.17 0.207 0.51 0.51 0.525 _ -0.319 744 0.39 0.580 I 0.51 0.51 0.525 0.055 768 0.16 0.208 0.51 0.51 0.542 -0.334 768 0.38 0.585 ( 0.51 0.51 0.542 0.043 792 0.16 0.210 0.51 0.51 0.559 -0.349 792 0.37 0.590 0.51 0.51 0.559 0.031 816 0.16 0.212 0.51 - r 0.51 0.575 -0.364 816 0.36 0.594 0.51 0.51 0.575 0.019 840 - 0.15 0.213 0.51 ' 0.51 0.592 -0.379 640 0.35 0.599 0.51 0.51 0.592 0.007 864 0.15 0.215 0.51 ♦T � 0.51 1 0.609 -0.394 864 ~ 0.35 0.603 0.51 0.51 0.609 -0.005 888 0.15 0.216 0.51 0.51 0.625 -0.409 888 0.34 0.608 0.51 0.51 0.625 -0.018 912 0.15 0.218 0.51 i 0.51 0.642 -0.424 912 4.0.33 0.612 0.51 0.51 0.642 -0.030 936 0.14 0.219 0.51 0.51 0.659 ---t- -0.439 936 0.33 0.616 0.51 0.51 0.659 -0.043 960 0.14 0.221 0.51 0.51 1 0.675 -0.454 960 0.32 ` 0.620 0.51 0.51 V 0.675 -0.055 984 0.14 0.222 0.51 1 0.51 0.692 -0.470 984 0.31 0.624 0.51 0.51 0.692 -0.068 1008 0.13 0.224 0.51 0.51 0.709 -0.485 1008 0.31 0.628 0.51 0.51 0.709 -0.081 1032 0.13 0.225 0.51 1 0.51 1 0.725 -0.500 1032 0.30 0.632 0.51 0.51 0.725 -0.094 - 1056 0.13 0.226 0.51 0.51 0.742 -0.516 1056 0.30 0.635 0.51 _ 0.51 0.742 -0.107 ~ 1080 0.13 0.228 - 0.51 0.51 _ 0.759 -0.531 1080 0.29 0.639 I 0.51 0.51 0.759 -0.120 0.13 0.229 0.51 I 0.51 I _ 0.775 ..-1104 -0.547 1104 0.29 0.642 r 0.51 0.51 0.775 -0.133 1128 0.12 0.230 0.51 0.51 0.792 -0.562 1128 0.28 0.646 i 0.51 0.51 0.792 -0.146 1152 0.12 0.231 0.50 0.51 0.809 -0.578 1152 0.28 0.649 14- _ 0.50 0.51 0.809 -0.159 1176 0.12 f 0.233 0.50 0.51 0.826 _ -0.593 1176 0.28 0.653 � 0.50 D.51 0.826 -0.173 1200 0.12 0.234 0.50 0.51 0.842 ' -0.609 1200 - _ 0.27 _ I 0.656 i 0.50 i 0.51 0.842 -0.186 1 0.12 0.235 41224 0.50 0.51 0.859_ -0.624 1224 I 0.27 0.659 0.50 j 0.51 0.859 -0.200 0.11 0.236 •1248 0.50 0.51 _ _ 0.876 -0.640 1248 I - 0.26 1 0.662 -Tr 0.50 0.51 0.876 -0.213 1272 011 0.237 1, 0.50 0.51 0.892 -0.655 1272 t _ 0.26 0.666 0.50 0.51 T 0.892 -0.227 1296 0 i ' 0.238 I 0.50 0.51 0.909 -0.671 1296 0.26 t 0.669 0.50 1 _ 0.51 0.909 -0.240 1320 0 ' ' r- 0.239 0.50 0.51 0.926I. -0.686 1320 I 0.25 0.672 0.50 0.51 0.926 -0.254 1344 0 ' ' 0.240 i 0.50 0.51 0.942 -0 702 1344 _0.25 t 0.675 0.50 0.51 0.942 -0.268 1368 0.11 0.241 0.50 0.51 0.959 -0/18 1368 0.25 0.678 --i--- 0.50 0.51 0.959 -0.281 1392 0.11 0 242 0.50 0.51 0•.976 -0.733 1392 0.24 0.580 0.50 1 0.51 �- 0.976 -0.295 1416 t 0.10 0.243 0.50 0.51 0.992 -0.749 1416 • 0.24 0.683 0.50 0.51 0.992 -0.309 r 1440 0.10 0.244 0.50 0.51 1.009 -0.765 _ r 1440 0.24 0.686 0.50 0.51 1009 -0.323 Mod. FAA Minor Storage Volume (cubic ft.) = 1,093 Mod. FAA Major Storage Volume (cubic ft.) Mod. FAA Minor Storage Volume (acre -ft.) = 0.0251 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34. Released November 2013 10,155 0.2331 LID-Detention_v2.34 Shop Area - NE_Detention Option.xlsm Modified FAA 12/8/2017. 3.28 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Truck Shop Area - Detention Pond -2 Basin ID: A Inflow and Outflow Volumes vs. Rainfall Duration 1.2 Volume (acre-feet) 1 0.8 0.6 0.4 0.2 0 200 400 600 800 Duration (Minutes) 1000 1200 1400 16M ~ii.Mmor Storm Inflow Volume rwMlnor Storm Outflow Volume o Manor Storm Storage Volume .w4ww Major Storm Inflow Volume tMajot Storm Outflow Volume • Major Storm Storage volume UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34. Released November 2013 UD-Detennon_v2 34_Shop Area - NE_Detention Option xlsm Modified FAA 12/8/2017 3 28 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Truck Shop Area - Detention Pond -2 Basin ID: A Side Slope L 4 _ Side Slope Z Dam Side Slope Z 4 4 L 4 4 -> Design Information (Input): Width of Basin Bottom. W = Length of Basin Bottom. L = Dam Side -slope (H:V). Zd = Staqe-Storaqe Relationship: 3.00 ft ft ft/ft Right Isosceles F C ird Site Slope Z Check Basin Shaoe t Triangle Triangle Zectangle e / Ellipse Irregular X L Side Slope Z OR. OR... OR... OR... (Use Ovende values in cells G32: G52) MINOR MAJOR Storage Requirement from Sheet 'Modified FAA': 0.03 0.23 acre -ft. Storage Requirement from Sheet 'Hydrograph' acre -ft. Storage Requirement from Sheet 'Full -Spectrum': acre -ft. Labels for WQCV. Minor. & Major Storage Stages (input) Water Surface Elevation ft (input) Side Slope (H:V) ftift Below El. Basin Width at Stage ft (output) Basin Length at Stage ft (output) Surface Area at Stage ft2 (output) Surface Area at Stage ft2 User Overide Volume Below Stage ft' (output) Surface Area at Stage acres (output) Volume Below Stage acre -ft (output) Target Volumes for WQCV Minor. & Major Storage Volumes (for goal seek) 4563.20 (in utp ) . 0.000 4563.30 3.00 0.00 0.00 253 13 0.006 0.000 4563.40 3.00 0.00 0.00 1.012 76 0.023 0.002 4563.50 3.00 0.00 0.00 2.262 240 0.052 0.005 4563.60 3.00 0.00 0.00 6.050 655 0.139 0.015 4563.70 3.00 0.00 0.00 4,994 1,207 0.115 0.028 4563.80 3.00 0.00 0.00 5.884 1,751 0.135 0.040 ' 4563.90 3.00 0.00 0.00 6.295 2,360 0.145 0.054 4564.00 3.00 0.00 0.00 6.400 2,995 0.147 0.069 4564.10 3.00 0.00 0.00 6.501 3,640 0.149 0.084 4564.20 3.00 0.00 0.00 6.602 4,295 0.152 0.099 4564.30 3.00 0.00 0.00 6.703 4,960 0.154 0.114 4564.40 3.00 0.00 0.00 6.806 5,636 0.156 0.129 4564.50 3.00 0.00 0.00 _ 6.908 6,321 0.159 0.145 4564.60 3.00 0.00 0.00 7.011 7,017 0.161 0.161 WQCV 4564.70 3.00 0.00 0.00 7.115 7,724 0.163 0.177 4564.80 3.00 0.00 0.00 7.219 8,440 0.166 _ 0.194 4564.90 3.00 0.00 0.00 7.324 9,168 0.168 0.210 4565.00 3.00 0.00 0.00 7,429 9,905 0.171 0.227 4535.10 3.00 0.00 0.00 7.535 10,653 0.173 0.245 100-Yr WSEL 4555.20 3.00 0.00 0.00 7.641 11,412 0.175 0.262 4555.30 3.00 0.00 0.00 7.748 _ 12,182 0.178 0.280 4555.40 3.00 0.00 0.00 7 855 12,962 0.180 I 0.298 4565.50 3.00 0.00 0.00 7.962 13,753 0.183 0.316 4565.60 3.00 0.00 0.00 8.071 14,554 0.185 0.334 4565.70 3.00 0.00 0.00 8.179 15,367 0.188 0.353 4565.80 3.00 0.00 0.00 8.288 16,190 0.190 0.372 4565.90 3.00 0.00 0.00 8,398 17,024 0.193 0.391 4566.00 3.00 0.00 0.00 8.508 17870 0.195 0.410 4566.10 3.00 0.00 0.00 8.619 18,726 0.198 0.430 4566.20 3.00 0.00 0.00 8.730 19,594 0.200 0.450 3.00 #N/A #N/A 3.00 #N/A I #N/A 3.00 #N/A L #N/A 3.00 { #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A I #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A - #N/A 3.00 #N/A #N/A 3.00 fi- #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A UD-Detention_v2.34_Shop Area - NE Detention Option.xlsm. Basin 12/8/2017, 3:28 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: UD-Detention_v2.34Shop Area - NE Detention Option.xlsm. Basin 12/8/2017. 3.28 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Truck Shop Area - Detention Pond -2 Basin ID: A WQCV Design Volume (Input): Catchment Imperviousness. I , - Catchment Area, A :- Depth at WQCV outlet above lowest perforation H = Vertical distance between rows h Number of rows, NL = Orifice discharge coefficient, C. = Slope of Basin Trickle Channel S = Time to Drain the Pond = Watershed Design Information (Input): Percent Soil Type A = Percent Soil Type B = Percent Soil Type C/D Outlet Design Intorrnation (Output): 3 75.0 206 2 6.00 3 0.67 0.004 72 100 percent acres feet inches ft/ft hours Diameter of holes D = Number of holes per row N = Height of slot H = Width of slot, W = Water Quality Capture Volume WQCV = Water Quality Capture Volume iWQCV) = Design Volume (WQCV / 12 ' Area ' 1.2) Vol in Outlet area per row A0 = Total opening area at each row based on user -input above A0 = Total opening area at each row based on user -input above Au = 0.513 1 OR inches inches inches 0.392 watershed inches 0.067 acre-feet 0.081 acre-feet 0.21 square inches 0.2069 square inches 0.0014 square feet t /'( 1/urirr, it 1'lr11, Lt In/in Central Elevations of Rows of Holes in feet E Flow Row 1 Row 2 Row 3 Row 4 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Row 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 23 4561 O 4563.70 j 4564.20 ' _L i i _ _ I r _L Collection Capacity for Each Row of Holes in cfs 4563.20 0 0000 0.0000 0.0000 _ _ 0.00 4563.30 0 0024 , 0.0000 0.0000 _ I 0.00 4563.40 3 0035 0.0000 0.0000 1 0.00 4563.50 0.0042 0.0000 0.0000 0.00 4563.60 0 0049 0.0000 0.0000 0.00 4563 70 0 0055 0.0000 0.0000 f 0.01 4563.80 u 0060 0.0024 0.0000 0.01 4563.90 0 00ti5 0 0035 0.0000 ' 0.01 4564.00 0 0069 0.0042 0.0000 1 0.01 4564 10 0 00O 3 0 0049 0.0000 - 0.01 4564.20 U 00/7 0.0055 0.0000 1 -1- 0.01 4564.30 0 0081 0.0060 0.0024 r 0.02 4564.40 ' 0 0085 0.0065 0.0035 - - _e_4564.50 0.02 0.0088 0.0069 0.0042 0.02 4564.60 i 0 0091 0.0073 0.0049 - 0.02 4564.70 0 0095 0.0077 0.0055 - 0.02 #N/A #WA #N/A .. e - - *NIA #NIA #N/A #N/A #NIA #N/A *N/A 114%41 A 1 - _ . Y #NIA 4N/A 4N/A #N/A •_ _ #NIA ttN/A #N/A #N/A f_ #NIA #N/A L *NIA 1 *NIA i___ *NIA It -N/A *NIA#IWA - #NIA 4N/A 4N/A 4N/A *NIA *N/A # /A 1 *NIA *NIA #N/A *NIA #N/A #N/A *N/A *NIA . *NIA #N/A *N/A *N/A *NIA T *NIA *NIA #WA t #N/A *NIA #N/A *NIA #N/A *NIA - 1 *NIA #WA *NIA � _ #iWA #N/A # /A *NIA - #IWA t 4N/A _i 4N/A I 4N/A #N/A 4N/A #NIA #N/A 4N/A 4N/A #WA -I 4N/A -. - #61/A #19/A 4N/A *N/A - *NIA #N/A IN/A #N/A _ _ _ #N/A #WA #WA #N/A #N/A #N/A 4N/A #N/A ON/A *NIA #N/A • #N/A 4N/A _ #N/A #WA IN/A 4N/A - --- #N/A 4N/A ithl/A 4N/A , MIA iveiride Area Row 1 Override Area Override Area Override Area Override Area Override Area Row 6 UD-Detention_v2 34_Shop Area - NE_Detention Option.xlsm. WQCV Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row 13 Override Area Row 14 Override Area Row 15 Override Area Row 16 Override Area Row 17 Override Area Row 18 Override Area Row 19 Override Area Row 20 Override Area Row 21 Override Area Row 22 Override Area Row 23 Override Area Row 24 12/8/2017 3 28 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Truck Shop Area - Detention Pond -2 Basin ID: A STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE 4564.80 Stage (feet, elev.) 4564.60 4564.40 4564.10 4564.00 4563.80 4563.60 4563.40 4563.20 4563.00 0.00 001 0.01 Discharge (cfs) 0.02 002 0.03 UD-Detentionv2 34_Shop Area - NE_Detention Option.xtsm. WQCV i 12/8/2017, 3 28 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Truck Shop Area - Detention Pond -2 Basin ID: A Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth PipeNertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated) Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Elev: WS = Elev: Invert = Q= Dia = Co = Af = Theta = Qf = Percent of Design Flow = Theta = To = Yo_ Elev Plate Bottom Edge = O0= Width of Equivalent Rectangular Vertical Orifice Equivalent Width = Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. _ #1 Vertical Orifice #2 Vertical Orifice 4.565.20 4,563.20 1.00 8.0 0.55 0.35 3.14 2.0 199% 1.54 0.17 8.00 0.32 4,563.52 1.0 0.53 4,563.36 feet feet cfs inches sgft rad cfs rad sgft inches feet feet cfs feet feet UD-Detention_v2.34_Shop Area - NE_Detention Option.xlsm. Restrictor Plate 12/8/2017, 3:28 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Truck Shop Area - Detention Pond -2 Basin ID: A Design Information (input Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L= Angle = EL. Crest = C = C. _ 8.00 75.96 4,565.20 3.00 3.00 Elevation (linked) Water Surface ft. Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate c{s (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 4563.20 0.00 0.D0 0.00 0.00 4563.30 0.00 0.D0 0.00 0.00 4563.40 0.00 0.00 0.00 0.00 4563.50 0.00 0.00 0.00 0.00 4563.60 0.00 0.00 0.00 0.00 4563.70 0.00 0.00 0.00 0.00 4563.80 0.00 0.00 0.00 0.00 4563.90 0.00 0.00 0.00 0.00 4564.00 0.00 0.00 0.00 0.00 4564.10 0.00 0.00 0.00 0.00 4564.20 I 0.00 0.00 0.00 0.00 4564.30 0.00 0.00 0.00 0.00 4564.40 0.00 0.00 0.00 0.00 4564.50 0.00 0.00 0.00 0.00 4564.60 0.00 0.00 0.00 0.00 4564.70 0.00 0.00 0.00 0.00 4564.80 0.00 0.00 0.00 0.00 4564.90 0.00 o.Co 0.00 0.00 4565.00 0.00 I 0.00 0.00 0.00 4565.10 0.00 0.00 0.00 0.00 4565.20 0.00 0.00 0.00 0.00 4565.30 0.76 0.04 0.80 0.80 4565.40 2.15 0.21 2.36 2.36 4565.50 3.94 0.59 4.53 4.53 4565.60 6.07 4 1.21 7.29 7.29 4565.70 8.49 2.12 10.61 10.61 4565.80 11.15 3.33 I 14.50 14.50 4565.90 14.06 4.92 18.97 18.97 4566.00 17.17 6.87 24.04 24.04 4566.10 20.49 9.22 29.71 29.71 4566.20 24 00 12.00 36.00 36 00 #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #N/A #N/A #N/A #N/A #NIA #N/A #N/A #NiA #N/A #NiA feet degrees feet UD-Detention_v2.34_Shop Area - NE_Detention Option.xlsm. Spillway 12/8/2017. 3:28 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Truck Shop Area - Detention Pond -2 Basin ID: A ft 0 4566.7 _ 4566.2 4565.7 4564.7 4564.2 4563.7 4563.2 0 STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Storage (Acre -Feet) 0.1 0 2 0.3 0.4 0.5 5 10 15 20 Pond Discharge (cfs) 25 30 35 40 t ' TAL C4S. -+ARGr- -�-- iP ILLVVA'' iASOH ARLIE K M UD-Detention_v2.34_Shop Area - NE_Detention Option.xlsm, Spillway 12/8/2017, 3:28 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Truck Sales Lot - Detention Pond -3 Basin ID: C (For catchments less 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 Determination of MAJOR Detention Volume Using Modified FAA Method Design Information (Input): Design Information (Input): Catchment Dramage Imperviousness I. = 38.50 percent Catchment Dramage Imperviousness I, = 38.50 percent Catchment Dramage Area A = 7.650 as es Catchment Drainage Area A = 7.650 acres Predevelopment NRC5 Sad Group Type = A ABC or D Predevelopment NRCS Sal Group Type = A A B C or D Return Penod for Detention Control T = 5 years (2 5 10 25, 50 or t 001 Retum Petiod for Detention Control T = 100 years (2 5 10. 25 50 or 100► Time of Concentration of Watershed Tc = 15 minutes Tune of Concentration of Watershed Tc = 5 minutes Allowable Unit Release Rate q = 0.13 r_fstacre Allowable Unit Release Rate q = 0.13 cis/acre One -hour Precipitation P. = 1 15 nches One -hour Precipitation �. = 2.66 inches Design Rainfall IDF Formula i = C1• P,/(C2+T�)^C2 Design Rainfall IDF Formula i = C,• P,/(C2+T:)"C3 Coefficient One C. = 28.50 Coefficient One C, = 28.50 Coefficient Two C; = 60 Coefficient Two C� = 60 Coefficient Three C, = 0.789 Coefficient Three C, = 0.789 Determination of Average Outflow from the Basin (Calculated): Determination of Average Outflow from the Basin (Calculated): Runoff Coefficient _ = 0.24 Runoff Coefficient _ = 0.40 Inflow Peak Runoff Op -,n = 2.02 cfs _ Inflow Peak Runoff Op -in = 7.72 cfs Allowable Peak Outflow Rate Op -out = 1.01 cfs Allowable Peak Outflow Rate Op -out = 0.99 cfs Mod. FAA Minor Storage Volume = 3 182 cubic feet Mod. FAA Major Storage Volume = 31.910 cubic feet Mod. FAA Minor Storage Volume = 0.073 acre -ft Mod. FAA Major Storage Volume = 0.733 acre -R 15 <- Enter Rainfall Duration Incremental Increase Value Here (e.g 5 for 5-Mmutesj Rainfall Duration minutes (input) Rainfall Intensity inches / hr toutput) Inflow Volume acre-feet (output) Adjustment Factor •'m" Ioutput) Average Outflow cfs (output) Outflow Volume acre-feet (output) Storage Volume acre-feet (output) Rainfall Duration minutes (input) Rainfall Intensity inches / hr ioutputl Inflow Volume acre-feet (output) Adjustment Factor "m" toutput) Average Outflow cfs (output) Outflow Volume acre-feet toutput) Storage Volume acre-feet toutput) 0 •_ 0.00 0.000 0.00 0.00 0.000 ].000 0 0.00 0.000 0.00 0.00 0.000 0.000 15 1.10 0.042 0.99 1.00 0.021 0.021 15 2.51 0.159 0.99 0.98 0.020 0.139 30 0.95 0.072 0.75 0.75 0.031 0.041 30 2.18 0.275 0.75 0.74 0.031 0.245 45 0.84 0.096 0.66 0.67 0.042 ].054 45 1.93 0.366 0.66 0.66 0.041 0.325 80 0.76 0.115 0.62 0.63 0.052 0.063 60 1.73 0.439 0.62 0.62 0.051 0.388 75 0.69 0.131 0.60 0.60 0.062 0.068 75 1.58 0.500 0.60 0.59 0.061 0.438 1050.59 ► ►.515 11111: It iim'.__ +. ► .545 ► . ► , ► 0.55 0.55.592 ► 0.540.54 111 :► ii; ► ►.54 0.54 fl 28 . ► ► 0530.643 210 0.40 0.212 0.54 • 0.54 0.156 0.056 210 0.91 0.810 0.54 0.53 • 0.154 0.656 i 225 0.38 0.218 0.53 0.54 0.167 0.051 225 0.88 0.831 0.53 0.53 0.164 ►:. 240 0.37 0.223 0.53 0.54 0.177 0.046NO 0.84 0.852 0.53 0.53 0.174 0.677 255 0.35 0.228 0.53 0.53 0.188 0.040 255 0.81 0.871 0.53 0.53 0.185 ► : : 270 0.34 0.233 0.53 0.53 0.198 0.035 270 0.78 0.889 0.53 0.52 0.195 0.694 285 0.33 0.237 0.53 0.53 0.208 0.029 285 0.75 0.906 0.53 0.52 0.205 0.700 300 0.32 0.241 0.52 0.53 0.219 0.022 300 0.73 0.922 0.52 0.52 0.216 ► ► 315 0.31 0.245 0.52 0.53 0.229 0.016 315 0.71 0.937 0.52 0.52 0.226 ► .712 330 0.30 0.249 0.52 0.53 0.240 0.009 330 0.68 0.952 0.52 0.52 0.236 0.716 345 0.29 ► ► + + ► 0.003 345 0.66 0,966 0.52 0.52 0.246 0.720 360 0.28 0.256 0.52 0.53 ►261 -0.004 3. ► 0.65 0.980 0.52 0.52 0.257 ► .723 375 0.27 ► :► ► 52 0.52 ►271 -0.011 375 0.63 0.993 0.52 0.52 0.267 ► .726 390 0.27 0.263 0.52 0.52 ► -0.018 390 ► : 1.005 ► 0.52 0.277 r .728 405 ► • 0.266 0.52 0.52 0.292 -0.026 405 0.60 1.017 0.52 0.52 0.287 0.730 420 + + 0.52 0.52 0.302 -0.033 420 0.58 1.029 ► 0.51 0.298 0.731 435 + ' 0.52 0.52 0.313 -0.041 435 0.57 1.040 0.52 0.51 ► ► 0.732 450 + 0.275 0.52 0.52 ►323 -0.048 450 0.55 1.0510.52 0.51 0.318 ► .732 465 0.24 0.278 0.52 0.52 ►334 -0.056 465 0.54 1.0610.52 0.51 0.329 ► .733 480 0.23 0.280 0.52 0.52 0.344 -0.064 480 0.53 1.071 0.52 0.51 0.339 0.732 495 0.23 0.283 0.51 0.52 0.354 -0.072 495 0.52 1.081 0.51 0.51 0.349 0.732 510 0.22 0.285 0.51 0.52 0.365 -0.080 510 0.51 1.091 0.51 0.51 0.359 0.731 525 0.22 0.288 0.51 0.52 0.375 -0.088 525 0.50 1.100 0.51 0.51 0.370 0.730 540 0.21 0.290 0.51 _ 0.52 ► -0.096 ► 0.49 1.109 ► ► 0,380 0.729 555 0.21 0.292 + 0.52 + -0.104 555 0.48 1.118 ► ► 0.390 ► .728 570 0.20 0.295 0.51 0.52 0.407 -0.112 570 0.47 1.126 0.51 0.51 0.400 0.726 585 0.20 0.297 0.51 + + -0.120 585 + • 1.135 0.51 0.51 0.411 ► .724 600 0.20 0.299 0.51 ► + -0.128 600 + 1.143 0.51 0.51 0.421 + .722 615 0.19 0.301 0.51 0.52 0.438 ► 0.44 1.151 0.51 0.51 0.431 0.720 630 0.19 0.303 0.51 0.52 ►.448 -0.145 630 0.44 1.159 0.51 0.51 0.442 , .717 645 0.19 0.305 0.51 0.52 ► I. I. 0.51 a51 0.452 , .715 660 0.18 0.307 0.51 0.52 0.469 4162 660 + 1.174 0.51 0.51 0.462 0.712 675 0.18 0.309 0.51 0.52 ► + + 0.42 1.181 0.51 0.51 0.472 0.709 690 0.18 0.311 0.51 0.52 ► ► -0.179 690 0.41 1.188 0.51 0.51 0.483 0.706 705 0.18 0.313 0.51 0.52 ► ►1 -moo 7050.40 1.195 ► 0.51 0.483 0.702 720 0.17 0.315 0.51 0.52 0.511 + no 0.40 1.202 0.51 0.51 0.503 0.699 735 0.17 _ 0.316 0.51 0.51 0.521 -0.205 735 0.39 1.209 0.51 0.51 0.513 0.695 fi _ _ 750 0.17 0.318 0.51 0.51 0.532 + + 0.38 1.216 0.51 a 51 0.524 a692 765 0.17 0.320 0.51 0.51 0.542 ► 0.38 1.222 0.51 0.51 0.534 0.688 780 0.16 0.321 0.51 0.51 0.553 -0.231 780 0.37 1.228 0.51 0.51 0.544 0.684 795 0.16 0.323 0.51 0.51 1 0.563 -0.240 795 0.37 1.235 0.51 _ 0.51 0.555 0.680 810 0.16 0.325 0.51 0.51 0.574 -0.249 810 0.36 i 1.241 0.51 0.51 0.565 0.676 825 0.16 0.326 0.51 I 0.51 0.584 -0.258 825 0.36 1.247 0.51 0.51 0.575 0.672 840 0.15 0.328 0.51 0.51 0.594 -0.267 840 0.35 i 1.253 0.51 0.51 0.585 0.667 855 0.15 0.329 0.51 1 0.51 0.605 -0.275 855 0.35 1 259 0.51 0.51 0.596 0.663 870 0.15 0.331 0.51 0.51 0.615 -0.284 870 _ 0.34 1 264 0.51 0.51 0.606 0.658 885 0.15 0.332 0.51 0.51 0.626 -0.293 885 0.34 1 270 0.51 0.51 0.616 0.654 900 0.15 0.334 0.51 0.51 0.636 1 -0.302 900 0.34 1276 0.51 0.51 0.626 0.649 moa. rAA tumor storage volume (cubic R.) = 3,182 Mod. FAA Major Storage Volume (cubic ft) = Mod. FAA Minor Storage Volume (acre -t.) = 0.0731 Mod. FAA Major Storage Volume (acre -ft.) = UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34, Released November 2013 UD-Detennor_v2.34_Sales Lot.xlsm Modified FAA 31,910 0.7326 12/13/2017 4 27 PM DETENTION VOLUME BY THE MODIFIED FAA METHOD Project: Truck Sales Lot - Detention Pond -3 Basin ID: C ( Inflow and Outflow Volumes vs. Rainfall Duration i Volume (acre-feet) 1.4 1.2 0.8 0.6 0.4 0.2 0 700 800 100 200 300 400 500 600 Duration (Minutes) 900 Minor Storm Inflow Volume tMlnor Storm Outflow Volume 0 Minor Storm Storage Volume SMajor Storm Inflow Volume •S Major Storm Outflow Volume • Major Storm Storage Volume 1000 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.34. Released November 2013 UD-Detention v2.34 Sales Lot.xlsm Modified FAA 12/13/2017 4 27 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Truck Sales Lot - Detention Pond -3 Basin ID: C Design Information (Input): Width of Basin Bottom. W = Length of Basin Bottom L = Dam Side -slope (H:V), Z = Stage -Storage Relationship: 1'V 4 v 3.00 Side Slope Z ft ft ftrft Righ I soscele$ F Circl Side Siapr Check Basin Shape t Triangle Triangle Zectangle e / Ellipse Irregular X Storage Requirement from Sheet 'Modified FM': Storage Requirement from Sheet 'Hydrograph': Storage Requirement from Sheet 'Full -Spectrum': OR... OR... OR... OR... (Use Overide values in cells G32:G52) MINOR MAJOR 0.07 0.73 acre -ft. acre -ft. acre -ft. Labels for WQCV, & Major Stages (input) Minor. Storage Water Surface Elevation (input) ft Side Slope (H:V) ft/ft Below El. Basin Width Stage ft (output) at Basin Length Stage ft (output) at Surface Area Stage ft2 (output) at Surface Area at Stage ft2 User Overide Volume Below Stage ft3 (output) Surface Area Stage acres (output) at Volume Below Stage acre -ft Target Volumes for WQCV. Minor, & Major Storage Volumes (for (output) goal seek) 4581.20 (input' 177 0.004 0.000 4581.40 3.00 0.00 0.00 1,703 188 0.039 0.004 4581.60 3.00 0.00 0.00 3.348 693 0.077 0.016 4581.80 3.00 0.00 0.00 5.102 1, 538 0.117 0.035 _ 4582.00 3.00 0.00 0.00 6.724 2,721 0.154 0.062 4582.20 3.00 0.00 0.00 8.281 4.221 0.190 0.097 4582.40 3.00 0.00 0.00 8.677 5,917 0.199 _ 0.136 4582.60 3.00 0.00 0.00 8.918 7,676 0.205 0.176 4582.80 3.00 0.00 0.00 9.162 9,484 0.210 0.218 4583.00 3.00 0.00 0.00 9,408 11,341 0.216 0.260 4583.20 3.00 0.00 0.00 9.656 13,248 0.222 0.304 4583.40 3.00 0.00 0.00 9.907 15,204 0.227 0.349 4583.60 3.00 0.00 0.00 10,160 17,211 0.233 0.395 4583.80 3.00 0.00 0.00 10,415 19,268 0.239 0.442 WQCV 4584.00 3.00 0.00 0.00 10,672 21,377 0.245 0.491 4584.20 3.00 0.00 0.00 10,931 23,537 0.251 0.540 4584.40 3.00 0.00 0.00 11,193 25,750 0.257 0.591 4584.60 3.00 0.00 0.00 11,457 28,015 0.263 0.643 4584.80 3.00 0.00 0.00 11,723 30,333 0.269 0.696 100-Yr WSEL 4585.00 3.00 0.00 0.00 11,992 32,704 0.275 0.751 4585.20 3.00 0.00 0.00 12,263 35,130 0.282 0.806 _ 4585.40 3.00 0.00 0.00 12,536 37,610 0.288 0.863 4585.60 3.00 0.00 0.00 12,811 40,144 0.294 0.922 4585.80 3.00 0.00 0.00 13,089 42,734 0.300 0.981 4586.00 3.00 0.00 0.00 13.369 45,380 0.307 1.042 3.00 ' #N/A #NIA 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 #NJA #N/A 3.00 #N/A *N/A 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A 3.00 *N/A #N/A 3.00 #N/A I #N/A 3.00 #N/A #N/A 3.00 #N/A #N/A _ 3.00 #N/A I #NIA 3.00 #N/A #N/A 3.00 #N/A #N/A UD-Detention_v2.34_Sales Lot.xlsm. Basin 12/13/2017 4'27 PM STAGE -STORAGE SIZING FOR DETENTION BASINS Project: Basin ID: 4587.20 4586.20 4585.20 a) a) 4584.20 C) C) CZ U) 4583 20 4582 20 4581.20 STAGE -STORAGE CURVE FOR THE POND 0.00 0.20 0.40 0.60 Storage (acre-feet) 0.80 1.00 1.20 UD-Detention_v2.34_Sales Lot.xlsm. Basin 12/13/2017, 4.27 PM Project: Truck Sales Lot - Detention Pond -3 Basin ID: C STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET WQCV Design Vulunie (Input): Catchment Imperviousness, I = Catchment Area. A = Depth at WQCV outlet above lowest perforation H = Vertical distance between rows, h = Number of rows, NL = Orifice discharge coefficient C, _ Slope of Basin Trickle Channel S = Time to Drain the Pond = Watershed Design Information (Input): Percent Soil Type A = Percent Soil Type B = Percent Soil Type C/D = Outlet Design Information (Output): 3 38.0 765 a 8.00 4 0.6 7 0.004 72 100 percent acres reef aches it r ft hours yIU Diameter of holes. D :- Number of holes per row, N Height of slot H ;- Width of slot W = Water Quality Capture Volume. WQCV = Wales Quality Capture Volume (WQCV) = Design Volume (WQCV / 12 ' Area ' 1.2) Vol Outlet area per row A0 = Total opening area at each row based on user -input above A0 = Total opening area at each row based on user -input above A0 = 0.677 1 inches inches inches 0.181 watershed inches 0.115 acre-feet 0.138 acre-feet 0.36 square inches 0.3599 square inches 0.0025 square feet i Fir ifo/';ilid I'! r i I. i ri??t/1 r Central Elevations of Rows of Holes in feet Ho" 1 4000 Row 2 Row 3 Row 4 1 Row 5 Row 6 Row 7 Row 8 Row 9 Row 10 Rove 11 Row 12 Row 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row -IF 00 4000.67 4001.33 4002.00 ]_ 1 1_ IT - 23 E -___l I I I I I Flow Collection Capacity for Each Row _J 4000.00 0.0000 0.0000 of Holes in cfs 0.0000 0.0000 4000.10 0.0043 0.0000 i 0.0000 1 1 ` 0.00 0 0000 4000.20. 0.0060 0.0000 0.0000 0.0000 - 0.00 4000.30 0.0074 0.0000 0.0000 0.0000 0.01 4000.40 0.0U85 0.0000 0.0000 0.0000 0.01 4000.50 0.0095 0.0000 0.0000 0.0000 0.01 4000.60 0.0104 0.0000 0.0000 0.0000 0.01 4000.70 4 0.0112 0.0023 0.0000 0.0000 0.01 4000.80 0.0120 0.0048 0.0000 0.0000 0.01 4000.90 0.0128 0.0064 0.0000 0.0000 0.02 4001.00 0.0134 0.0077 0.0000 0.0000 0.02 4001.10.1. 0.0141 0 0.0088 0.0000 0.0000 02 4001.20 0.0147 0.0098 Q000 0.0000 0.02 4001.30 0.0153 ' _ 0.02 4001 40 0.0107 0.0000 0.0000 0.0159 0.0115 0.0036 0.0000 0.03 1 4001.50 0 0165 0.0122 0.0055 0.0000 - -- 0.03 4001.60 _ ` U 0170 0.0130 0.0070 0.0000 0.03 4001 70 0.0175 0.0136 _ o. 0.040.04 4001.80 0.0082 0.0000 - 0.0180 0.0143 0.0092 0.0000 4001 90 0 0185 0.0149 0.04 0.0101 0.0000 002.00 0 0190 0.0155 0.0110 0.0000 0.04 , __ 4002.10 0.0195 0.0161 0.0118 0.0043 0.05 --, 4002.20 0.0199 0.0166 0.0125 0.0060 0.05 4002.30 0.0204 0.0172 0.0132 0.06 0.0074 4002.40 0.0208 0.0177 0.0139 0.0085 0.06 4002.50 0.0213 0.0182 0.0145 0.0095 - 0.06 4002.60 4002.70 0.0217 0.0187 0.0151 0.0104 0.06 4002.80 0.0221 0.0191 0.0157 0.0112 0.07 4002.90 0.0225 0.0196 0.0163 0.0120 0.07 0,0229 0.0201 0.0168 0.0128 0.07 4003.00 0.0233 0.0205 0.0174 0.0134 0 07 4003 10 0.0237 4003.20 0.0210 _ 0.0179 0.0141 0.07 4003.30 0.0240 0.0214 0.0184 0.0147 - 0.08 4003.40 0.0244 0.0218 0.0189 0.0153 0.08 4003.50 0.0248 0.0222 0.0193 0,0159 0.08 0.0251 0.0226 0.0198 0.0165 0.08 4003.60 0.0255 0.0230 0.0202 0.0170 0.08 4 4003 70 0.0259 0.0234 0.0207 0.0175 0.09 4 4003.80 0 0262 0.0238 0.0211 0.0180 0.09 4003.90,J 0.0265 1 0.0242 0.0215 0.0185 0.09 4004.00 0.0269 0.0245 0.0220 0.0190 0.09 4004.10 y 4004.20 0 0272 0 0275 0.0249 0.0224 0.0195 0.09 0.09 0.0253 0.0228 0.0199 _ 4004.30 0.0279 0.0256 0.0232 0.0204 0.10 Override Override Override 0.10 Area Row 1 Area Row 2 Area Row 3 Override Area Row 4 Override Area Row 5 Override Area Row 6 Override Area Row 7 Override Area Row 8 Override Area Row 9 Override Area Row 10 Override Area Row 11 Override Area Row 12 Override Area Row Override Area Override Area Override Area Override Area Override Area Override Area Override Area Override Area Override Area Override Area Override Area 13 Row 14 Row 15 Row 16 Row 17 Row 18 Row 19 Row 20 Row 21 Row 22 Row 23 Row 24 UD-Detention v2.34 Sales Lot,xlsir. WQCV 12/13/2017, 4 27 PM STAGE -DISCHARGE SIZING OF THE WATER QUALITY CAPTURE VOLUME (WQCV) OUTLET Project: Truck Sales Lot - Detention Pond -3 Basin ID: C r STAGE -DISCHARGE CURVE FOR THE WQCV OUTLET STRUCTURE Stage (feet, elev.) 4005.00 4004.50 4004.00 4003.50 4003.00 4002.50 4002.00 4001.50 4001.00 4000.50 4000.00 0.00 0.02 0.04 0 06 0 08 Discharge (cfs) UD-Detentionv2.34_Sales Lot xlsm WQCV 10 U. i I 12/13/2017, 4 27 PM RESTRICTOR PLATE SIZING FOR CIRCULAR VERTICAL ORIFICES Project: Truck Sales Lot - Detention Pond -3 Basin ID: C x Sizing the Restrictor Plate for Circular Vertical Orifices or Pipes (Input) Water Surface Elevation at Design Depth Pipe/Vertical Orifice Entrance Invert Elevation Required Peak Flow through Orifice at Design Depth PipeNertical Orifice Diameter (inches) Orifice Coefficient Full -flow Capacity (Calculated' Full -flow area Half Central Angle in Radians Full -flow capacity Calculation of Orifice Flow Condition Half Central Angle (0<Theta<3.1416) Flow area Top width of Orifice (inches) Height from Invert of Orifice to Bottom of Plate (feet) Elevation of Bottom of Plate Resultant Peak Flow Through Orifice at Design Depth Width of Equivalent Rectangular Vertical Orifice Elev: WS = Elev: Invert = Q= Dia = Co Af = Theta = Qf = Percent of Design Flow = Theta = Ao_ To = Yo= Elev Plate Bottom Edge = Q0 _ #1 Vertical Orifice #2 Vertical Orifice 4.585.00 4,581.20 1.00 8.0 0.55 0.35 3.14 2.9 287% 1.31 0.12 7.73 0.25 4,581.45 1.0 Equivalent Width = 0.48 Centroid Elevation of Equivalent Rectangular Vertical Orifice Equiv. Centroid El. = 4,581.33 feet feet cfs inches sgft rad cfs rad sgft inches feet feet cfs feet feet UD-Detention_v2.34_Sales Lot.xlsm, Restrictor Plate 12/13/2017. 4:27 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Truck Sales Lot - Detention Pond -3 Basin ID: c anEruir nrragu'� wab R EIR CREST angle attar v ea' Design Information (input): Bottom Length of Weir Angle of Side Slope Weir Elev. for Weir Crest Coef. for Rectangular Weir Coef. for Trapezoidal Weir Calculation of Spillway Capacity (output): L= Angle = EL. Crest = Cw= Cr = 24.00 75.96 4.585.00 3.00 3.00 Surface Elevation (linked) Water ft. Rect. Weir Flowrate cfs (output) Triangle Weir Flowrate cfs (output) Total Spillway Release cfs (output) Total Pond Release cfs (output) 4581.20 _ 0.00 0.00 0.00 0.00 4581.40 0.00 0.00 0.00 0.00 4581.60 0.00 0.00 0.00 0.00 4581.80 0.00 0.00 0.00 0.00 4582.00 0.00 0.00 0.00 0.00 4582.20 0.00 0.00 0.00 0.00 4582.40 0.00 0.00 0.00 0.00 4582.60 0.00 0.00 I 0.00 0.00 4582.80 0.00 0.00 0.00 0.00 4583.00 0.00 0.00 0.00 0.00 4583.20 0.00 0.00 0.00 0.00 4583.40 0.00 0.00 0.00 0.00 I 4583.60 0.00 0.00 0.00 0.00 4583.80 0.00 0.00 0.00 0.00 4584.00 0.00 I 0.00 0.00 0.00 4584.20 0.00 0.00 0.00 0.00 4584.40 0.00 0.00 0.00 0.00 4584.60 0.00 0.00 0.00 0.00 4584.80 0.00 0.00 I 0.00 0.00 4585.00 0.00 0.00 0.00 0.00 4585.20 6.44 0.21 6.65 6.65 4585.40 18.21 1.21 19.43 19.43 4585.60 33.46 3.35 36.81 36.81 4585.80 51.52 6.87 58.39 58.39 4586.00 72.00 12.00 84.00 84.00 #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NiA #N/A #N/A #N/A #N!A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NiA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NiA #N/A #N/A #N/A #N/A #NiA #N/A #N/A #N/A #N/A #NIA #N,A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NSA #N/A I #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N;A #NIA #N/A #N/A #N/A #N1A #NIA #N/A #N/A #N/A #NIA I #N/A #N/A #N/A #NiA #NIA #NiA #N/A #N/A #N/A #N/A #N/A #N/A #N/A #N/A #NiA #N/A feet degrees feet UD-Detention_v2.34_Sales Lot.xlsm. Spillway 12/13/2017. 4 27 PM STAGE -DISCHARGE SIZING OF THE SPILLWAY Project: Truck Sales Lot - Detention Pond -3 Basin ID: c I STAGE -STORAGE -DISCHARGE CURVES FOR THE POND Storage (Acre -Feet) 0 4587.2 4586.2 4585.2 a) a) cl) 4584.2 4583.2 4582.2 4581.2 0.2 0.4 0.6 10 20 30 40 50 Pond Discharge (cfs) 60 3 70 1 80 1.2 90 --ID- TOTAL DISCHARGE f� SPILL AA ASCHARC;_ -f-- DND STORAGE UD-Detention_v2.34_Sales Lot.xlsm, Spillway 12/13/2017. 4:27 PM From: To: Subject: Date: Attachments: brett Lauren Light FW: Wesetern Truck recycler and washer Tuesday, February 6, 2018 2:46:31 PM 019190397EFA4C5AA0E504E79D9E6253.pnq Western Truck recyc er & washer.pdf Western Truck Hotsy .pdf This is what the architect sent me for the recycler. Brett Bloom Bloom Development Inc. 3202 Barclay Ct Evans, CO 80620 970-691-3114 From: Bruce Meyer Sent: Tuesday, February 6, 2018 10:30 AM To: bbwrench c aol.com Subject: Fw: Wesetern Truck recycler and washer Brett, It is a self contained system, water goes into the wash bays, etc. to pits, then into the recycle system, and is then reused and recycled into the pits, etc. etc. None of it goes to the septic. Pits are cleaned out, where is goes from there ask Craighe may know. Bruce From: Hotsy <hotsy@hotsywashers.com> Sent: Wednesday, January 7, 2015 3:49 PM To: bmeyerarch@hotmail.com Subject: Wesetern Truck recycler and washer HI Bruce Please see the attachments for Hotsy washer and Cascade recycler. Thanks Dan Jecminek Hotsy of No Co 970-351-7910 HOW THE WRS RECYCLE SYSTEM WORKS The WRS Recycle Systems are designed to solve your washwater disposal problems. These COMPLETELY AUTOMATIC TREATMENT UNITS wil collect your dirty, oily washwater and process it so that it can be reused in your washing operation. The recycle feed pump transfers the dirty water from a collection sump to the treatment unit. Reagents are automatically added to the COAGULANT COMPARTMENT allows the reagents to react with the pollutants in the water, forming "floc particles." ELECTRIC CONTROL PANEL indicates operation status. Panel is checked daily to Insure proper operation. water to kill bacteria and odors, neutralize the pH, and remove pollutants such as oil, grease, dirt, and sludge. These reagents, which are commonly used in drinking water treatment, actually make the water much more ENVIRONMENTALLY FRIENDLY, and less hazardous for personnel doing the washing. The treated water is then stored until needed for washing. SEPARATOR COMPARTMENT allows clean, clear water to separate from the contaminants now contained in the "floc particles." The floc settles out and is collected in filter socks for disposal. STORAGE COMPARTMEN F holds treated water until it is needed for washing. FILTER SOCKS collect pollutants for disposal. FINAL FILTERS polish the water just prior to being used for washing. DISCHARGE PUMP provides pressure feed to pressure washer and other uses. METERING PUMPS introduce reagents into the waste stream. Bleed valves are provided for convenient pump priming (optional on WRS 12). WRS OPERATION FEATURES ALL THE TREATED WATER YOU WILL EVER NEED WRS Water Recycling Systems are available in sizes to treat UP TO 18.000 GALLONS PER DAY of washwater, much more than your washing opera- tion is likely to generate. Most operations will find the WAS 32 to be the ideal Water Recycle System. If you operate two or more large pressure washers, the WRS 42 is available to supply plenty of treated water. The added capacity provides a "cushion of comfort" and insures that you will always have suf- ficient treated water available for washing. If your washwater usage is low, you may be able to utilize the more compact and more economical WAS 12. As it operates, the WRS Recycle System mea- sures the amount of water in the entire system and adds clean make up water from your sup- ply when required. Your water usage will decrease dramatically. but more importantly, concerns about illegal discharges are eliminat- ed. Sewer charges, which are often substantial, may be reduced or eliminated. Since your washwater is RECYCLED in a closed loop and is NOT DISCHARGED, fines and other poten- tial legal proceedings are no longer a threat. TYPICAL FLOW DIAGRAM ACCESSORIES FOR SPECIAL NEEDS Accessories are available to help make the installation of your recycle system simple and easy, and to provide even better water quality. Above ground pit systems can be quickly installed. eliminating the cost and time constraints of excavating and pouring concrete. Pretreatment equipment, such as oil skimmers and oily water separators. are valuable when a large amount of oil or grease is present. Additional treated water storage capacity can be added for extreme high demand installations. Activated carbon final polishing can improve the water quality to provide improved rinsing when desired. Ozone odor and bacteria control can be added to insure even better control of these important factors. Larger size systems are available, custom designed to your requirements. Other options are available and custom features can be designed when desired. WRS 32 WATER RECYCLE SYSTEM The WRS 32 treats up to 8 gpm (12000 gpd), which is more than enough for most washing operations. This unit is equipped with many convenience features, including automatic priming reagent pumps. integral water storage tank, and filters status pressure gage. 't is completely assembled and wired with a GFCI cord, ready to be set in place and plugged into a 15 amp, 115 volt outlet. The water discharge from the integral storage tank is pressurized to feed your pressure washer, even if the washer is remotely located. Premium components are used throughout to insure the most trouble free operation possible. Overall size is 7 feet 6 inches long, 3 feet 2 inches deep, and 4 feet 3 inches tall. WAS 12 and 12+ WATER RECYCLE SYSTEMS The WRS 12 and WRS12+ treat 2 gpm (up to 3000 gpd), which is adequate for many small washing operations. The basic WRS 12 is of the same quality construction as the WRS 32 but without some of the features. Cost is reduced substantially without sacrificing performance. The WRS 12+ is upgraded to include many of the convenience features of the WRS 32. The WRS 12 and WRS 12+ are completely assembled and wired with GFCI cord, ready to be set in place and plugged into a 15 amp, 115 volt outlet. The water discharge from the integral storage tank is pressurized to feed your pressure washer, even if the washer is remotely located. Premium components are used throughout to insure the most trouble free operation possible. Overall size is 5 feet 1 inch long, 2 feet 5 inches deep, and 4 feet 3 inches tall. WRS 42 WATER RECYCLE SYSTEM The WRS 42 treats up to 12 gpm (18000 gpd), which is plenty for even very large washing operations. This unit is equipped with the same convenience features as the WRS 32, but has 50% more capacity. It is also completely assembled and wired with GFCI cord, ready to be set in place and plugged into a 15 amp, 115 volt outlet. The water discharge from the integral storage tank is pressurized to feed your pressure washers. even if they are remotely located. Premium components insure the most trouble free operation possible. Overall size is 8 feet long. 3 feet 8 inches deep, and 4 feet 3 inches tall. LARGER SIZES AVAILABLE Larger sizes, custom features, and Engineering Services are available for special applications. 202 CASCADE /V\ ENGINEERING INC P.Q. BOX 6218 * COLORADO SPRINGS, CO 80934 PHONE 719-684-8168 *FAX 719-684-9615 web site: www.CascadeEngineering.com WRS 32 WATER RECYCLE SYSTEM SPECIFICATIONS Rated flow rate: Electrical requirement: Recycle feed pump: Discharge pump: Electrical controls: Reagent metering pumps: Inlet strainer: Filter system: Sludge collection system: Make up water: Recycle tank capacities: Recycle construction: Connection sizes: Overall dimensions: Shipping weight: Options: 8 gpm (12000 gpd) 115 VAC, 60 Hz. 1 phase, 15 amp total S elf priming centrifugal cast iron pump with 1/2 HP thermally protected motor. Mounted on the machine base. Controlled by float switch in collection pit. S uction line strainer and foot valve are provided. High head centrifugal pump with 1/2 HP thermally protected motor. P rovides pressurized water flow to pressure washer and other uses. GFCI provided, prewired with 15 amp plug, 10 ft cord Lighted switches for power, feed pump, coagulant pump, oxidizer pump, pH adjuster pump, makeup water, and manual drain. pH controller with digital display. N EMA 4 rated enclosure Electronic controlled diaphragm pumps with stroke rate and stroke length controls and automatic degassing head for ease of priming. Three pumps are supplied, for coagulant, oxidizer, and pH adjuster. Pumps are mounted in a fiberglass enclosure. Large size with stainless steel screen in corrosion resistant plastic housing. Two 20" long 20 micron filter cartridges for final polishing. Two sets of filters included with machine. Three large, disposable fabric socks collect sludge. Two sets of sludge collection socks included with machine. 100 psi maximum pressure. Automatically added as required by application. Coagulant tank- 120 gallons Separator tank- 120 gallons Storage tank- 120 gallons Total water capacity- 360 gallons Heavy duty polypropylene tank with unitized construction_ Schedule 80 PVC pipe used throughout. Hot dip galvanized steel base assembly for superior corrosion protection. Machine inlet- 1 1/2 NPT Treated water outlet- 3/4 NPT Drain line- 1 NPT Make up water- 1 /2 NPT 7 ft 6 in long, 3 ft 2 in deep, 4 ft 3 in tall 800 pounds Second pH adjusting pump. Additional treated water storage capacity. Activated carbon water polishing systems. Sand fitter final polishing system. Pretreatment systems, oil skimmers, and oily water separators Ozone treatment. Custom modifications available 299 CASCADE ENGINEERING INC P.O. BOX 6218 k COLORADO SPRINGS, CO 80934 t PHONE 719-684-8168 * FAX 719-684-9615 WRS 32 WATER RECYCLE SYSTEM - 4%h�ii�� a REeSiSti .t1;: g"...=.7- '_., The WRS 32 Recycle System is designed to solve your washwater disposal problems. This COMPLETELY AUTOMATIC TREATMENT SYSTEM will collect your dirty, oily washwater and process it so that it can be reused in your washing operation. The feed pump transfers the dirty water from a collection sump to the treatment unit. Reagents are added to the water to kill bacteria and odors, neutralize the pH, and remove pollutants such as oil, grease, dirt, and sludge. These reagents, which are commonly used in drinking water treatment, actually make the water much more ENVIRONMENTALLY FRIENDLY and less hazardous for personnel doing the washing. The treated water is then stored until needed for washing. The WRS 32 treats up to 8 gpm (12000 gpd), which is more than enough for most washing operations. This unit is equipped with many convenience features, including automatic priming valves for the reagent pumps, integral water storage tank, and filters status pressure gage. It comes completely assembled and wired, ready to be set in place and plugged into a 15 amp, 1 1 5 volt outlet. The water discharge from the integral storage tank is pressurized to feed your pressure washers, even if they are remotely located. Premium components and quality construction insure the most troublefree operation possible. it: - SPIT SIDE gLEVATION TO RECYCLE DRAIN,UNEr1, IN diFT d. it B'FT ;npAc3ENTSDfiUMs mmor Imo; SLOPE WASH PAC SLOPE - SLOPEt0WAROSPErENTRANCE • •, -�-` SLOPE' - Y- • • • S c'I so FT r I , ICAL CONSTRUCTION IZOUIPMENT" ASH AREA ARRANGEMENT _ !RS,RECYCLE SYSTEM ' JPI4ESSUAE WASHER EQUIPMENT BUILDI NCI '12 FT X 12 FT SHOWN 4 IN STEEL POSTS (OR'fSIMILAR), --- WASH AREA ARRANGEMENT!, BY CASCADE ENGINEERING 'INC, SCALE Nr SI(--104 tIO 0. CO ST96-#B9-6TL Stainless steel coil skin provides extra durability to withstand overspray #1 in North America for High -Pressure Cleaning Equipment Pa/,g YEAR COIL WARRAN Heater coil carries a 5 -year warranty Upright, vertical coil delivers high efficiency and maintains constant temperature using oil, natural gas or liquid propane Adjustable upstream detergent injection ensures high-pressure sudsing for better cleaning Elevated gas valve protects valve from water damage, and is located at the back cor- ner for easy installation and service Burner assembly pivots down to allow access to burner ring and pilot assembly for mainte- nance Insulated Hotsy trigger gun and insulated wand with ergonomic, adjustable side handle ■ Oil, Natural Gas Fired or optional LP Fired • High Flow Rate 7.8 or 9.5 GPM ti 3000 or 2500 PSI • Electric Motor • Belt Drive Pump Controls for the pump, burner and deterent are easily accessable. Removeable control panel provides access to adjustable temperature control and Smart Relay for secured control of desired operating positions. Remote ready for operation in wash bays. Relief valve protects the machine and user from thermal expansion Sleek side and front panels are easily removed for mainte- nance and service access Quick disconnect stainless stee/ noz- zles are color coded for quick changing between 0°, 15°, 40° spray nozzles 50 -ft. length of high- pressure hose for easy maneuverability around a large working area 20 HP Baldor 208V, 230V, 460V or 575V, 3PH electric motor is OPD (open drip -proof) and comes with thermal overload protection and manual reset www.Hotsy.com I 5700 15800 SERIES Hot Water Pressure Washers The 5700 & 5800 Series is designed for the toughest, industrial cleaning jobs. Features: Vertical banded belt provides extended life and reduced maintenance costs by eliminating multi- ple belts that stretch at different rates. New belt tensioner provides con- stant tension and makes servicing and maintenance of the belt a breeze. Large frame Hotsy belt -drive pump features NESTechnology with U -Seals for 3 times longer pump life. To eliminate cavitation, both sides of the pump are fed from the 10 -gallon float tank that provides "flooded suction ". The pump also has an oil drain, allowing for easy oil changes. Detachable panel allows access to wiring and control panel hub Large 10 -gallon polyethylene float tank with cool -down pump by-pass loop to significantly reduce potential pump damage from the operator regularly running the machine in by-pass mode. Motor is mounted to slide out rails for easy removal -� Smart Relay Control provides complete control over run time, auto start/stop and time delay shut down functionality. Wire displacement terminals eliminate loose wiring. Remote Ready Nothing Cleans Like a Hotsy Applications Vehicle Cleaning The Hotsy 5700 and 5800 Series pressure washers are ideal for heavy-duty vehicle cleaning. Applications include fleet operators, construction, trucking companies, city buses, or other industries where vehicles need to be washed. Manufacturing The Hotsy 5700 and 5800 Series pressure washers are also perfect for manufactur- ing facilities where goods need to be washed during the production process. Installed as an "in -plant" system, the Hotsy 5700 or 5800 series models can be posi- tioned to use the existing power supply and can be vented for exhaust disposal. Total System Solution Hotsy stationary pressure washers, like the 5700 and 5800 Series models, are one component in the total system solution that Hotsy offers. Cleaning systems consist of a pressure washer connected to water, a power source and fuel supply, which pushes the water through a trolley system suspended above, allowing for easy cleaning around a vehicle. Multiple Guns The operation of the pressure washer can be controlled by optional remote control(s) located in the washing area. Optional hose reels can be mounted on the walls to keep the hoses secure and up off of the floor, away from damage. Multiple guns can be used simultaneously for wash- ing, without diminishing the pressure (the flow is halved between the two guns but each gun still has a high flow rate). Cost -Effective Cleaning Detergent can be stored in a drum or tote under the pressure washer. Utilizing a detergent proportioner, concentrated detergent is automatically mixed at a pre -determined ratio to be run through the pressure washer. This optimizes cleaning while reducing detergent use and cost. Finally, optional water recycling equip- ment (like Water MazeTM water treatment systems) can ne integrated into the system to treat wash water for sewer discharge or reuse. Spend time with your local Hotsy Expert Hotsy has more than 130 local distributors in North America, all factory -trained to properly evaluate your high-pressure cleaning needs. Over 80% of Hotsy's distributors have been supporting Hotsy systems for more than 20 years. This seasoned network of local application and installation service professionals will ensure you get the safest, most effective and most efficient cleaning solution for your cleaning needs. 5700 / 5800 SERIES Hot Water Pressure Washers ■ Oil or Natural Gas -Fired ■ 7.8 or 9.5 GPM / 2500 to 3000 PSI ■ 1725 Motor RPM ■ ETL-Certified Ten powerful models, designed for tough, industrial cleaning. SPECIFICATIONS MODEL GPM PSI HP VOLTS/PH AMP FUEL BTU/HR PUMP MODEL PORTABILITY BELT DRIVE HOSE SHIP WT (lbs) 573055 7.8 3000 20 230/3 41 Oil 768,000 HC9050L N/A 50' 1,260 573255-208 7.8 3000 20 208/3 50 NG 720,450 HC9050L N/A 50' 1,260 573255 7.8 3000 20 230/3 41 NG 720,450 HC9050L N/A 50' 1,260 573355 573555 7.8 3000 20 460/3 21 O i l 768,000 HC9050L N/A 50' 1,260 7.8 3000 20 460/3 21 NG 720,450 HC9050L N/A 50' 1,260 573655 7.8 3000 20 575/3 16 NG 720,450 HC9050L N/A 50' 1,260 583255 9.5 2500 20 230/3 39 NG 939,890 HX1025 N/A 50' 1,275 583255-208 9.5 2500 20 208/3 48 NG 939,890 HX1025 N/A 50' 1,275 583555 9.5 2500 20 460/3 19 NG 939,890 HX1025 N/A 50' 1,275 583655 9.5 2500 20 575/3 15 NG 939,890 HX1025 N/A 50' 1,275 SS = Stainless Steel Dimensions: Si "L x 31 "W x 63.4"H OPTIONS • Detergent container bracket - small shelf holds 5 -gallon detergent bucket • Pump Upgrade - KE Pratissoli • LP option - converts natural gas models to LP -Fired Clean better with Hotsy detergents Hotsy pressure washers clear best when matched with specially formu- lated Hotsy deter- gents. More than 40 liquids and powders meet every cleaning n eed imaginable. Nearly all contain Hotsy's exclusive advanced -formula HCC additives to help prevent scale build- u p and to fight corrosion in your equipment. Most Hotsy detergents are USDA and Canadian Agriculture approved. All are highly concentrated, so a little goes a long way. Nothing Cleans Like a Hotsy! aftliner rt Y C5TA Fax: (888) 880-9631 Tel: (800) 525-1976 www Hotsy.com email: infoCe Hotsy.com P/N 8 914-183.0 Effective 3/09 Specifications and product descriptions subject to change without notice. ©2009 Hotsy tk7.!►i 7f C SALES. O(tflO[MT A SSRVICU cairn NOTE: We are constantly improving and updating our products. Consequently, pictures, features and specifications in this brochure may differ slightly from current models. Flow rates and pressure ratings may vary due to variances allowed by manufacturers of our machine components. We attempt to keep our machine performance within t 5% of listed specifications. Hotsy Accessories customize your application for top performance 360° Pivot and non -pivot hose reels mount to a wall and keep hose neatly stored and off the ground Inlet water solenoid (not pictured) shuts off water to the washer when not in use. Add soap remotely with a proportioner Remote contrcl box allows pres- sure washer to be located in one room, con- trols and wands in another area Heavy-duty high-pressure hoses in lengths up to 150 -ft. Distributed by: 1 MEMORANDUM TO PRE17-0139, Case File, pre -application DATE May 26, 2017 FROM Michelle Wall, Office Technician SUBJECT Pre -Application Meeting prior to submitting USR Attendees John Kernen, Applicant Tom Potter, Building Chris Gathman, Planning Hayley Balzano, Engineering Evan Pinkham, Public Works Michelle Wall, Planning On Friday, May26, 2017 an informal discussion took place at the Greeley Administrative Offices Conference Room regarding a proposed equipment and truck sales office, shop and sales lot (The legal description the W2 and part of the E2 of Section 4, T4N R63W of the 6'h P M , Situs Address is 32584 County Road 50 ) Background Information Western Equipment & Truck Co Inc is a Colorado Corporation buys and sells used construction equipment, various truck and trailers along with other miscellaneous equipment They also modify trucks to meet their customers' needs, such as stretching a truck frame and mounting an agricultural dump box or water tank WETCO dismantles wrecked trucks and trailers They sell usable parts and recycle the steel and aluminum parts that are not reusable Hours of operation are 8 00 a m — 5 00 p m , Monday — Friday and 8 00 a m — 12 00 p m on Saturday There are 5 full-time employees An average of 10 —15 people will access the site in a day Building Department Commercial Building permits may be required, per Section 29-3-10 of the Weld County Code Currently the following has been adopted by Weld County 2012 International Codes, 2006 International Energy Code, 2014 National Electrical Code, A building permit application must be completed and two complete sets of engineered plans bearing the wet stamp of a Colorado registered architect or engineer must be submitted for review A geotechnical engineering report or an open -hole inspection report performed by a registered State of Colorado engineer may be required for new structures and or additions Change of Use permits are required if the building use changes A demolition permit will be required for any building being removed The building and parking lot will need to meet ADA requirements Pre -Manufactured non-residential structures may be required to comply with state Resolution 35 A complete code analysis prepared by a registered design professional may be required, and shall be submitted with Commercial Permit Applications to Weld County A Fire District Notification letter may be required and shall be submitted with Commercial Permit applications Building Staff recommends a pre -submittal meeting with Building Department to verify all requirements are present. Current Plan Review time is 20-25 working days. Incomplete applications may delay plan review timelines. All building permit requirements can be found on the Weld County web -site: www.weldgov.com/departments/building/building permit/permit applications/. Please contact Jose Gonzalez at 970-353-6100 ext. 3540 for further direction. Health Department Staff was unavailable: however please contact Lauren Light at 970-400-2211 for further direction. Waste handling: Waste materials shall be handled, stored, and disposed in a manner that controls blowing debris. and other potential nuisance conditions. The applicant shall operate in accordance with Chapter 14. Article 1 of the Weld County Code. Please answer the following if applicable: indicate if there will be washing of vehicles or equipment. fuel storage.. maintenance of vehicles or equipment, floor drains in shop. air emissions permit. Onsite dust: Fugitive dust should attempt to be confined on the property. Uses on the property should comply with the Colorado Air Quality Commission's air quality regulations. Sewage disposal information: Include in application how sewage disposal will be accommodated. If using a septic system provide a copy of the septic permit. Either utilize the County website www.co.weld.co.us/maps/propertyportal/ or call (970-304-6415) or stop by EH front counter and request a copy. Potable water information: Include in application how potable water will be provided. Provide a will serve letter or water bill from the water district or provide a copy of well permit. Portable toilets and Bottled water can be used for employees and customers per policy below: TO DEFINE WHEN PORTABLE TOILETS AND COMMERCIALLY BOTTLED WATER ARE ALLOWED Purpose To define when portable toilets and commercially bottled water are allowed. Policy: Bottled water from a commercial source is allowed in the following circumstances: 1. Temporary or seasonal uses that are utilized 6 months or less per year (for example recreational facilities. firework stands. farmers markets ) 2. Gravel mines 3. 10 or less customers or visitors per day And/or one of the following: 4. 2 or less full time (40 hour week) employees located on site 5. 4 or less part time (20 hour week) employees located on site 6. Employees or contractors that are on site for less than 2 consecutive hours a day Policy: portable toilets are allowed in the following circumstances. 1. Temporary or seasonal uses that are utilized 6 months or less per year (for example recreational facilities, firework stands. farmers markets ) 2. Gravel mines 3. 10 or less customers or visitors per day And/or one of the following: 4. 2 or less full time (40 hour week) employees located on site 5. 4 or less part time (20 hour week) employees located on site 6. Employees or contractors that are on site for less than 2 consecutive hours a day Public Works Staff comments provided as a courtesy to the applicant. While we strive to help identify as many potential issues upfront during the pre -application meeting we cannot anticipate every issue that may come up during the formal application process. This project is south of and adjacent to CR 50 and is west of CR 67. ADT Latest ADT on CR 50 was taken on 10/3/2012 which counted 112 vpd with 25% trucks. ROADS AND RIGHT OF WAY: County Road 50 is a gravel road and is designated on the Weld County Road Classification Plan as a local road, which requires 60 feet of right-of-way at full buildout. The applicant shall delineate on the site map the future and existing right-of-way. If the existing right of way cannot be verified it shall be dedicated. All setbacks shall be measured from the edge of future right-of-way. This road is maintained by Weld County. The Colorado Department of Transportation (CDOT) has jurisdiction over all accesses to the state highways. Please contact Gloria Hice-Idler at the Greeley office (970-350-2148 or 970-350-2163) to verify the access permit or for any additional requirements that may be needed. (State Highway 34) The County Road 65 Section Line is estimated to have 30 feet of unmaintained County line right-of-way. The applicant shall verify the existing right-of-way and the documents creating the right-of-way and this information shall be noted on the plat. All setbacks shall be measured from the edge of right-of-way. TRAFFIC REQUIREMENTS: Lower traffic trips (well under 100 round trips per day) 1. Describe how many roundtrips/day are expected for each vehicle type: Passenger Cars/Pickups, Tandem Trucks. Semi-Truck/Trailer/RV (Roundtrip = 1 trip in and 1 trip out of site) 2. Describe the expected travel routes or haul routes for site traffic. 3. Describe the travel distribution along the routes (e.g. 50% of traffic will come from the north. 20% from the south, 30% from the east. etc.) 4. Describe the time of day that you expect the highest traffic volumes from above. ACCESS: Access Element Arterial Collector Local Distance between intersections Signalized 2,640 N/A N/A Unsignalized 1,320 1,320 330 Distance between accesses and intersections 660 660 330 Distance between access points 660 330 150 Distance between access points in subdivisions 660 330 75 An Access Permit is required. We strongly encourage you to discuss your access with public works prior to laying out your site plan to ensure the approved accesses are compatible with your layout. For new accesses and/or change of use of an existing access, the fee and photos are required (photo looking left and right along roadway from the access point and looking into and out of the access point). These photos are used to evaluate the safety of the access location. Access permit instructions and application can be found at https.//www.weldgov.com/departments/public works/permits/. Chapter 6. Sections 6.3. 6.4 and 6.5 of the Weld County Engineering and Construction Criteria, offer access design guidance. This document can be found at https.//www.weldgov.com/UserFiles/Servers/Server 6/File/Departments/Public%20VVorks/Engineering/WCEC C%20Manual.pdf. Appendix 12-A of the county code can also be referenced. Existing access points with change of use or new access points may or may not be granted. Questions pertaining to access permits or access design shall be directed to the Public Works Department. Application Fee: temporary $75. single residential $75. small commercial $75, industrial $150. field $0. large commercial $150. subdivision $150. For shared accesses. Public Works strongly recommends that the property owner establish an access road maintenance agreement so future owners of the properties will be aware of their requirements for shared maintenance of the access road. This is not a requirement for the recorded exemption but is recommended to avoid property owner conflicts in the future. Entrance gates (if applicable) must be set back a minimum of 100 ft from edge of existing shoulder of roadway to allow a truck and trailer or RV to pull completely off of the roadway and open the gate. In no case shall any vehicle(s) stopped for gate create a safety issue for roadway users. TRACKING CONTROL: Tracking control is required to prevent tracking from the site onto public roadways. Minimal standards are listed below. Temporary Tracking Control shall be used during construction unless permanent tracking control is installed ahead of construction activities. More than 10 round truck trips/day (tandem or semi -trucks) or more than 50 round passenger vehicles trips: • Access onto gravel roads requires a tracking control device and a minimum of 300ft of recycled asphalt or road base. • Access onto paved roads requires either a tracking control device and 100ft of asphalt OR 300ft of asphalt. *Recycled concrete is not allowed in County ROW **Tracking control devices can be double cattle guards or other specialized device *** Tracking control for unmaintained public ROW is required just prior to entering publically maintained roadways. A variance request for alternatives to the above tracking control can be submitted to Public Works for review and consideration. IMPROVEMENTS AND ROAD MAINTENANCE AGREEMENT (IRMA): No improvements agreement will be required as the anticipated traffic is less than 21 round truck trips/day or 50 round passenger vehicle trips/day or if defined as a Site Plan Review (SPR). A development standard will be applied to the recorded map indicating any impacts to the road must be mitigated by the owner. The access on the site shall be maintained to mitigate any impacts to the public road including damages and/or offsite tracking. SITE MAP REQUIREMENTS: A Site Plan will be required identifying the following (if applicable): o Show and label location of existing road Right -of -Way. future road Right -of -Way. and Easements o Show and label the unmaintained section line Right -of -Way o Show and label location of the access(es) and label with access permit number o Show and label the access turning radii (25 feet for passenger vehicles/60 feet for trucks) o Show and label the approved tracking control CONTACT INFORMATION: Please contact the following staff regarding the following Public Works issues: Access Permits: Morgan Gabbert mgabbertweldgov.com 970-400-3778 Improvements Agreements: Evan Pinkham epinkham@weldgov.com 970-400-3727 Right -of -Way: Tiffane Johnson tvjohnsonweldgov.com 970-400-3766 Engineering Department DRAINAGE REQUIREMENTS: Weld County has recently adopted a new stormwater drainage code located under Chapter 23, Article 12 Storm Drainage Criteria. A list of professional engineering consultants is available if you need help finding an engineer to assist you with your project at the following link http://www.co.weld.co.us/Departments/PlanningZoning/Engineering.html. Please contact the Department of Planning Services/Development Review Engineering for questions or assistance 970-353-6100. URBANIZING VS NON -URBANIZING DRAINAGE AREA This area IS within an Urbanizing Drainage Area: Urbanizing Drainage Areas generally require detention of runoff from the 1 -hour, 100 -year, storm falling on the developed site and release of the detained water at the historic runoff rate of the 1 -hour, 5 -year storm falling on the undeveloped site. Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-12-30 F 1 To avoid holding up case processing, a minimum of either a preliminary drainage report or a drainage narrative with exception as shown below must be submitted with 7 -day case submittal information Detention Pond Requirements 1 A Drainage Report and Detention Pond Design shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code The Drainage Report must include a Certification of Compliance, stamped and signed by the PE, which can be found on the engineering website A general Drainage Report Guidance Checklist is available on the engineering website A Preliminary Drainage Report or a qualifying exception and Drainage Narrative shown below must be submitted for review at the time of the application Historic Flows The applicants will be required to maintain the historic drainage flows and run-off amounts that exist from the property GRADING PERMIT A Weld County Grading Permit will be required if disturbing more than 1 acre Grading Permit applications are accepted after the planning process is complete (map recorded) An Early Release Request Form may be entertained only after the applicant and Planning Department have reviewed the referral and surrounding property owner comments The Early Release Request may or may not be granted depending on referral comments and surrounding property owner concerns Contact an Engineering representative from the Planning Department for more information Application Fees 1-5 Acres/ $50, 5 1 - 20 Acres/$100, 20 1 Acres or Greater/$200 + $1 per acre over 20 A Construction Stormwater Permit is also required with the State for disturbing more than 1 acre Contact Colorado Department of Public Health and Environment, Water Quality Control Division, Rik Gay, 303-692- 3575 GEOLOGIC HAZARD AREA This site IS NOT in a Geologic Hazard Area FLOODPLAIN This site IS NOT in a FEMA regulatory floodplain SITE MAP REQUIREMENTS A Site Plan will be required identifying the following (if applicable) • Show and label location of drainage related features i e detention pond(s), ditches, etc Detention ponds shall be labeled as "No Build/Storage Area" and include design volume ▪ Show and label the drainage flow arrows showing how the stormwater flows across the property o Show and label the parking and traffic circulation flow arrows showing how the traffic moves around the property CONTACT INFORMATION Hayley Balzano Department of Planning Services Engineer hbalzano@weldgov com 970-400-3552 Planning Department Additional fees may be included with the Building Permit such as Road Impact, County Facilities and Drainage fees Please refer to the handout provided Screening of the parking area or outdoor storage may be required from any adjacent landowners or public rights -of -way 4 Please identify any proposed lighting or signs on the Site Plan. Lighting needs to be downcast and shielded. A 16sf sign is allowed in the Agricultural Zone District: however if there are potentially any additional or larger signs please include those in the application. Prior to submittal of the County land use application. please submit evidence of State permits as in the case of Mining permits. A ditch crossing is proposed. Evidence of an agreement or approval from the Ditch company will be required. Staff urged the applicant to contact staff for any questions: Planner on Call available Monday through Friday 7:30 a.m. to 4:30 p.m. or contact Chris Gathrran at 970-400- 3537 or cgathman@weldgov.com. The applicant may be eligible for the Small Business Incentive Program (SBIP). Staff provided information regarding the program. Please visit https://www.weldgov.com/departments/planninq and zoning/small business incentive program/ or contact Michelle Martin at 970-400-3571 or Tom Parko at 970-400-3572. for further direction. Staff explained the USR process. The applicant shall submit 1 packet for a 7 day completeness review. After the 7 day completeness review the applicant will be informed of what items are still required to make the application complete. Staff requested that the applicant submit the remaining material in electronic form. Upon submittal of a completed application it will be sent out for referral for 28 days. The applicant will then meet with their Planner to discuss the referrals and address as many of the referrals as possible. At that meeting the Planning Commission hearing will be scheduled. The Board of County Commissioners hearing typically follows approximately 3 weeks after the Planning Commission hearing. The above notes are provided as a courtesy to the applicant. While we strive to help identify as many potential issues upfront during the pre application meeting we cannot anticipate every issue that may come up during the formal application process. The information contained herein has been placed on file with the Department of Planning Services. The pre -application is valid fora period of one (1) year from the date of pre - application. If a formal application is not received following the time period specified herein the Planning Department reserves the right to require a new pre -application meeting. Please note that all land use, building and impact fees are subject to change throughout this time period. End memorandum. Hello