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Home My WebLink About20180938.tiffUSE 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 4 6 9. 3 4. 3 _0 0 0 0 1 Address of site: NE Corner of WCR 2 and WCR 19 Legal Description: Lot A RE -4482 Zone District: AG Acreage: (*A 12 digit number on Tax I.D. information, obtainable at w ww .w eldgov.com). Section: 34 Township: 01 N Range: 67 W 34.9 Floodplain:OYON Geological Hazard:OYON Airport Overlay:OYON FEE OWNER(S) OF THE PROPERTY: Name: Tim and Jack Seltzer Company: Robert L. Seltzer Family Trust Phone #: 970-656-3557 Street Address: 33641 CR 83 Email: timseltzer59@gmail.com City/State/Zip Code: Briggsdale, CO 80611-7808 Name: Company: Phone #: Street Address: City/State/Zip Code: Name: Company: Phone #: Email: Street Address: City/State/Zip Code: Email: APPLICANT OR AUTHORIZED AGENT:(See below Authorization must accompany all applications signed byAuthorized Agents) Name: Kyle Ritchie Company: Phone #: Northern Engineering Services, Inc. 970-395-9880 Street Address: 820 8th Street Email: kyle@northernengineering.com City/State/Zip Code: Greeley, co 80631 PROPOSED USE: 76,825 square -feet of self -storage units and 1,000 square -foot leasing office space, 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 authoritytp sign for e orporation. Sign ture: Owner or Authorized Agent Date Signature: Owner or Authorized Agent Date Print name Print Name Rev4/2016 USE BY SPECIAL REVIEW (USR) PROCEDURAL GUIDE CHECKLIST DEPARTMENT OF PLANNING SERVICES *1555 N. 171" AVENUE * GREELEY, CO 80631 www.weldgov.com 970-353-6100 EXT 3540 " FAX 970-304-6498 APPLICATION REQUIREMENTS The applicant shall submit 1 -hard copy and 1 -electronic copy containing one of all of the items listed. The application will be reviewed for completeness during the Completeness Review. X Submit a copy of the Pre -application meeting minutes. X Submit application form (see attached). X Submit Applicant's representative/authorization form if applicant or authorized agent is different than owner. Submit incorporation documents if the owner is an LLC, INC, etc. X Submit responses to USR questionnaire. See attached. X Submit USR map with paper dimensions of 24" X 36". See attached for map requirements. X Submit Certificate of Conveyances form and all attachments. Contact a title company to obtain a Certificate of Conveyances. The Certificate of Conveyances expires in thirty days of the signing date on the cover sheet. X Submit a list of all the surrounding property owners (surface estate) within 500 feet of the property under consideration. This list must be a certified list of the names, addresses, and the corresponding parcel number assigned by the Weld County Assessor of the owners' of property. Also submit the affidavit stating that the list is accurate. This list shall be compiled from the records of the Weld County Assessor, the Weld County Website, www.co.weld.us, or a person qualified to do the task. This list expires in thirty days of the date compiled. X Submit copy of document showing evidence of adequate water supply (e.g. well permit or letter from water district). If using a well, please complete the attached Water Supply Information Summary. X Submit copy of document showing evidence of adequate sewage disposal (e.g. septic permit or letter from the sanitary sewer district) X Submit Weld County Access Permit Application Form, if required. Clearly indicate all existing and proposed accesses (residential, agricultural, oil and gas, ditch, etc). Include photos looking into, left and right for each existing or proposed access. Applications will not be processed without photos. N/A Notice of Inquiry or letter/email from a municipality if the site is located within an Intergovernmental Agreement (IGA) boundary or a Cooperative Planning Area (CPA). X Detention design summarized in a Drainage Report if required per pre -application meeting minutes. N/A Traffic Study if required per pre -application meeting minutes. N/A If violation case hold a community meeting for owners within 500 feet of property boundary and submit meeting minutes. Submit all required documents on a CD or via email in .pdf format. X Application fee N/A Investigation fee, due only if this is a violation. I Kyle Ritchie DEPARTMENT OF PLANNING SERVICES 1555 N 17th AVE GREELEY, CO 80631 PHONE: (970) 353-6100, Ext. 3540 FAX: (970) 304-6498 AUTHORIZATION FORM represent Tim & Jack Seltzer (Agent/Applicant) (Owner) located at NE corner of WCR 2 and WCR 19 for the property LEGAL DESCRIPTION: SEC 34 SUBDIVISION NAME: NA TWN o1 RNG 67 LOT BLK I can be contacted at the following Home Work 970-395-9880 Email: kyle@northernengineering.com The property owner can be contacted at the following Home 970-656-3557 Work Email: timseltzer59@gmail.com Correspondence emailed to: x Agent/Applicant DATE (Check one) 07/08/2017 OWNER'S SIGNATURE Property Owner DOC 20170908145654 AL, THORI, Adobe Sign Document History 09/08/2017 Created: 09/08/2017 By: Jessica Taylor (jessica@gallachercapital.com) Status: Signed Transaction ID: CBJCHBCAABAABP8RErgl_9_usYkl_5nymPyL_ebdrHgc "DOC_20170908145654" History Document created by Jessica Taylor (jessica@gallachercapital.com) 09/08/2017 - 3:11:25 PM MDT- IP address: 23.24.146.177 Document emailed to Tim Seltzer (timseltzer59@gmail.com) for signature 09/08/2017 - 3:12:33 PM MDT Document viewed by Tim Seltzer (timseltzer59@gmail.com) 09/08/2017 - 3:29:13 PM MDT- IP address: 66.102.6.179 Document e -signed by Tim Seltzer (timseltzer59@gmail.com) Signature Date: 09/08/2017 - 3:32:18 PM MDT - Time Source: server- IP address: 199.87.137.62 Signed document emailed to Jessica Taylor (jessica@gallachercapital.com) and Tim Seltzer (timseltzer59@gmail.com) 09/08/2017 - 3:32:18 PM MDT Adobe Sign FOR COMMERCIAL SITES, PLEASE COMPLETE THE FOLLOWING INFORMATION BUSINESS EMERGENCY INEORMA LION: Name ss art rrsc Staycicic Address: i s `f65 Part( Mfn d a'S Dr,EU1 City. ST, 7irr Lon -o , CO, bO12.1 Business ,. (( !� Owner: V�i[IGG4}Ct- DCO2.IDpi`Y1fn f Phone: ()D�J I DU• ILO+ 0 I -tome Adoress: GI?y c Par K PI -endow S 'Dr,* it i City, ST, LP: Lf3D,e, TCu , GC SOi 29 List three parsons in the order to he called in the event of an emergency: Phone: (3]DQj-I !D NAME I I I LL ADDRESS PHONE la,' bq 16)CP-it v 311y E.tt►thtcY5 l i6111/J159 v4.lr o i_ (91 -013 viii (-,Ilci hry T. I/On-fi sc,4OS PL1YK muldewf DY,CD1 U3v frec,Ct! Ktr1S JDY►t( , Business Hairs: el' 0V PiM t -c l0' Do PM Days. M Dn clan - Sun dii Type of Alarm one urglar) holdup Fire Sient A1Cible Name and address of Alarm Company: C± c{v fGLa]i y1 col Location of Safe: �,�,�� d o ��fi S;iCh��S sfrc 1L7'. �� IYQncncYiat-,i G � nan casS-, ♦k_ stt.�i wkf xliw+Rktlx RA- w...Rw........A.. ..1o..Rww!•»wwwwAw.lwww.A..,Ai.1wM.R;•. MFwww M............ l.RRww.Mwlw4V.wwwlwh R .. R+.. MISCELLANEOUS INFORMATION. Number of entry/exit doors 'n this building: I Location(s) Tnt VY 0v ' Off c W 111 bt Dnt- 'A Y9 e i+ db Y toY tvvis ynulldl�rc�. Is alcohol stored n buitdmg?N 0 Locat:on(s). Are drugs cto;ed in bu+ldiiiu? N Q I cx:arion(s). Are weaaons stored in building? N 0 Location(s): The following programs are offere a public service of he'A'eld Coon riffs Office. Please indicate the programs of interest. El Physical Security Check Crime Prevention Presentat on UTI! ITV SHUT OFF I fCA T iONS, MalnElectrical: to be dc.f n hcd by t)ti117 Gas Shut Off - Exterior Water Shutoff: 1, O b{ elf rfYYnAK,Q 4 171A yYI, C, 110, In ' 1 Odd G vet�. 1 J Intencr Water Shutoff: Planning Questions: 1. Explain, in detail, the proposed use of the property. Through this USR, the applicants propose to develop 7.8 acres of a larger 34.9 -acre parcel. It is proposed that the developed portion of the site be used for rentable self- storage space with a small area comprising of approximately 55 over -size parking spaces at the back end (north side) of the property to be used for outdoor storage of boats, trailers, recreational vehicles and other equipment, until such time a future expansion of the self -storage is warranted. The existing site consists of mainly open grassland with a few stands of small tress, and a defunct irrigation basin. The majority of the proposed development site will be paved in concrete, with the northern portion covered in crushed recycled asphalt to minimize storm -water erosion and reduce the amount of sediment and debris that can be tracked off -site. To mitigate the impacts of an increase in impervious area, an extended detention basin will be provided to catch excess runoff and release it at a prescribed historical flowrate that will have no adverse effects on downstream properties or drainage -ways. Storm -water will be conveyed to the extended detention basin via an underground storm drain network. By implementing underground storm drains, it enables the slope of site to remain low, thereby limiting the need to import soil while still maintaining adequate drainage. 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. This proposal maintains consistency with Chapter 22 of the Comprehensive Plan by satisfying several aspects of the goals identified. In particular, the proposed facility provides a mechanism by which land can be divided while maintaining support of agricultural production, as outlined in Goal 6. The site does this by providing a self -storage facility that delivers an affordable service, which can be utilized by employees of agricultural businesses and residents of the area. Currently, users of such a facility must travel over 9 miles to the west, 6 miles to the north (Fort Lupton), 4 miles to the east (Brighton) and 6+ miles to the south (Thornton & Commerce City). A facility of this type also meets Goal 7 by protecting the property owner's right to a land use change, while minimizing the impact to surrounding properties and maintaining compatibility of the region. The nature of the facility means there will be little increase in traffic to the area (national averages being approximately 25 to 40 visits per day), yet it still provides a valuable service that is centrally located to many of the growing communities surrounding the property. 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. The intent of Weld County Code Chapter 23 is to limit land uses that are incompatible with surrounding A (Agricultural) Zone District. However, it grants exceptions to certain buildings, structures and uses to be allowed within the A (Agricultural) Zone District through special use review conducted by Weld County representatives. Section 23-3-40-S of the Weld County Code states any use is permitted by a Use by Special Review, provided that the property is not a lot in an approved or recorded subdivision plat. This property is currently located in an unincorporated portion of Weld County outside of any subdivisions and therefore meets the intent of the established code. 4. Describe what types of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. Existing land uses directly adjacent the site include mainly agriculture lots with farmhouses, and an existing Boat/RV storage lot to the northwest. There are existing residential developments 0.9 miles to the east, 0.5 miles to the south, and 1 mile to the west. The proposed self -storage facility is compatible because it will provide a place where expanding suburban populations, subject to ever increasing HOA covenants, can store their personal belongings in which they no longer have adequate room in a unit protected from the elements. The facility will also provide a lot where larger recreational equipment can be stored outdoors when it would otherwise be restricted by limited personal parking space, H.O.A. covenants, etc. 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) Normal hours of operation for the office will be 8:00 a.m. to 6:00 p.m., seven days per week, and access to the facility will be available by electronic keypad entry between 6:00 a.m. and 10:00 p.m., seven days per week. 6. List the number of full time and/or part time employees proposed to work at this site. The number of full-time employees is anticipated to be 2 or fewer. 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. The site is proposed to have approximately 697 secured self -storage units and approximately 63 over- sized parking spaces, not visible from Route 2. As previously mentioned, the national average of daily users who will be accessing the facility (anticipated to be between 25 and 40 per day) will be much lower than the total occupancy capacity due to the long-term storage nature of the facility, approximately 8 —13 months. Since this is a storage facility with no other amenities, it is anticipated the highest use will occur on weekends so the majority of customers will not have to take time off from work. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. N/A 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) The anticipated lot surface types and corresponding areas for the portion of the property proposed for development are as follows: Recycled asphalt pavement — 62,291 sq. ft Landscape/open space/detention — 84,782 sq. ft. Concrete Slab under Buildings — 77,972 sq. ft. Gravel —15,246 sq. ft. Paved Area — 98,446 sq. ft. Total Developed Area —338,737 sq. ft. Total Parcel Area — 1,520,244 sq. ft = 34.9 acres 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? Weld County Code does not list specific requirements for the required parking spaces for a facility of this nature. Therefore, the design has provided five (5) standard, short- term parking spaces and one (1) ADA van -accessible stall outside the secure area for access to the leasing office in an attempt to meet or exceed the number of spaces required for similar uses. Within the secure area, the applicants are proposing 55 over -sized long-term parking spaces with lengths varying between 30 feet and 40 feet to be leased by customers. Additionally, parking is allowed outside the individual storage units so the lessees can easily load and unload their belongings. 12. Explain the existing and proposed landscaping for the site. The existing landscaping includes mostly grassed open space, with stands of small trees and shrubs that are sparsely dispersed over the site. The proposed landscaping will include a small buffer strip on the east, south and west sides of the proposed storage buildings. It is anticipated that majority of landscaping will be hardscape (river rock, gravel, etc.) or xeriscape to minimize the water demand for the facility. 13. Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats) The fencing proposed for the site will be 6' decorative aluminum fencing around the outdoor storage portion on the north end and in the necessary spaces between storage units, as it is designed in a "fortress" style, which utilizes perimeter buildings to serve as the security fence for the majority of the facility. 14. Describe the proposed screening for all parking and outdoor storage areas. If the site is located in a floodplain outdoor storage is restricted. The outdoor storage portion of the proposed facility is situated on the north side of proposed site. The outdoor storage will be screened by the proposed self -storage buildings from the public right-of-way adjacent to the south. There will be no doors visible from the North, East, and West side, a small portion from the South side may be visible. The property is currently located in an unincorporated part of Weld County and appears on the Federal Emergency Management Agency Flood Insurance Rate Map (FEMA FIRM) map number 08123C2100E. This map indicates that the property is not located in a floodplain. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. Reclamation of the site will include removal of the indoor storage buildings and fencing, demolition and removal of the concrete pavement and removal of the crushed asphalt surface. The detention pond can also be filled in if the percent of impervious ground is restored to previous conditions. 16. Who will provide fire protection to the site? The proposed storage site is located in the Greater Brighton Fire Protection District. 17. List all proposed on -site and off -site improvements associated with the use (e.g. landscaping, fencing, buildings, drainage, turn lanes, etc.) and a timeline of when you will have each one of the improvements completed. Improvements associated with the site include: removal of any small trees and shrubs present, grading the land to achieve proper surface drainage and adequate storm -water detention volume, installation of underground storm drain piping, installation of an approved onsite wastewater treatment system, placement of concrete and recycled asphalt pavements to provide a more resilient surface that maintains drivability while inhibiting issues with mud tracking and weed growth, paving an asphalt access drive, installation of self -storage buildings, and placement of a 6' aluminum spear -type fence on north side of the property and in gaps between buildings. Additionally, fire hydrants serviced by a new waterline from Todd Creek Village Metropolitan District will provide proper fire protection for the facility. Based on Weld County's USR approval timeline, it is expected that approval should occur close to January 1st, 2018. Upon approval, construction documents will be finalized and submitted for final approval and it is anticipated that construction will begin soon after acceptance. Once construction has been started, it is assumed that the improvements listed above will take approximately 10 months to complete. Engineering questions: 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) The anticipated roundtrips per day for a facility of this size are as follows: Passenger Cars — 25-40 per day when fully occupied Tandem Trucks — 0 per day Trailer/RV —1 per day 2. Describe the expected travel routes for site traffic. As a result of the site having only one access, all traffic for the site will travel along Weld County Road 2/E. 168th Avenue. It is likely that the majority of traffic generated by the site will continue along this route east to the Brighton/Todd Creek areas or travel west to areas being developed near the E470 corridor. 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.) It is anticipated that the traffic will likely be evenly distributed; 50% originating from the west and 50% originating from the east. 4. Describe the time of day that you expect the highest traffic volumes from above. Seeing that access to the site can be gained through use of an automated keypad, traffic volume to the site is fairly evenly distributed. It is anticipated that on Saturday and Sunday, approximately 3 to 4 visits will be made before 8 am, 15 to 20 users will make trips between 8 am and 4 pm, and 15 to 20 visits will occur between 5 pm and 10 pm. Whereas, it is anticipated that Monday through Friday there will be 4 — 10 visits a day between the hours of 6 am —10 pm. 5. Describe where the access to the site is planned. The proposed property access road will be provided off Weld County Road 2/E. 168th Avenue where an existing access is located, to where a farmhouse stood previously. The access will be improved by paving from the existing edge of pavement north, then east to the main gate of the storage facility. The property access is situated so that it can also be utilized by planned future commercial development to the west. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to storm water detention requirements per code section 23-12- 30 F.1. A. Does your site qualify for an exception to stormwater detention? No If so, describe in a drainage narrative the following: 1. Which exception is being applied for and include supporting documentation. 2. Where the water originates if it flows onto the property from an offsite source 3. Where it flows to as it leaves the property 4. The direction of flow across the property 5. If there have been previous drainage problems with the property B. Does your site require a storm water detention pond? Yes, a stamped and signed drainage report complying with all applicable Weld County criteria shall be submitted with construction drawings. If so, the following applies: 1. A drainage report summarizing the detention pond design with construction drawings and maintenance plan shall be completed by a Colorado Licensed Professional Engineer and adhere to the drainage related sections of the Weld County Code. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. 3. A general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. Environmental Health questions: 1. What is the drinking water source on the property? If utilizing a drinking water well include either the well permit or well permit application that was submitted to the State -Division of Water Resources. If utilizing a public water tap include a letter from the Water District, a tap or meter number, or a copy of the water bill. Todd Creek Village Metropolitan District has stated that a waterline can be brought from Yosemite Street one-half mile to the south and the provider has supplied a "Will Serve" letter. 2. What type of sewage disposal system is on the property? If utilizing an existing septic system provide the septic permit number. If there is no septic permit due to the age of the existing septic system, apply for a septic permit through the Department of Public Health and Environment prior to submitting this application. If a new septic system will be installed, please state "a new septic system is proposed". Only propose portable toilets if the use is consistent with the Department of Public Health and Environment's portable toilet policy. A new on -site wastewater treatment system (OWTS) to serve only the self -storage portion of the site is proposed to be installed as part of the construction activities associated with this development. When other portions of the site are developed in the future, those developments will require additional OWTS to be implemented. The OWTS will be sized to handle waste generated by the on -site employees as well as customers which visit throughout the day. Preliminary design for an OWTS for the self -storage portion has been completed by Rocky Mountain Group and shall be approved through the requisite permitting process. 3. If storage or warehousing is proposed, what type of items will be stored? The primary function of the proposed site is short-term personal storage. The average length of stay is 8 —13 months, with the majority of tenants coming from private homes, while businesses make up the remainder of tenants. Business can include, but are not limited to: lawyers, doctors, and teachers. Items stored in the units can include various home goods, including but not limited to: furniture, clothing, appliances, sports equipment, luggage and tools. Businesses may also utilize the facility to store records, inventory, documents, or furniture. The limited outdoor storage will be used for automobiles, trailered boats, campers/RVs, and trailers carrying miscellaneous recreational equipment such as ATVs, snow mobiles, etc. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. The site prohibits the use of storage of wastes, chemicals, petroleum, combustible, flammable or otherwise hazardous materials. 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. The site prohibits fuel storage on site. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. No washing facilities shall be provided and no washing activities shall take place on site. 7. If there will be floor drains indicate how the fluids will be contained. N/A 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) The only air emissions from the site will be from vehicles entering and exiting the facility. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) 11. Additional information may be requested depending on type of land use requested. Building questions: N/A N/A 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 are no structures currently located on the property. Metal framed storage units with the following building envelope sizes are proposed to be built: 1— 4500 ft2, 1— 7980 ft2, 1— 9800 ft2, 5 — 5600 ft2, 2 — 7000 ft2, 1— 6825 ft2, 1— 6725 ft2 2. Explain how the existing structures will be used for this USR? N/A 3. List the proposed use(s) of each structure. Each new structure will be used for storage purposes, with the southernmost storage structure incorporating an additional leasing office. Weld County Public Works Dept. 1111 H Street P.O. Box 758 Greeley, CO 80632 Phone: (970)304-6496 Fax: (970)304-6497 Applicant Name Kyle Ritchie Company Northern Engineering Address 820 8th Street City Greeley State CO Zip 80631 Business Phone 970-395-9880 Fax 970-395-9881 E-mail kyle@northemengineering.com Parcel Location & Sketch The access is on WCR 2 Nearest Intersection: WCR 2 & WCR 19 Distance from Intersection 1005 ft east Parcel Number 1469-34-3-00-001 Section/Township/Range S34, T01 N, R67W Is there an existing access to the property? ® NO Number of Existing Accesses 2 Road Surface Type & Construction Information Asphalt X Gravel _ Treated _ Other Culvert Size & Type 15" RCP Materials used to construct Access Asphalt Construction Start Date Spring 2018 Finish Date Summer 2018 Proposed Use o Temporary (Tracking Pad Required)/ $75 x Small Commercial or Oil & Gas/$75 o Field (Agriculture Only)/Exempt ACCESS PERMIT APPLICATION FORM Property Owner (If different than Applicant) Name Tim and Jack Seltzer Address 33641 CR 83 City Briggsdale Phone 970-656-3557 Fax N/A State CO Zip 80611-7808 E-mail timseitzer59@gmail.com ♦ = Existing Access A= Proposed Access T N rn CC V WCR 4 A WCR 2 o Single Residential/$75 o Large Commercial/$150 Is this access associated with a Planning Process? o No Required Attached Documents - Traffic Control Plan -Certificate of Insurance X USR ❑ RE o Industrial/$150 o Subdivision/$150 o PUD o Other - Access Pictures (From the Left, Right, & into the access) By accepting this permit, the undersigned Applicant, under penalty of perjury, verifies that they have received all pages of the permit application; they have read and understand all of the permit requirements and provisions set forth on all pages; that they have the authority to sign for and bind the Applicant, if the Applicant is a corporation or other entity; and that by virtue of their signature the Applicant is bound by and agrees to comply with all said permit requirements and provisions, all Weld County ordinances, and state laws regarding facilities construct'on. Signature Printed Name' te, ka-ch,ie, Date CVO — Approval or Denial will be issued in minimum of 5 days. Approved by View facing north I Wriji NORTHERN 7NGINFF.RING ,' This Drainage Report is consciously provided as a PDF. Please consider the environment before printing this document in its entirety. When a hard copy is absolutely necessary, we recommend double -sided printing. August 7, 2017 DRAINAGE REPORT Brighton Self Storage Weld County, Colorado Prepared for: Kelly Gallacher Gallacher Development, LLC 10465 Park Meadows Drive, #107 Lone Tree, CO 80124 ISC Prepared by: NORTHERN ENGINEERING 820 8'" Street Greeley, Colorado 80631 Phone: 970.221.4158 www.northernengneering.com Project Number: 1334-001 NorthernEngineering.com 1/ 970.221.4158 WI I June 8, 2017 NORTHERN ENGINEERING Weld County Department of Planning Services 1555 N. 17th Avenue Greeley, CO 80631 RE: Drainage Report for Brighton Self Storage Dear Staff: Northern Engineering is pleased to submit this Drainage Report for your review. This report accompanies the Use by Special Review submittal for the proposed Brighton Self Storage facility located on the Seltzer Property in southern Weld County. This report has been prepared in accordance with the Weld County Engineering and Construction Criteria Manual (WCECCM), and serves to document the stormwater impacts associated with the proposed Brighton Se/f Storage commercial development. We understand that review by Weld County is to assure general compliance with standardized criteria contained in the WCECCM. If you should have any questions as you review this report, please feel free to contact us. Sincerely, NORTHERN ENGINEERING SERVICES, INC. Kyle Ritchie Design Engineer Roger Curtiss, PE Project Manager FORT COLLINS: 301 North Howes Street, Suite 100, 80521 1970.221.4158 GREELEY: 820 8`h Street, 80631 970.395.9880 I WEB: www.northernengineering.com NORTHERN ENGINEERING Drainage Certification I, Kelly Gallacher, hereby certify that the drainage facilities for the Brighton Self Storage facility shall be constructed according to the design presented in this report. I understand that Weld County does not and will not assume liability for drainage facilities designed and/or certified by my engineer. I also understand that Weld County relies on the representations of others to establish that drainage facilities are designed and constructed in compliance with County guidelines, standards, or specifications. Review by Weld County can therefore in no way limit or diminish any liability, which I or any other party may have with respect to the design or construction of such facilities. Kelly Gallacher Title Date STATE OF COLORADO COUNTY OF WELD On this the day of Commission expires on Notary Public 20 FORT COLLINS: 301 North Howes Street, Suite 100, 80521 1970.221.4158 GREELEY: 820 8th Street, 80631 1970.395.9880 I WEB: www.northernengineering.com NORTHERN ENGINEERING Engineer's Certification I hereby attest that this report for the drainage design of Brighton Self Storage in unincorporated Weld County was prepared by me, or under my direct supervision. I understand that the Weld County does not and shall not assume liability for drainage facilities designed by others. Prepared by: Kyle L. Ritchie, EIT Northern Engineering Services, Inc. Reviewed by: Roger Curtiss, PE Registered Professional Engineer State of Colorado No. 27362 FORT COLLINS: 301 North Howes Street, Suite 100, 80521 1970.221.4158 GREELEY: 820 8' Street, 80631 1970.395.9880 WEB: www.northernengineering.com ' ,JNORTHERN 'E'NGINEERLItG Brighton Self Storage TABLE OF CONTENTS I GENERAL LOCATION AND DESCRIPTION II DRAINAGE BASINS AND SUB -BASINS III DRAINAGE DESIGN CRITERIA IV DRAINAGE FACILITY DESIGN V CONCLUSIONS References TABLES AND FIGURES: FIGURE 1 — Vicinity Map FIGURE 2 — Aerial Photograph FIGURE 3 — FEMA Firmette TABLE 1 — Detention Pond Summary APPENDICES: APPENDIX A — Hydrologic Computations APPENDIX B — Hydraulic Computations APPENDIX C — Reference Material MAP POCKET: DR1 — Drainage Exhibit 1 3 5 7 9 10 Y r r v 4.4511, NORTHERN ENGINEERING Brighton Self Storage I. GENERAL LOCATION AND DESCRIPTION A. Location 1. Vicinity Map I 0 NORTH x '� L• `p I j raln W C -R 4 -------- __ I ONE -HALE MILE / RADIUS �'�•,�~- - _ j------ �N.-� ~` : PROJECT �.'� > LOCATION l SEC 33 ; SEC T 34 (1N.67W) (1N.67W) 1 t : 4ocowwJITII- I hr- {WCR2(E188thAJ AM CetiD <y l i 65 i m 4 (1N, $7W) `' m SEC 3 J (1N, 67W) - fr �� \--....___,-- .4 I( HWY. 7 (E 1$Oth AVE) __ N.,<- 1-1 A I [ ,I _ J I i 1 `--1 ,� 1 , Figure 1 — Vicinity Map 2. The Brighton Self Storage project site is located in the southeast quarter of Section 34, Township 1 North, Range 67 West of the 6tt' Principal Meridian, County of Weld, State of Colorado. 3. The project site (refer to Figure 1) is bordered to the north by an outdoor RV storage site open pasture with oil and gas uses incorporated; to the south by Weld County Road 2 /168t" Avenue (WCR 2) containing 60' of right-of-way presently, with 40 feet of future right-of-way to be dedicated and 25 of utility easement; to the east by open pasture; and to the west by the WCR 19. 4. The nearest major drainageway is the South Platte River that is located approximately 15,000 feet east of the project site. B. Description of Property 1. The Brighton Self Storage is comprised of ±7.9 acres of a larger 34.9 acre parcel. '1Q NORTHERN ENGINEERING Brighton Self Storage 2. The site is currently occupied by a defunct agricultural irrigation pond, an oil and gas access road and multiple stands of small trees. Figure 2 — Aerial Photograph Project Site 3. The existing groundcover consists of grasses, trees and a crushed -concrete road. The existing on -site runoff generally drains by surface flow from the southwest to northeast with approximate 2% grades onto the lot adjacent to the north. From there, the drainage continues through a series of surface flow, agriculture ditches and roadside ditches, to Big Dry Creek and eventually into the South Platte River. 4. According to the United States Department of Agriculture (USDA) Natural Resources Conservation Service (N RCS) Soil Survey website: (http://websoilsurvey.nres.usda.gov/app/WebSoilSurvey.aspx), the site consists entirely of Nunn loam (Hydrologic Soil Group C). 5. There are no major drainageways within or directly adjacent to the project site. 6. The proposed development will consist of twelve self -storage buildings with 697 units of varying size, as well as an area for a future expansion of the available storage. Other proposed improvements include: a new asphalt access drive, concrete drive aisles, a septic system and new landscaping. 7. The proposed land use is commercial, which is a permitted use in agricultural zoning with approval through a Weld County Use by Special Review process. Page2 ISILNORTHERN ENGINEERING Brighton Self Storage C. Floodplain 3165000 FT 1. The subject property is not located in a FEMA regulatory floodplain. In particular, the project site is not located within a FEMA designated 100 -year floodplain per Map Number 08123C2100E (Effective date: January 20, 2016). rn J LU z Cl. U, z 0 Weld County nincorporated .A reas 1)80266 Project Site 191 12550G0 F 1250000 FT 1N as 400 00' 00n T 1S, 104"52'30a ..1 7J0°C r T r. MA its 7 •nA J..cllliaik tans is rJWV rI air7u UGC rr UV r arl dT -DW 9JD-VGZV MAP SCALE 1" = 2000' 1000 0 2000 PANEL 2100E -- FIRM FLOOD INSURANCE RATE MAP WELD COUNTY. COLORADO AND INCORPORATED ARE s PANEL 2100 OF 2280 ME MAP sax F % PAM PANEL LAYOUT', cae�r+r► $00 11$11 IOW est In Eton ton a SSW row r saflkmrr and era ►na is law n,. w. lwrrr♦r etior o..os raft of waa ore ;Song rweo orders trio conendaaey Nuance. roan aura storaki 'Sc a PIPOW0/1 aalbrill tot Ohs tugect community MAP NUMBER 08123C2100E EFFECTIVE DATE JANUARY 20.2016 `JL.a Federal Ea non Massi.ese log tin d an otfc: a copy d I Dorton d trio above robroncod svoa owe t was wrbsctad arc F Ater Only! the .nap cow not Sion drones or rnertetfats atrcn tray none bean ro a saaeevwrt to trio OS on the Into Trent FCr tM lotnt moat* seder abbe —sat roodonr Aid insurance Dynan 11000 nsia [nK* tit Fl MA troop Mao titers U wow INK Wit VW Figure 3 — FEMA Firmette (Map Number 08123C2100E) II. DRAINAGE BASINS AND SUB -BASINS A. Major Basin Description 1 The Brighton Self Storage Facility is located within the Big Dry Creek major drainage basin. The Big Dry Creek basin originates in the foothills west of the City of Westminster, encompasses an area of approximately 110 square miles and generally drains from southwest to northeast. Runoff from the major drainage basin empties into the South Platte River basin, which drains the northeast 1/4 of the State of Colorado, approximately. B. Sub -Basin Description 1. The outfall for the project site is anticipated to surface flow in the historic path northeast across the grassed meadow. Page3 NORTHERN I ENGINEERING Brighton Self Storage 2. The existing subject site can be defined with three (3) sub -basins. The first comprises the majority of the existing site runoff generally drains from southeast to northwest across meadowland. The second sub -basin makes up the eastern portion where the oil access road is found and drains north. The last sub -basin is found along the southern portion of the site and includes the north half of the WCR 2 right-of-way. 3. The project site does not receive notable runoff from contiguous off -site properties because drainage flows are passed around the site via surface flow or the flows are conveyed in roadside borrow ditches around the site. Page 14 NORTHERN ENGINEERING Brighton Self Storage III. DRAINAGE DESIGN CRITERIA A. The primary criterion for the stormwater management for this project is "Weld County Engineering and Construction Criteria" (WCECCM), as published by Weld County, April 2012. The supplemental criteria used are "Urban Storm Drainage Criteria Manual" (USDCM), Volumes I, II, & Ill, as published by the Urban Drainage and Flood Control District, Denver, Colorado, January 2016. Charts, graphs, and tables used in the design are included in the Appendicies at the back of this report. B. Development Criteria Reference and Constraints 1. The subject property is not part of any Overall Development Plan (ODP) drainage study or similar "development/project" drainage master plan. 2. The site plan is constrained on the south by a public street and oil and gas facilities/easements to the east and north. Existing agricultural use borders the remainder of the site. C. Hydrological Criteria 1. Point precipitation data from the National Oceanic and Atmospheric Administration (NOAA) has been used as the source for all hydrologic computations associated with the development. Tabulated data contained in Atlas 14 has been utilized in combination with USDCM Equation 5-3 to calculate rainfall intensity for multiple storm durations and frequencies. 2. The Rational Method has been employed to compute stormwater runoff point flows and stormwater detention volume through utilization of impervious percentages contained in Tables 5-3 of the WCECC and the calculated storm intensities over a designated basin area. 3. Two separate design storms have been utilized to address distinct drainage scenarios. The first event analyzed is the "Minor," or "Initial" Storm, which has a 10 -year recurrence interval. The second event considered is the "Major Storm," which has a 100 -year recurrence interval. D. Hydraulic Criteria 1. The drainage facilities proposed with Brighton Self Storage project are designed in accordance with criteria outlined in the WCECCM and/or the USDCM. Manning's equation will be utilized to size open channels and pipes for the project. The hydraulic capacity of the detention pond outlet was designed based on the 5 -year historic release rate calculation, and open channel techniques were used to route the emergency spillway flow according to the WCECCM. 2. As stated in Section I.C.1, above, the subject property is not located within floodplain limits. E. Modifications of Criteria Page5 ■t.� I NORTHERN N Brighton Self Storage 1. No formal waivers or variances are requested at this time. F. Stormwater Quality Considerations 1. An Erosion Control Plan will be incorporated into the construction plans during final design. Vehicle tracking control, silt fence, inlet protection, grading techniques and other erosion control and stormwater quality best management practices will be used to reduce sediment that might otherwise leave the project site during construction. The proposed detention pond has incorporated a water quality capture volume to allow additional sediment to settle out of the water before being discharged along the historic flow path. G. Wetland Preservation & Mitigation 1. There are no delineated wetland areas that will be disturbed with the proposed improvements for Brighton Self Storage Page l6 ■� NORTHERN i` ENGINEERING Brighton Self Storage IV. DRAINAGE FACILITY DESIGN A. General Concept 1. The main objective of Brighton Self Storage drainage design is to safely convey all on - site drainage via surface flow and underground storm drains. The detention pond was sized using a rational calculation and the pond outlet and spillway will be located so that all released flows can continue along the historic travel path. 2. No notable off -site runoff passes directly through the project site. There is a small offsite flow from properties to the north that will pass through the project site once County Fair Lane has been constructed. This drainage will pass through the site without adversely affecting the townhome buildings. 3. A list of tables and figures used within this report can be found in the Table of Contents at the front of the document. The tables and figures are located within the sections to which the content best applies. 4. Drainage for the project site has been analyzed using thirteen (13) drainage sub - basins, designated as sub -basins Dl -D13. The drainage patterns anticipated for the basins are further described below. Sub -Basin Dl Sub -basin D1 encompasses approximately 21% the total site area. This sub -basin is comprised primarily of open space and asphalt paving in the current configuration, but has been designated for future commercial use in the runoff calculations. The sub - basin will drain to a swale located along the west of the storage units and be captured by a flared -end which will then convey runoff from the basin to the detention pond where flows will eventually be released along the historic path. Sub -Basin D2 Sub -basin D2 encompasses approximately 12% the total site area. This sub -basin is comprised primarily of open space, concrete flatwork, and an asphalt drive aisle. Flows for the sub -basin will drain to a flared -end section located near the gated entrance to the site. Flows will then be directed into the storm drain system which will convey runoff from the basin into the detention pond where flows will eventually be released along the historic path. Sub -Basins D3 to D10 Sub -basins D3 to D10 together encompass approximately 39% the total site area. These basins slightly vary in size, but have similar composition. Each sub -basin is comprised primarily of roof area and concrete flatwork. The sub -basins will drain to CDOT type 13 inlets dedicated to each basin and will then convey runoff from the basins through the two storm drain systems and into the detention pond where flows will eventually be released along the historic path. Sub -Basin D11 Sub -basin Dl l encompasses approximately 15% the total site area. This sub -basin will be open space, but was given an impervious percentage of 75% to estimate the impact of the future self -storage expansion. Flows from the sub -basin will travel via overland surface flow, north, to the top of the detention pond. Flows will then Pagel? ■ H NORTHERN Brighton Self Storage proceed to spill into the pond where they will eventually be released along the historic path. Sub -Basin D12 Sub -basin D11 encompasses approximately 13% the total site area. This sub -basin is comprised primarily open space/pond. Flows from the sub -basin will travel via overland flow to the low -flow channel and to the pond outlet. This basin is where flows from all other basins except D13 will be concentrated. Flows will then proceed to pass through the outlet structure at prescribed rate to be released along the historic path Sub -Basin D13 Sub -basin D13 encompasses approximately 18% the total site area. This sub -basin is comprised of paved and gravel roadways and open. There are no improvements to this basin that will increase the impervious percentage beyond what exists today. Flows from the sub -basin will travel in their historic patterns, except for in the southeastern portion where a small area of open space flow is redirected towards the roadside borrow ditch. However, this change in flow pattern should have no adverse impacts on the available capacity because a similar -sized section to the west that historically drained to the ditch was redirected to be captured by the detention pond. B. Specific Details 1. The total on -site tributary area to the detention pond is 9.80 acres with a composite 100 -year impervious percentage of 66 percent. The detention pond water quality outlet structure shall be designed to limit the overall pond release rate to a 5 -year historic level for the 10 -year and 100 -year developed events. A summary of the proposed detention pond are provided in the table below. See Appendix for more information. Table 1 — Detention Pond Summary Area Tributary to Detention Pond 9.80 Acres Detention Pond Storage Required (Design) 2.02 Ac -Ft WQCV Volume Required 0.21 Ac -Ft Total Volume Required 2.23 Ac -Ft Maximum Release Rate 1.39 cfs Pond Bottom Elevation 5082.7 0 100 -Year Water Surface Elevation 5086.3 2 Spillway High Water Elevation 5086.7 2 Freeboard 1.0 Ft Top of Berm Elevation 5087.7 5 Page8 NORTHERN ENGINEERING Brighton Self Storage V. CONCLUSIONS A. Compliance with Standards 1. The drainage design for this project complies with the intent of the WCECC and also incorporates certain provisions of the USDCM. 2. There are no FEMA regulatory floodplains associated with Brighton Self Storage development. 3. The drainage plan and stormwater management measures proposed with Brighton Self Storage project are compliant with all applicable State and Federal regulations governing stormwater discharge. B. Drainage Concept 1. The drainage design proposed with this project will effectively limit potential damage associated with its stormwater runoff, and will ensure a reasonable level of safety and well-being for residents of the area. Page9 ,iNORtTH ERN Brighton Self Storage References 1 Weld County Engineering and Construction Criteria, Weld County, Colorado, April 2012 2 Soils Resource Report for Brighton Area, Colorado, Natural Resources Conservation Service, United States Department of Agriculture 3 Urban Storm Drainage Criteria Manual, Volumes 1-3, Urban Drainage and Flood Control District, Wright -McLaughlin Engineers, Denver, Colorado, Revised January 2016 Page110 i NORTHERN ENGINEERING APPENDIX A HYDROLOGIC COMPUTATIONS NorthernEngineering.com // 970.221.4158 40° 0' 1S" N 39° 59' 58" N 3 509590 4 I 509590 104° 53 16' W N Hydrologic Soil Group Adams County Area, Parts of Adams and Denver Counties, Colorado; and Weld County, Colorado, Southern Part 509670 I County Road 2 509750 509830 I mp gism EIOoI bS dCQO 1 thhfig giga0oo I 509670 509750 509830 Map Scale: 1:3,770 if printed on A landscape (11" x 8.5") sheet. 509910 I I 509910 0 50 100 200 Meters 300 Feet 0 150 300 600 900 Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 13N WGS84 USDA Natural Resources 'oill Conservation Service 509990 509990 510070 I I 510070 Web Soil Survey National Cooperative Soil Survey 510150 510230 I I 510150 510230 510310 I 510310 104° 52' 41" W 510390 I S 0 -5 510390 104° 52' 41" VV 5/17/2017 Page 1 of 5 40° 0' 15" N 39° 59' 58" N Hydrologic Soil Group Adams County Area, Parts of Adams and Denver Counties, Colorado; and Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION Area of Interest (AOl) Area of Interest (AO') Soils Soil Rating Polygons F-1 A f I A/D B 11 B/D C C/D U D U Not rated or not available Soil Rating Lines . i A ,e1/4.40 AiC) ,y B/D C ad, CID covet D • • Not rated or not available Soil Rating Points a A • • A/D B B/D ■ • • C/D D Not rated or not available Water Features Streams and Canals Transportation *4-4 Rails ado Interstate Highways US Routes Major Roads Local Roads Background Aerial Photography USDA Natural Resources Web Soil Survey a Conservation Service National Cooperative Soil Survey C The soil surveys that comprise your AOI were mapped at scales ranging from 1:20,000 to 1:24,000. 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: Adams County Area, Parts of Adams and Denver Counties, Colorado Survey Area Data: Version 13, Sep 22, 2016 Soil Survey Area: Weld County, Colorado, Southern Part Survey Area Data: Version 15, Sep 22, 2016 Your area of interest (AOI) includes more than one soil survey area. These survey areas may have been mapped at different scales, with a different land use in mind, at different times, or at different levels of detail. This may result in map unit symbols, soil properties, and interpretations that do not completely agree across soil survey area boundaries. Soil map units are labeled (as space allows) for map scales 1:50,000 or larger. Date(s) aerial images were photographed: Mar 16, 2012 Apt 13, 2012 5/17/2017 Page 2 of 5 Hydrologic Soil Group —Adams County Area, Parts of Adams and Denver Counties, Colorado; and Weld County, Colorado, Southern Part MAP LEGEND MAP INFORMATION 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 5/17/2017 Page 3 of 5 Hydrologic Soil Group —Adams County Area. Parts of Adams and Denver Counties. Colorado; and Weld County, Colorado, Southern Part Hydrologic Soil Group Hydrologic Soil Group— Summary by Map Unit — Adams County Area, Parts of Adams and Denver Counties, Colorado (CO001) Map unit symbol I Map unit name PIB Rating PIC Platner loam, 0 to 3 percent slopes C Platner loam, 3 to 5 C percent slopes Subtotals for Soil Survey Area Totals for Area of Interest Acres in AOI I Percent of AOI 4.1 1.3 5.4 60.4 6.8% 2.2% 8.9% 100.0% Hydrologic Soil Group— Summary by Map Unit — Weld County, Colorado, Southern Part (CO618) Map unit symbol I Map unit name Rating Acres in AOI Percent of AOI 40 67 Nunn loam, 1 to 3 percent slopes C Ulm clay loam, 3 to 5 C percent slopes 82 Wiley -Colby complex, 1 B to 3 percent slopes Subtotals for Soil Survey Area Totals for Area of Interest 49.5 2.3 3.2 55.0 60.4 81.9% 3.8% 5.3% 91.1% 100.0% USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/17/2017 Page 4 of 5 Hydrologic Soil Group —Adams County Area. Parts of Adams and Denver Counties. Colorado; and 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 (A/D, B/D, and C/D). The groups are defined as follows: Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission. Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture. These soils have a moderate rate of water transmission. Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission. Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission. If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes. Rating Options Aggregation Method: Dominant Condition Component Percent Cutoff: None Specified Tie -break Rule: Higher USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 5/17/2017 Page 5 of 5 6/7/2017 Precipitation Frequency Data Server NOAA Atlas 14, Volume 8, Version 2 Location name: Brighton, Colorado, USA* Latitude: 40.0011°, Longitude: -104.879° Elevation: 5081.61 ft** 'source: ESRI Maps ** source USGS POINT PRECIPITATION FREQUENCY ESTIMATES Sanja Perica, Deborah Martin, Sandra Pavlovic. Ishani Roy. Michael St. Laurent, Carl Trypaluk, Dale Unruh, Michael Yekta, Geoffery Bonnin NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials PF tabular PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration1! 0.226 5 -min (0.174-0.294) 10 -min 0.331 (0.254-0.430)1 15 -min 30 -min 60 -min 2 -hr 3 -hr 6 -hr 12 -hr 24 -hr 2 -day 3 -day 0.403 (0.310-0.524)11 0.556 (0.428-0.723) 0.679 (0.522-0.883),, 0.802 (0.623-1.03) 0.866 I (0.677-1.11) I 1.03 (0.811-1.30) 1.27 (1.01-1.59) 1.53 (1.23-1.89) I 1.75 I (1.42-2.14) 1.90 (1.56-2.32) 4 -day 7 -day !, 10 -day 20 -day 30 -day 2.03 (1.67-2.46) 2.33 (1.93-2.79) 2.58 (2.15-3.07) 3.31 (2.79-3.89) 3.88 (3.30-4.54) 45 -day 60 -day 4.57 (3.91-5.31) 5.14 (4.41-5.94) Average recurrence interval (years) 2 5� 10 �L 25 !� 50 1 100 0.276 (0.212-0.360)' 0.404 (0.311-0.527) 0.493 (0.379-0.642) 0.676 (0.519-0.880)' 0.827 (0.635-1.08) 0.978 (0.759-1.26) 1.06 (0.824-1.35) 1.24 (0.974-1.57) 1.50 (1.20-1.88) 1.82 (1.46-2.25) 2.12 (1.73-2.60) 2.29 (1.87-2.79) 2.41 (1.98-2.92) 2.71 (2.25-3.26) 2.99 (2.49-3.56) 3.77 (3.18-4.45) 4.42 (3.75-5.17) 5.22 (4.46-6.07) _ 5.89 (5.05-6.82) 0372 (0.285-0.485), 0.544 (0.417-0.711), 0.664 (0.508-0.867)11, 0.905 (0.693-1.18) 1.11 (0.849-1.45) 1.31 (1.01-1.70) 1.42 (1.10-1.82) :: 1.63 (1.28-2.07) 1.93 (1.53-2.42) 2.33 (1.87-2.89) 2.76 (2.23-3.38) 2.93 (2.39-3.58) 3.05 (2.50-3.70) 3.37 (2.78-4.05) 3.66 (3.04-4.38) 4.54 (3.81-5.36) 0.463 (0.353-0.608)] 0.678 i (0.517-0.890)' 0.827 (0.630-1.09) j 1.13 (0.857-1.48) ' 1.38 (1.05-1.81) 1.64 (1.26-2.12) 1.76 j (1.36-2.27) 1 2.01 (1.57-2.56) 0.608 (0.457-0.851) 0.890 (0.669-1.25) 1.09 1 (0.816-1.52) 1.47 (1.11-2.07) 1.81 (1.36-2.54) 2.15 (1.63-2.97) 2.30 I (1.76-3.17) 2.60 (2.00-3.53) 0.734 I 0.872 (0.536-1.03) (0.616-1.26)'. 1.07 1.28 (0.784-1.52) (0.902-1.85) 1.31 1.56 (0.956-1.85) (1.10-2.25) 1.78 2.12 (1.30-2.51) (1.49-3.06) 2.18 2.60 (1.60-3.08) (1.83-3.76) 2.59 3.08 (1.91-3.61) (2.20-4.40) 2.78 3.30 (2.06-3.85) , (2.37-4.68) 3.11 3.68 i (2.33-4.26) (2.67-5.15) 2.34 2.97 3.51 4.11 (1.84-2.95) '[ (2.31-3.97) (2.66-4.74), (3.01-5.68) , 2.79 (2.22-3.48) 5.29 (4.47-6.21) 6.26 (5.32-7.29) 7.10 (6.07-8.23) 3.29 (2.66-4.06) 3.48 (2.82-4.26) 3.60 (2.93-4.39) 3.93 I (3.23-4.74) ,1 4.24 (3.51-5.09) 5.18 1 (4.33-6.14) 1 6.00 I (5.05-7.07) 7.10 (6.01-8.31) 8.07 (6.86-9.39) 5.05 (4.06-6 27) 6.06 (4.91 7 41) 6.98 (5.69-8.45LJ 8.23 (6.74-9 86) 3.48 (2.71-4.55) L 200 1.02 (0.696-1.53) 1.50 (1.02-2.23) 1.83 (1.24-2.72) 2.49 (1.69-3.70) 3.06 (2.07-4.55)' 3.62 (2.49-5.32) 3.88 (2.68-5.65) 4.30 (3.00-6.19) 4.77 (3.36-6.76) 5.33 (3.78-7.42) 5.93 (4.23-8.09) 6.15 (4.42-8.32) 6.29 (4.54-8.47) 6.67 (4.86-8.89) 7.04 (5.16-9.30) 8.15 (6.04-10.6) 9.23 (6.87-11.9) 10.7 (8.04-13.7) 12.1 (9.13-15.4) 4.05 4.66 (3.08-5.36) . (3.44-6.32) , 4.06 4.66 5.28 (3.18-5.19) 1 (3.57-6.04) (3.92-7.02) 4.26 (3.35-5.40) 4.87 5.50 (3.75-6.26) (4.10-7.24)', 4.37 4.99 5.63 (3.46-5.53) (3.87-6.39), (4.22-7.38) 4.72 5.35 (3.77-5.90) (4.18-6.78) 5.70 (4.47-7.16) 6.75 (5.36-8.36) 7.73 (6.17-9.48) 9.08 (7.29-11.0) 9.35 10.3 (7.68-11.1) (8.30-12.4) 6.00 (4.54-7.78) 1 6.36 (4.84-8.18); 7.45 (5.73-9.44) !, 8.48 (6.56-10.6) 1 9.91 (7.71-12.3) 11.2 (8.77-13.9) 500 1000 1.25 1.43 (0.815-1.91)(0.906-2 20), 1.83 2.10 (1.19-2.79) (1.33-3 22) 2.23 2.56 (1.46-3.41) (1.62-3.92) 3.03 3.48 (1.98-4.63) (2.20-5.34) 3.72 4.27 (2.43-5.69) (2.70-6.56) 4.41 5.06 (2.91-6.66), (3.24-7.67)1 4.72 I 5.41 (3.13-7.06) (3.48-8.13)1 5.21 5.96 I (3.50-7.70) (3.87-8.84) 5.72 6.50 (3.88-8.32) (4.27-9.51) 1 6.26 7.02 I (4.28-8.96) (4.66-10.1) 6.80 7.48 I (4.68-9.54) (5.02-10.6) 7.03 7.72 (4.87-9.79) (5.22-10.9)' 7.19 7.89 (5.01-9.95) (5.36-11.1) 7.59 8.31 (5.34-10.4) (5.70-11.5) 7.96 8.67 i (5.63-10.8) (5.98-11 9) 9.10 9.82 (6.50-12.1) (6.85-13 3), 10.2 11.0 (7.34-13.5) i (7.69-14.7) 11.8 12.6 (8.53-15.5) (8.90-16.8) 13.3 14.1 (9.64-17.3) (10.0-18.7)' 1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS). Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values. Please refer to NOAA Atlas 14 document for more information. Back to Top PF graphical http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage.htm Mat= 40.0011 &I on= - 104.8790&data= depth&units= engl i sh&series= pds#table 1/4 6/7/2017 Precipitation Frequency Data Server PDS-based depth -duration -frequency (DDF) curves Latitude 40.0011c, Longitude: -104.8790° Precipitation depth (in) Precipitation depth (in:, C c o u 25 50 100 200 500 NOAA Atlas 14, Volume 8, Version 2 6. L 6 6. r Duration L t N >, > > > -a -a LI 13 al ro o -0 -0 `a ry r'i o 6 0 u o r-1 N rr1 cr CD 1000 Average recurrence interval (years) Created (GMT): Wed Jun 7 17.36:49 2017 Back to Top Maps & aerials Small scale terrain Average recurrence interval (years) 1 2 5 10 25 50 100 200 500 1000 Duration otEsuMnolor 5 -nun 2 -day 10 -min 3 -day 15 -man 4 -day 30 -min — 7 -day 60-mmn 10 -day 2 -hr — 20 -day 3 -hr 30 -day 6 -hr -- 45 -day 12 -hr — 60 -day 24 -hr http://hds c. nws . noaa. gov/hds c/pfds/pfds jr i ntpage. htm l ?l at= 40.0011 &Ion= -104.8790&data= depth&uni ts= engl i s h&series= pds#tabl e 2/4 6/7/2017 Precipitation Frequency Data Server Large scale terrain rim -74 Y t • Cheyenne River liotcnal Foresi I _ Large scale map • teyenne 100km 1 • Fort tins oGr eeley Longmont I" r in 00.\\ Colorado Sprin gs Large scale aerial SUMP http://hdsc.nws.noaa.gov/hdsc/pfds/pfdsjjri ntpage.htm I ?I at=40.0011 &I on= - 104.8790&data=depth&units= engl i s h&series= pds#tabl e 3/4 6/7/2017 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.Questions@noaa.gov Disclaimer http://hdsc.nws.noaa.gov/hdsc/pfds/pfds_pri ntpage. htm l ?l at= 40.0011 &I on=- 104.8790&data= depth&units= engli sh&seri er i es= pds#table 4/4 UDFCD INTENSITY DURATION EQUATION 5-3 Project Name Location Item Brighton Self Storage Weld County, CO Rainfall Intensity Project Name : 1334-001 Computation By : KLR Check By RC 1 -Hour Point Rainfall (IN), From figures RA -1 through RA -6, Chapter 04 Rainfall 2001-01, Urban Drainage and Flood Control District Location : Weld County, CO Rainfall Depth -Duration- Frequency (Pi) 1 -Hour Point Rainfall ;IN) 2 0.827 5 1.11 10 1.38 50 2.19 100 2.6 Storm 2 5 10 50 100 Pi = 0.827 1.11 1.38 2.19 2.6 Tc I I I I I (Hr) (Min) (in/hr) (in/hr) (in/hr) (in/hr) (in/hr) 5 2.81 3.76 4.68 7.43 8.82 10 2.24 3.00 3.73 5.92 7.03 15 1.88 2.52 3.13 4.97 5.90 20 1.63 2.18 2.71 4.31 5.11 25 1.44 1.93 2.40 3.82 4.53 30 1.30 1.74 2.17 3.44 4.08 35 1.18 1.59 1.97 3.13 3.72 40 1.09 1.46 1.82 2.88 3.42 45 1.01 1.36 1.69 2.68 3.18 50 0.94 1.27 1.57 2.50 2.97 55 0.89 1.19 1.48 2.35 2.79 60 0.84 1.12 1.39 2.21 2.63 65 0.79 1.06 1.32 2.10 2.49 70 0.75 1.01 1.26 1.99 2.37 75 0.72 0.96 1.20 1.90 2.26 80 0.69 0.92 1.14 1.82 2.16 85 0.66 0.88 1.10 1.74 2.07 90 0.63 0.85 1.05 1.67 1.99 95 0.61 0.82 1.01 1.61 1.91 100 0.59 0.79 0.98 1.55 1.84 105 0.57 0.76 0.94 1.50 1.78 110 0.55 0.73 0.91 1.45 1.72 115 0.53 0.71 0.88 1.40 1.67 2 120 0.51 0.69 0.86 1.36 1.62 Pi = I= Tc = From : Section 4, Rainfall 2016. Urban Drainage and Flood Control District 28.5 Pi (10+Tc)^ 0.786 1 -hour point rainfall depth (inches) Rainfall intensity (inches per hour) Time of Concentration (minutes) Extended Duration -Intensity -Frequency Tabulation, Brighton, CO STORM FREQUENCY Storm Frequency. 5 -year (in/hr) y 10 -year (in/hr) y ! 100 -year (in/hr) y Storm Duration (min) 2-y 2 -ear (in/hr) 5 2.81 3.76 4.68 8.82 6 2.70 3.61 4.49 8.46 7 2.58 3.46 4.30 8.10 8 2.47 3.30 4.11 7.75 9 2.35 3.15 3.92 7.39 10 2.24 3.00 3.73 7.03 11 2.17 2.90 3.61 6.80 12 2.10 2.81 3.49 6.58 13 2.02 2.71 3.37 6.35 14 1.95 2.62 3.25 6.13 15 1.88 2.52 3.13 5.90 16 1.83 2.45 3.05 5.74 17 1.78 2.38 2.96 5.58 18 1.73 2.32 2.88 5.43 19 1.68 2.25 2.79 5.27 20 1.63 2.18 2.71 5.11 21 1.59 2.13 2.65 4.99 22 1.55 2.08 2.59 4.88 23 1.52 2.03 2.52 4.76 24 1.48 1.98 2.46 4.65 25 1.44 1.93 2.40 4.53 26 1.41 1.89 2.35 4.44 27 1.38 1.85 2.31 4.35 28 1.36 1.82 2.26 4.26 I 29 1.33 1.78 1 2.22 4.17 30 1.30 1.74 2.17 4.08 31 1.28 1.71 2.14 4.01 32 1.26 1.68 2.10 3.95 33 1.24 1.66 2.07 3.88 34 1.22 1.63 2.03 3.82 35 1.18 1.59 1.97 3.72 36 1.17 1.57 1.96 3.68 37 1.15 1.54 1.93 3.62 38 I 1.13 1.52 1.89 3.55 39 1.11 1.49 1.86 3.49 40 1.09 1.46 1.82 3.42 41 1.08 1.44 1.80 3.38 42 1.06 1.42 1.77 3.33 43 1.05 1.40 1.75 3.29 44 1.03 1.38 1.72 3.24 45 1.01 1.36 1.69 3.18 46 1.00 1.35 1.67 3.15 47 0.99 1.33 1.65 3.11 48 0.97 1.31 1.62 3.06 Extended Duration -Intensity -Frequency Tabulation, Brighton, CO STORM FREQUENCY Storm Frequency Storm Duration (min) 2 -year (in/hr) 5 -year (in/hr) y 10 -year (in/hr) y 100 -year (in/hr) y 49 0.96 1.29 1.60 3.02 50 0.94 1.27 1.57 2.97 51 0.93 1.26 1.55 2.94 52 0.92 1.24 1.53 2.90 53 0.91 1.23 1.52 2.87 54 0.90 1.21 1.50 2.83 55 0.89 1.19 1.48 2.79 56 0.88 1.18 1.46 2.77 57 0.87 1.17 1.44 2.73 58 0.86 1.15 1.43 2.70 59 0.85 1.14 1.41 2.66 60 0.84 1.12 1.39 2.63 PHRCHN'l' IMPERVIOUS Project Name Brighton Self Storage Location Weld County, CO Item Composite "C" Values 8 % Impervious - Basins 1334-001 KLR RC Percent Impervious AREA DESIGNATION TOTAL AREA Acre HISTORIC BASIN HA 9.76 HB 1.23 HC 0.65 Z 11.64 DEVELOPED SUB -BASINS D1 2.05 D2 1.26 D3 0.44 D4 0.52 D5 0.44 D6 0.43 D7 0.37 D8 0.46 D9 0.69 D10 0.48 D11 1.43 D12 1.24 F 9.80 OFFSITE DEVELOPED BASIN D13 177 F 1.77 .:SaiGROUP "C` AREA OF Roof % IMP. AREA OF R.A.P. u.o IMP. AREA OF Paved RUNOFF COEF. AREA OF Lawn/Open °� IMP. AREA OF Commercial '',/c, IMP. AREA OF Gravel RUNOFF COEF. 90.00 100.00 2.00 75.00 90.00 40.00 9.76 2.00 1.23 2.00 0.65 2.00 I ► , I 0.18 100.00 0.37 2.00 1.49 90.00 0.22 100.00 1.05 2.00 0.23 100.00 I 0.22 90.00 0.26 90.00 0.26 100.00 0.25 100.00 0.19 90.00 0.18 90.00 i I 0.25 100.00 0.20 100.00 0.17 90.00 0.21 90.00 0.25 100.00 0.35 100.00 0.34 90.00 0.25 100.00 0.23 90.00 I I 1.43 75.00 1.24 2.00 I 0.16 100.00 1.26 2.00 0.35 40.00 • COMPOSITE IMP. 2.00 2.00 2.00 2.00 74.87 18.75 95.1 1 94.98 95.79 95.79 95.47 95.47 95.06 95.26 75.00 2.00 66.42 18.36 18.36 1334-001 - C_Comp.xls, % Imp. & C -Values. 6/7/2017, 4 33 PM RUNOFF COHFFICIENT "C" Project Name Brighton Self Storage Location Weld County, CO Item Composite "C" Values & % impervious - Basins Composite 5-yr Storm AREA DESIGNATION TOTAL AREA Acre Historic Basin HA 9.76 HB 1.23 HC 0.65 E 11.64 SUB -BASINS D1 2.05 D2 1.26 D3 0.44 D4 0.52 D5 0.44 D6 0.43 D7 0.37 D8 0.46 D9 0.69 D10 0.48 D11 1.43 D12 1.24 E 9.80 OFFSITE DEVELOPED BASIN D13 1.77 E 1.77 COMPOSITE % IMP. (I) 2.00 2.00 2.00 74.87 18.75 95.11 94.98 95.79 95.79 95.47 95.47 95.06 95.26 75.00 2.00 18.36 C 0 93 CB=0.931 Cc,D=0.87i+0.052 AREA RUNOFF COEFF. 9.76 0.07 1.23 0.07 0.65 0.07 11.64 2.05 0.70 1.26 0.22 0.44 0.88 0.52 0.88 0.44 0.89 0.43 0.89 0.37 0.88 0.46 0.88 0.69 0.88 0.48 0.88 1.43 0.70 1.24 0.07 9.80 1.77 021 1.77 COMPOSITE „C" 0.07 0.07 0.07 0.07 0.70 0.22 0.88 0.88 0.89 0.89 0.88 0.88 0.88 0.88 0.70 0.07 0.63 021 0.21 1334-001 KLR RC 1334-001 - C_Comp.xls. % Imp. & C -Values, 6/7/2017, 4 35 PM RUNOFF COFFFICIHNT "C>> Project Name Brighton Self Storage Location Weld County, CO Item Composite "C" Values & % Impervious - Basins 1334-001 KLR RC Composite 10-yr Storm AREA DESIGNATION TOTAL AREA Acre Historic Basin HA 9.76 HB 1.23 HC 0.65 E 11.64 SUB -BASINS D1 2.05 D2 1.26 D3 0.44 D4 0.52 D5 0.44 D6 0.43 D7 0.37 D8 0.46 D9 0.69 D10 0.48 D11 1.43 D12 1.24 F 9.80 OFFSITE DEVELOPED BASIN D13 1.77 F 1.77 COMPOSITE IMP. (I) 2.00 2.00 2.00 74.87 18.75 95.11 94.98 95.79 95.79 95.47 95.47 95.06 95.26 75.00 2.00 18.36 1334-001 - C_Comp.xls, % Imp. & C -Values, 6/7/2017. 4:36 PM C..=O.94i SOIL GROUP A AREA RUNOFF COEFF. 0.02 0.02 - 0.02 0.70 0.18 0.89 - 0.89 0.90 0.90 0.90 0.90 0.89 0.90 - 0.71 0.02 - 0.17 CB=0.81 i+0.125 AREA RUNOFF COEFF. 0.14 0.14 0.14 0.73 0.28 0.90 0.89 0.90 0.90 0.90 0.90 0.89 0.90 0.73 0.14 Ccio=0.741+0.2 AREA RUNOFF COEFF. 9.76 0.21 1.23 0.21 0.65 0.21 11.64 2.05 0.75 1.26 0.34 0.44 0.90 0.52 0.90 0.44 0.91 0.43 0.91 0.37 0.91 0.46 0.91 0.69 0.90 0.48 0.90 1.43 0.76 1.24 0.21 9.80 0.20 1.77 0.34 1.77 COMPOSITE „CI, 0.21 0.21 0.21 0.21 0.75 0.34 0.90 0.90 0.91 0.91 0.91 0.91 0.90 0.90 0.76 0.21 0.69 0.34 0.34 RUNOFF COHFFICIHNT "C" Project Name Brighton Self Storage Location Weld County, CO Item Composite "C" Values & % Impervious - Basins Composite 100-yr Storm AREA DESIGNATION TOTAL AREA Acre Historic Basin HA 9.76 HB 1.23 HC 0.65 F 11.64 SUB -BASINS D1 2.05 D2 1.26 D3 0.44 D4 0.52 D5 0.44 D6 0.43 D7 0.37 D8 0.46 D9 0.69 D10 0.48 D11 1.43 D12 1.24 Z 9.80 OFFSITE DEVELOPED BASIN D13 1 77 E 1.77 COMPOSITE IMP. ( i ) 2.00 2.00 2.00 74.87 18.75 95.11 94.98 95.79 95.79 95.47 95.47 95.06 95.26 75.00 2.00 18.36 CA=0.81 1+0.154 SOIL GROUP A AREA I RUNOFF COEFF. - 0.17 - 0.17 0.17 0.76 - 0.31 - 0.92 - 0.92 - 0.93 - 0.93 0.93 - 0.93 - 0.92 - 0.93 - 0.76 0.17 - 0.30 CB=0.491+0.454 Cc,o=0.451+0.508 AREA RUNOFF COEFF 9.76 0.52 1.23 0.52 0.65 0.52 '11.64 0.51 2.05 0.84 1.26 0.59 0.44 i 0.94 0.52 0.94 0.44 0.94 0.43 0.94 0.37 0.94 0.46 0.94 0.69 0.94 0.48 0.94 1.43 0.85 1.24 0.52 9.80 1.77 0.59 1.77 COMPOSITE 'IC„ 0.52 0.52 0.52 0.52 0.84 0.59 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.94 0.85 0.52 0.81 0.59 0.59 1334-001 KLR RC 1334-001 - C_Comp.xls, % Imp. & C -Values. 6/7/2017 4 37 PM HISTORIC HASIN WEIGHTED SLOPE Project Name : Brighton Self Storage Location : Weld County, CO Item : Ma;or Basin Weighted Slope - [ L,S,.) `4 ~ Ls, LI, L2, Length of Corresponding Reaches in ft. S,, S2, ... Sn = Slope of Individual Reaches in ft/ft. L, . Ln)j4 1 = AVERAGE BASIN SLOPE Project Name 1334-001 Computation By KLR Check By RC HISTORIC BASIN HA Initial Time, Ti Ln Sn % Sn ( ft/ft) 15.818 2.50% 0.025 24.131 1.52% 0.015 2.919 1.55% 0.016 2.102 0.92% 0.009 25.912 1.27% 0.013 18.77 0.81% 0.008 9.338 0.94% 0.009 14.326 1.08% 0.011 9.284 1.86% 0.019 4.575 0.93% 0.009 5.802 0.59% 0.006 24.273 1.20% 0.012 16.085 1.19% 0.012 4.174 1.17% 0.012 17.815 1.30% 0.013 8.985 1.50% 0.015 0.779 0.68% 0.007 2.561 0.66% 0.007 1.809 1.44% 0.014 12.615 2.71% 0.027 6.675 4.19% 0.042 2.331 21.90% 0.219 0.887 19.98% 0.200 1.014 13.94% 0.139 2.725 19.50% 0.195 1.717 3.78% 0.038 2.131 1.50% 0.015 6.76 1.00% 0.010 12.437 1.04% 0.010 29.393 1.09% 0.011 7.068 1.64% 0.016 2.7 1.33% 0.013 7.063 2.00% 0.020 26.04 2.43% 0.024 21.85 2.58% 0.026 7.9 3.06% 0.031 21.121 1.33% 0.013 8.715 0.89% 0.009 6.421 2.58% 0.026 14.541 1.77% 0.018 21.485 1.48% 0.015 4.623 0.49% 0.005 21.139 0.74% 0.007 10.72 1.56% 0.016 12.465 2.38% 0.024 10.147 4.90% 0.049 Travel Time, Ti 27.321 3.43% 0.034 13.29 4.86% 0.049 Ln Sn SnIJ 24 Ln SnU,14 15.82 0.025 0.4126 I 6.5262 24.13 0.015 0.3661 8.8352 2.92 0.016 0.3679 1.0738 2.10 0.009 0.3246 0.6822 25.91 0.013 0.3507 9.0869 18.77 0.008 0.3148 5.9088 9.34 0.009 0.3263 3.0465 14.33 0.011 0.3373 4.8322 9.28 ' 0.019 0.3843 I 3.5679 4.58 0.009 0.3254 1.4888 5.80 0.006 0.2917 1.6927 24.27 0.012 0.3459 8.3971 16.09 0.012 0.3452 5.5533 4.17 0.012 0.3438 1.4352 17.82 0.013 0.3527 6.2825 8.99 0.015 0.3650 3.2793 0.78 0.007 0.3019 0.2351 2.56 0.007 0.2997 0.7675 1.81 0.014 0.3614 0.6538 12.62 0.027 I 0.4206 5.3064 6.68 0.042 0.4670 3.1173 2.33 0.219 0.6946 1.6190 0.89 0.200 0.6794 0.6027 1.01 0.139 0.6232 0.6319 2.73 0.195 0.6755 1.8407 1.72 I 0.038 0.4556 0.7823 2.13 0.015 0.3650 I 0.7778 6 76 0.010 0.3311 2.2384 12.44 0.010 0.3343 4 1572 29.39 0.011 0.3381 I 9.9363 7.07 0.016 0.3729 2.6355 2.70 0.013 0.3546 0.9574 7.06 0.020 0.3911 2.7621 26.04 0.024 0.4098 10.6705 21.85 0.026 0.4157 9.0832 i 7.90 0.031 0.4331 3.4214 21.12 0.013 0.3546 7.4893 8.72 0.009 0.3220 2.8062 6.42 0.026 I 0.4157 2.6693 14.54 0.018 0.3798 5.5221 21.49 0.015 0.3638 7.8162 4.62 0.005 0.2790 1.2899 21.14 0.007 0.3080 6.5118 10.72 0.016 0.3684 3.9495 12.47 0.024 0.4077 5.0824 10.15 0.049 0.4849 4.9202 492.14 ft. 1 181.94 1 27.32 0.034 I 0.4451 12.1609 13.29 0.049 0.4839 6.4316 S 0.0158 1.58% HIS'I'ORJC HASIN WEIGHTED SLOPIH Project Name Brighton Self Storage Location Weld County, CO Item Major Basin Weighted Slope SLOPE, = L S ' 24 ± S,`�'4 ... n 24a [ , iL 2 ± L„S„ I 1L, ± L, + ... + Ln )14 = AVERAGE BASIN SLOPE L,, L,, ... L = Length of Corresponding Reaches in ft. Si, S2, ... S„ = Slope of Individual Reaches in ft/ft. Project Name 1334-001 Computation By KLR Check By RC 13.957 2.15% 0.022 13.96 0.022 0.3979 5.5536 4.938 4.64% 0.046 4.94 0.046 0.4786 2.3633 4.073 5.50% 0.055 4.07 0.055 0.4985 I 2.0305 1.67 22.03% 0.220 1.67 0.220 0.6955 I 1.1616 7.782 15.62% 0.156 7.78 0.156 •1.897 0.6404 4.9840 11.22% 0.112 1.90 0.112 0.5916 I 1.1222 2.971 10.05% 0.101 2.97 0.101 I 0.5761 1.7117 2.279 47.44% 0.474 2.28 0.474 0.8361 1.9055 0.398 31.85% 0.319 0.40 0.319 0.7599 0.3024 0.144 10.02% 0.100 0.14 0.100 0.5757 0.0829 2.819 2.81% 0.028 2.82 0.028 0.4243 « 1.1961 6.313 0.16% 0.002 6.31 0.002 0.2133 1.3466 2.85 0.69% 0.007 2.85 0.007 0.3029 0.8633 1.648 12.79% 0.128 1.65 0.128 0.6104 I 1.0060 0.647 5.90% 0.059 0.65 0.059 0.5070 0.3280 12.629 4.51% 0.045 12.63 0.045 0.4753 6.0030 23.164 1.15% 0.012 23.16 I 0.012 0.3424 7.9320 3.43 2.72% 0.027 3.43 0.027 0.4210 1.4441 14.561 4.33% 0.043 14.56 0.043 0.4707 6.8541 8.919 3.05% 0.031 8.92 0.031 0.4327 3.8597 10.808 5.33% 0.053 10.81 I 0.053 0.4948 5.3476 11.164 0.09% 0.001 11.16 0.001 0.1858 2.0741 17.548 2.03% 0.020 17.55 0.020 0.3925 6.8869 23.886 1.07% 0.011 23.89 I 0.011 0.3366 8.0389 0.964 1.93% 0.019 0.96 0.019 0.3877 0.3738 1.02 2.33% 0.023 1.02 I 0.023 1 0.4057 4 0.4138 27.097 3.05%. 0.031 27.10 0.031 0.4327 11.7261 18.629 2.24% 0.022 18.63 0.022 0.4018 7.4860 17.284 3.66% 0.037 17.28 0.037 0.4521 7 8141 0.492 3.86% 0.039 0.49 0.039 0.4579 0.2253 0.208 2.76% 0.028 0.21 0.028 0.4225 0.0879 0.201 0.21% 0.002 0.20 0.002 0.2277 0.0458 31.019 1.54% 0.015 31.02 0.015 0.3673 11.3929 0.306 2.49% 0.025 0.31 0.025 0.4122 0.1261 2.192 1.65% 0.017 2.19 0.017 0.3734 0.8185 28.487 1.49% 0.015 28.49 0.015 0.3644 10.3803 6.39 0.32% 0.003 6.39 0.003 0.2519 1.6097 44.809 0.04% 0.000 44.81 I, 0.000 0.1529 6.8527 10.129 2.78% 0.028 10.13 0.028 0.4232 ' 4.2868 fr 5.125 1.08% 0.011 5.13 0.011 0.3373 1.7287 30.009 1.18% 0.012 30.01 0.012 0.3445 10.3396 3.072 0.04% 0.000 3.07 0.000 0.1529 0.4698 5.705 1.61% 0.016 5.71 0.016 0.3712 2.1178 1.27 3.09% 0.031 1.27 0.031 0.4341 0.5513 2.45 2.71% 0.027 2.45 0.027 0.4206 1.0306 I 457 96 1 ft. F 1 172.87 I S 1 0.0172 1 1.72% HISTORIC BASIN HB Initial Time, Ti Ln Sn% Sn(ft/ft) 8.311 3.83% 0.038 9.953 0.01%_ 0.000 Ln Sn SnU Z4 Ln Snu.Z4 8.31 0.038 0.4571 3.7986 9.95 0.000 0.1096 1.0913 HISTORIC BASIN WFIGHTHD SLOPE Project Name : Brighton Self Storage Location : Weld County, CO Item : Major Basin Weighted Slope SLOPL, I. L L2S2 L,, L.... L - Length of Corresponding Reaches in ft. S,, S,, ... S„ - Slope of Individual Reaches in ft/ft. 1.,lSn(I,! (L, L.014' = AVERAGE BASIN SLOPE Project Name : 1334-001 Computation By KLR Check By RC 9.92 1.78% 0.018 9.92 0.018 0.3803 3.7724 2.152 2.17% 0.022 2.15 0.022 0.3988 0.8582 2.623 0.92% 0.009 2.62 0.009 0.3246 0.8513 2.218 0.30% 0.003 2.22 0.003 0.2480 0.5501 16.338 0.75% 0.008 16.34 0.008 0.3090 ° 5.0491 2.611 0.47% 0.005 2.61 0.005 0.2763 0.7213 16.651 0.83% 0.008 16.65 0.008 0.3166 5.2725 1.702 8.60% 0.086 1.70 0.086 0.5550 0.9446 4.778 1.26% 0.013 ' 4.78 0.013 0.3500 1.6724 26.01 2.26% 0.023 26.01 0.023 I 0.4027 10.4743 32.161 0.75% 0.008 32.16 0.008 0.3090 9.9390 27.878 1.47% 0.015 27.88 I 0.015 0.3632 10.1255 28.132 1.65% 0.017 28.13 0.017 0.3734 10.5050 38.295 0.64% 0.006 38.30 0.006 0.2975 11.3927 23.719 0.81% 0.008 23.72 0.008 I 0.3148 7.4668 25.528 0.15% 0.002 25.53 0.002 0.2100 5.3614 33.915 0.41% 0.004 33.92 I 0.004 0.2673 9.0669 44.921 0.05% 0.001 44.92 0.001 0.1613 7.2477 8.907 0.52% 0.005 8.91 0.005 0.2830 2.5210 59.957 0.68% 0.007 59.96 0.007 0.3019 18.0985 0.265 0.76% 0.008 0.27 0.008 0.3100 0.0822 28.844 1.18% 0.012 28.84 I 0.012 0.3445 9.9382 25.345 2.85% 0.029 25.35 0.029 0.4258 10.7908 2.558 0.68% 0.007 2.56 0.007 0.3019 0.7722 3.463 0.63% 0.006 3.46 I 0.006 0.2964 1.0263 27.057 1.78% 0.018 27.06 0.018 0.3803 10.2892 10.354 0.94% 0.009 10.35 0.009 0.3263 3.3780 Travel Time, Ti 2.236 3.61% 0.036 1.878 1.34% 0.013 10.207 0.67% 0.007 14.141 0.13% 0.001 53.03 1.22% 0.012 0.388 6.82% 0.068 0.625 18.05% 0.181 1.134 6.68% 0.067 2.719 1.19% 0.012 2.11 1.85% 0.019 23.405 1.87% 0.019 0.539 0.87% 0.009 55.853 1.55% 0.016 14.372 0.87% 0.009 43.908 0.51% 0.005 27.872 0.43% 0.004 0.232 1.73% 0.017 524.57 ft. 163.06 2.24 0.036 0.4506 1.0076 1.88 0.013 0.3552 0.6671 10.21 0.007 0.3008 3.0701 14.14 0.001 0.2029 2.8696 r 53.03 I 0.012 0.3473 18.4182 1 0.39 0.068 0.5249 0.2037 0.63 0.181 0.6631 I 0.4144 ' 1.13 I 0.067 1 0.5223 f 0.5923 2.72 0.012 0.3452 0.9387 2.1 1 0.019 I 0.3838 0.8098 23.41 0.019 0.3848 9.0064 0.54 0.009 0.3202 0.1726 55.85 0.016 0.3679 20.5459 14.37 0.009 0.3202 4.6026 43.91 0.005 0.2817 r 12.3697 27.87 0.004 0.2704 7.5370 0.23 0.017 0.3777 0.0876 254.65 ft. 1 83.31 1 S S 0.0077 0.77% 0.0095 0.95 HISTORIC BASIN HC Initial Time, Ti I Ln Sn Sn ( ft/ft) I I Ln I Sn 1 Sn" 14 I Ln Sn'''` I HISTORIC F3ASIN WEIGHTED SLOPE Project Name Brighton Self Storage Location Weld County, CO Item Major Basin Weighted Slope SLOPE, _ [ L,S," 2' - L2S," 2-t - ... + L„S," 2d / (L, + I., + Ln )]4 17 = AVERAGE BASIN SLOPE LI, L,, .. L = Length of Corresponding Reaches in ft. S,, S2, ... Sn = Slope of Individual Reaches in Mt. Project Name 1334-001 Computation By KLR Check By RC 1.879 13.88% 0.139 1.88 0.139 0.6225 1.1698 11.977 1.90% 0.019 11.98 0.019 0.3863 4.6265 12.97 1.84% 0.018 12.97 0.018 0.3833 4.9716 9.412 10.69% 0.107 9.41 0.107 0.5847 5.5035 0.884 10.11% 0.101 0.88 0.101 0.5770 I 0.5100 0.105 7.71% 0.077 0.11 0.077 0.5406 0.0568 0.097 4.27% 0.043 0.10 0.043 II 0.4691 0.0455 0.457 2.84% 0.028 0.46 0.028 0.4254 0.1944 35.009 3.38% 0.034 35.01 0.034 0.4435 15.5281 5.977 0.23% 0.002 5.98 i 0.002 0.2327 1 1.3909 11.092 2.55% 0.026 11.09 0.026 0.4145 4.5981 3.03 17.14% 0.171 3.03 0.171 0.6549 1.9843 0.206 29.76% 0.298 0.21 0.298 0.7476 0.1540 1.139 4.14% 0.041 1.14 0.041 0.4657 0.5304 3.552 3.92% 0.039 3.55 0.039 0.4596 1.6325 0.477 24.40% 0.244 0.48 0.244 0.7128 0.3400 1.589 25.57% 0.256 1.59 0.256 0.7209 1.1455 1.749 19.34% 0.193 1.75 0.193 0.6741 1.1791 2.715 4.35% 0.044 2.72 0.044 0.4712 1.2794 0.997 2.79% 0.028 1.00 0.028 0.4236 0.4223 38.012 2.06% 0.021 38.01 0.021 0.3938 14.9709 12.531 1.87% 0.019 12.53 0.019 0.3848 4.8220 43.901 1.52% 0.015 43.90 0.015 0.3661 16.0737 5.385 2.41% 0.024 5.39 0.024 0.4090 2.2023 1.99 2.93% 0.029 1.99 0.029 0.4286 0.8529 60.511 2.22% 0.022 60.51 0.022 0.4010 24.2638 7.648 1.39% 0.014 7.65 0.014 0.3584 2.7408 58.845 1.45% 0.015 58.85 0.015 I 0.3620 21.3029 21.803 2.36% 0.024 21.80 0.024 0.4069 8.8719 8.441 3.02% 0.030 8.44 0.030 0.4317 3.6441 4.123 2.83% 0.028 4.12 0.028 I 0.4250 1.7524 49.849 1.65% 0.017 49.85 0.017 I 0.3734 18.6146 7.868 1.66% 0.017 7.87 0.017 0.3740 I 2.9423 7.216 1.14% 0.011 7.22 0.011 0.3417 2.4658 47.465 0.99% 0.010 47.47 0.010 0.3303 15.6793 73.247 1.10% 0.011 73.25 0.011 0.3388 24.8156 Travel Time, Ti 5.532 3.05% 0.031 42.319 2.21% 0.022 1.893 2.36% 0.024 0.39 2.59% 0.026 0.094 6.04% 0.060 14.171 9.13% 0.091 1.002 27.72% 0.277 2.265 4.33% 0.043 10.844 4.94% 0.049 10.609 1.04% 0.010 0.246 1.47% 0.015 0.684 5.74% 0.057 1.166 1.63% 0.016 0.49 2.80% 0.028 7.392 1.40% 0.014 3.585 31.00% 0.310 0.715 16.66% 0.167 0.439 18.82% 0.188 F 1 554., 5 1 ft. I 213.28 I 5.53 0.031 0.4327 2.3939 1 42.32 0.022 0.4005 16.9508 1.89 0.024 0.4069 0.7703 0.39 0.026 0.4161 0.1623 0.09 0.060 0.5099 I 0.0479 14.17 0.091 ' 0.5630 7.9784 1.00 0.277 0.7350 0.7364 2.27 0.043 0.4707 1.0662 10.84 0.049 0.4858 5.2685 10.61 0.010 0.3343 3.5462 0.25 0.015 0.3632 0.0893 0.68 0.057 0.5037 0.3445 1.17 0.016 0.3723 0.4341 0.49 0.028 0.4240 0.2077 i 7.39 0.014 0.3590 2.6536 3.59 0.310 0.7550 1 2.7065 0.72 g 0.167 0.6504 0.4651 0.44 0.188 0.6697 0.2940 S 1 0.0187 1 1.87% HISTORIC BASIN WEIGHTED SLOPE; Project Name Brighton Self Storage Location : Weld County, CO Item Ma.or Basin Weighted Slope SLOPE, -- [ LS, 2' • l.,S,"'` • . LnSn;''' i + L, • L,, L,, ... Li, = Length of Corresponding Reaches in ft. Si, S2, ... Sri = Slope of Individual Reaches in ft/ft. La I' AVERAGE BASIN SLOPE Project Name 1334-001 Computation By KLR Check By RC 1.769 4.25% 0.043 1.77 0.4686 0.043 0.8290 0.637 6.66% 0.067 0.64 0.067 0.5220 0.3325 5.1 0.39% 0.004 5.10 0.004 0.2642 1.3472 7.543 0.63% 0.006 7.54 I 0.006 0.2964 2.2356 13.419 0.80% 0.008 13.42 0.008 0.3139 4.2117 17.689 1.80% 0.018 17.69 0.018 0.3813 6.7448 4.917 2.53% 0.025 4.92 0.025 0.4138 2.0345 6.975 2.79% 0.028 I 6.98 0.028 0.4236 2.9545 78.73 1.67% 0.017 78.73 0.017 0.3745 r 29.4844 0.101 1.71% 0.017 0.10 I I 0.017 0.3766 0.0380 I 240.72 1 ft El 96.33 I S 1 0.0219 1 2.19% DHVHLOPHD BASIN WHIGH'I'ED SLOPE Project Name Brighton Self Storage Location Weld County, CO Item Major Basin Weighted Slope Project Name 1334-001 Computation By KLR Check By RC SLOPE, = L S ``d + L S," o 2J , I- L,, L,, ... Ln = Length of Corresponding Reaches in ft. S,, S2, ... S„ = Slope of individual Reaches in ft/ft. DEVELOPED BASIN D1 Initial Time, Ti Travel Time, Tt Ln Sn % Sn ( ft/ft) 7.563 8.54% 0.085 0.528 7.98% 0.080 7.974 7.33% 0.073 9.103 5.40% 0.054 9.103 4.15% 0.042 9.72 3.44% 0.034 2.879 3.07% 0.031 8.007 2.76% 0.028 9.843 2.43% 0.024 6.928 2.37% 0.024 2.787 2.44% 0.024 1.082 2.46% 0.025 9.26 2.74% 0.027 4.116 3.01% 0.030 1.388 3.20% 0.032 7.845 3.34% 0.033 6.172 3.62% 0.036 9.258 3.79% 0.038 3.086 3.88% 0.039 3.927 3.90% 0.039 8.417 3.95% 0.040 0.89 3.99% 0.040 6.437 3.99% 0.040 7.751 3.97% 0.040 Ln Sn% Sn(ft/ft ) 14.24 6.55% 0.066 30.38 4.11% 0.041 75.12 3.78% 0.038 15.76 0.50% 0.005 107.59 0.45% 0.005 159.35 1.00% 0.010 117.92 1.00% 0.010 F AVERAGE BASIN SLOPE Ln Sn SnU 14 Ln Sn`' 14 7.56 0.085 I 0.5541 4.190 3 0.53 0.080 0.5451 0.2878 7.97 0.073 0.5341 4.2589 9.10 0.054 0.4963 4.5181 9.10 0.042 0.4659 4.2415 9.72 I 0.034 0.4454 4.3295 2.88 0.031 0.4334 1.2478 8.01 0.028 0.4225 3.3829 9.84 0.024 0.4098 4.0334 6.93 4 0.024 0.4073 2.8219 2.79 0.024 0.4102 1.1432 1.08 0.025 0.4110 0.4447 9.26 0.027 0.4218 3.9055 4.12 0.030 0.4314 1.7755 1.39 0.032 0.4378 0.6076 7.85 0.033 0.4423 3.4697 6.17 0.036 0.4509 2.7830 9.26 0.038 0.4559 4.2208 3.09 0.039 0.4585 1.4149 i 3.93 0.039 0.4590 1.8027 8.42 0.040 I 0.4605 3.8756 0.89 0.040 0.4616 0.4108 6.44 0.040 0.4616 2.9711 7.75 0.040 0.4610 3.5733 I 144 06 1 Ln Sn Sn" 14 Ln Sn`'" 14.24 0.066 0.5199 7.4004 30.38 0.041 0.4649 14.1234 75.12 0.038 0.4556 34.2240 15.76 0.005 0.2804 4.4180 107.59 0.005 0.2734 29.4135 159.35 0.010 0.3311 52.7644 117.92 0.010 0.3311 39.0476 I 520.35 I I 181.39 1 S S 1 0.0379 I 3.79% I 0.0123 1 1 230; DEVELOPED BASIN D2 Initial Time, Ti Ln Sn% Sn(ft/ft) 0.092 7.08% 0.071 0.132 4.23% 0.042 0.014 4.39% 0.044 0.016 4.39% 0.044 Ln Sn Sn'. `4 Ln Sn' 14 0.09 0.071 0.5297 0.0487 0.13 0.042 0.4681 0.0618 0.01 0.044 I 0.4723 0.0066 0.02 0.044 0.4723 0.0076 DHVFLOPHD BASIN WHIGHTH]D SLOPH Project Name : Brighton Self Storage Location : Weld County, CO Item Ma.or Basin Weighted Slope 2a "z-` L S "`4 / I L, ' 17 = AVERAGE BASIN SLOPE SLOI'1,-[LAS, rLzS, � � L„Sn" (-�-L�)� Li, L,, ... L„ = Length of Corresponding Reaches in ft. Si, S2, ... Sn = Slope of Individual Reaches in ttitt. Travel Time, Tt 0.041 4.38% 0.044 0.027 4.36% 0.044 0.074 4.32% 0.043 0.053 4.27% 0.043 0.072 4.21% 0.042 0.102 4.13% 0.041 0.201 3.84% 0.038 2.952 3.01% 0.030 0.072 2.17% 0.022 2.928 1.99% 0.020 3.12 1.90% 0.019 3.024 1.90% 0.019 3.024 1.90% 0.019 3.024 1.90% 0.019 3.024 1.90% 0.019 2.746 1.90% 0.019 Ln Sn'Yo Sn ( ft/ft) 368.67 0.50% 0.005 2.62 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 44.926 0.50% 0.005 1.527 0.50% 0.005 3.995 0.50% 0.005 2.956 0.50% 0.005 1.054 0.49% 0.005 3.995 0.50% 0.005 3.995 0.50%' 0.005 3.995 0.50% 0.005 17.826 0.50%' 0.005 Project Name . 1334-001 Computation By KLR Check By RC 0.04 0.044 0.4720 0.0194 0.03 0.044 0.4715 0.0127 0.07 0.043 0.4705 I 0.0348 i 0.05 0.043 0.4691 0.0249 0.07 0.042 0.4675 0.0337 0.10 0.041 0.4654 0.0475 0.20 0.038 0.4573 0.0919 2.95 0.030 0.4314 1.2734 0.07 0.022 0.3988 0.0287 2.93 0.020 0.3906 1.1437 3.12 0.019 0.3863 1.2052 3.02 0.019 0.3863 • 1.1681 3.02 0.019 0.3863 1.1681 3.02 0.019 0.3863 1.1681 3.02 0.019 0.3863 1.1681 2.75 0.019 0.3863 1.060 7 I 24.74 1 ft. El 9.77 I S Ln Sn Sn" h`4 Ln SnU 14 368.67 0.005 0.2804 103.3691 2.62 0.005 0.2804 0.7346 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 I 1.1201 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 44.93 0.005 0.2804 12.5965 1.53 0.005 0.2804 0.4281 4.00 0.005 0.2804 1.1201 2.96 0.005 0.2804 0.8288 1.05 0.005 0.2790 0.2941 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 17.83 0.005 0.2804 4 9981 1 483.52 1 135.57 S 0.0208 2.08% I 0.0050 I 0.50 DEVELOPED BASIN D3 to D10 Initial Time, Ti Ln Sn % Sn ( ft/ft) 0.092 7.08% 0.071 0.132 4.23% 0.042 0.014 4.39% 0.044 0.016 4.39% 0.044 0.041 4.38% 0.044 0.027 4.36% 0.044 Ln Sn SnU 14 Ln Sn" '4 0.09 0.071 0.5297 0.0487 0.13 0.042 0.4681 0.0618 0.01 0.044 0.4723 0.0066 0.02 0.044 0.4723 0.0076 0.04 0.044 0.4720 0.0194 0.03 0.044 0.4715 0.0127 DEVELOPED BASIN WEIGHTED STIOPH Project Name Brighton Self Storage Location Weld County, CO Item Major Basin Weighted Slope Project Name 1334-001 Computation By KLR Check By RC SLOPE, _ [ L,S1`' 24 + LzS11124 - + L„S„” `' / I L, + L, + ... + L4]a 1' = AVERAGE BASIN SL0PI L1, L,, ... L„ = Length of Corresponding Reaches in ft. Si, S2, ... Sn - Slope of Individual Reaches in ft it. Travel Time, Tt 0.074 4.32% 0.043 0.053 4.27% 0.043 0.072 4.21% 0.042 0.102 4.13% 0.041 0.201 3.84% 0.038 2.952 3.01% 0.030 0.072 2.17% 0.022 2.928 1.99% 0.020 3.12 1.90% 0.019 3.024 1.90% 0.019 3.024 1.90% 0.019 3.024 1.90% 0.019 3.024 1.90% 0.019 I 2.746 1.90% 0.019 Ln Sn 3/° Sn ( ft/ft) 368.67 0.50% 0.005 2.62 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 44.926 0.50% 0.005 1.527 0.50% 0.005 3.995 0.50% 0.005 2.956 0.50% 0.005 1.054 0.49% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 3.995 0.50% 0.005 17.826 0.50% 0.005 0.07 0.043 0.4705 0.0348 0.05 0.043 0.4691 0.0249 0.07 0.042 0.4675 0.0337 0.10 0.041 0.4654 0.0475 0.20 0.038 0.4573 0.0919 2.95 0.030 0.4314 1.2734 0.07 0.022 I 0.3988 0.0287 1 2.93 0.020 0.3906 1.1437 3.12 0.019 I 0.3863 e 1.2052 3.02I 0.019 0.3863 1.1681 3.02 0.019 0.3863 1.1681 3.02 0.019 0.3863 1.1681 3.02 0.019 I 0.3863 1.1681 2.75 0.019 0.3863 1.0607 24.74 1 9.77 Ln Sn SnU24 Ln Snu.z4 368.67 0.005 0.2804 103.3691 2.62 0.005 0.2804 0.7346 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 I 1.1201 4.00 0.005 0.2804 1.1201 4.00 I 0.005 0.2804 1 1201 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 4.00 i 0.005 0.2804 1.1201 44.93 0.005 0.2804 12.5965 1.53 0.005 0.2804 0.4281 4.00 0.005 0.2804 1.1201 2.96 0.005 0.2804 0.8288 1.05 0.005 0.2790 0.2941 4.00 i 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 4.00 0.005 0.2804 1.1201 17.83 0.005 0.2804 4.9981 1 483.52 1 ft. 1 135.57 1 S S 0.0208 2.08 I 0.0050 I 0.50 DEVELOPED BASIN D11 Initial Time, Ti Travel Time, Tt Ln Sn % Sn ( ft/ft) 20 2.00% 0.020 Ln Sn % Sn ( ft/ft) Ln Sn Snul4 Ln Snu.l4 20.00 0.020 0.3911 7.8213 1 20.00 1 ft 7.82 I Ln I Sr l Snu L4 I � 24 Sn S 0.0199 1 99 DHVHLOPHD HASIN WHIGHTHD SLOPE Project Name Brighton Self Storage Location . Weld County, CO Item : Major Basin Weighted Slope SLOPE, = ( L1S:, za + L2S,„ + ... + L.S,,„ za ; (i 1 + L, - Lnift 1' = AVERAGE BASIN SLOPE L,, L,, .. Ln = Length of Corresponding Reaches in ft. Si, S2, . Sn = Slope of Individual Reaches in tt'tt. I 127 2.00% 0.020 I Project Name 1334-001 Computation By KLR Check By RC 127.00 0.020 0.3911 49.6651 1 127.00 1 E 49.67 S 0.0199 1.99°/. DEVELOPED BASIN D12 Initial Time, Ti Travel Time, Tt Ln Sn% Sn(ft/ft) 29.309 1.05% 0.011 48.884 1.05% 0.011 1.022 1.04% 0.010 9.419 1.05% 0.011 73.285 1.16% 0.012 7.797 1.16% 0.012 4.986 1.16% 0.012 4.106 1.16% 0.012 1.55 21.31% 0.213 2.955 23.04%' 0.230 10.553 1.05%' 0.011 6.81 1.12% N 0.011 27.129 0.91%' 0.009 Ln Sn % Sn ( ft/ft) 99 0.50% 0.005 Ln Sn Sn'' /4 Ln Sn°'" 29.31 0.01 1 0.3350 9.8194 48.88 0.011 0.3350 16.3777 1.02 0.010 0.3343 0.3416 9.42 I 0.01 1 I 0.3350 3.1557 73.29 0.012 0.3431 25.1469 7.80 0.012 0.3431 2.6755 4.99 0.012 0.3431 1.7109 4.11 0.012 0.3431 7 1.4089 1.55 0.213 0.6900 1.0695 2.96 0.230 0.7031 2.0776 10.55 0.011 0.3350 3.5356 6.81 I 0.011 0.3403 2.3172 27.13 0.009 0.3237 8.7822 r 227.81 1 ft. F 78.42 Ln Sn Snu.14 Ln Sno.l4 99.00 0.005 0.2804 27.7580 1 99.00 I ft 27.76 S S 0.0117 1.17% 0.0050 0.50 DEVELOPED BASIN D13 Initial Time, Ti Ln Sn% Sn(ft/ft) 1.839 29.67% 0.297 3.065 7.01% 0.070 0.687 10.78% 0.108 4.179 4.02% 0.040 0.849 5.77% 0.058 0.195 10.40% 0.104 2.385 9.21% 0.092 Travel Time, Tt Ln Sr Sn'' `4 Ln Sn`' Z4 4, . 1.84 0.297 0.7471 1.3738 3.07 0.070 0.5284 1.6196 0.69 0.108 0.5859 0.4025 4.18 0.040 0.4624 1.9324 0.85 0.058 0.5043 0.4281 0.20 0.104 0.5809 0.1133 2.39 0.092 0.5642 1.3456 13.20 1 ft. El 7 22 1 S 1 0.0806 1 8.06 DHVIH:LOPFHD BASIN WEIGHTED SLOPH Project Name : Brighton Self Storage Location : Weld County, CO Item Major Basin Weighted Slope Project Name 1334-001 Computation By KLR Check By RC SLOPE, = [ IS, ' 24 + L2S2" 2; + .. — LnSn" 24 (i L,, L,, Ln -_ Length of Corresponding Reaches in ft. S,, S2, ... Sn = Slope of Individual Reaches in IL'ft. Ln Sn % Sn ( ft/ft) 115.58 1.09% 0.011 0.215 1.06% 0.011 0.087 0.90% 0.009 57.51 1.55% 0.016 4.226 1.81% 0.018 30.215 2.30% 0.023 42.907 1.39% 0.014 23.55 1.33% 0.013 51.534 2.16% 0.022 10.999 2.88% 0.029 32.614 2.36% 0.024 16.857 1.54% 0.015 37.306 1.88% 0.019 12.222 2.06% 0.021 5.677 2.19% 0.022 2.533 21.93% 0.219 1.994 20.79% 0.208 0.124 29.56% 0.296 1.411 9.34% 0.093 1.85 8.84% 0.088 0.233 21.65% 0.217 1.374 0.82% 0.008 1.08 4.93% 0.049 26.963 5.03% 0.050 20.532 7.84% 0.078 0.026 6.24% 0.062 1.056 16.90% 0.169 1.367 54.55% 0.546 2.766 3.57% 0.036 E LA.' = AVERAGE BASIN SLOPE Ln Sn Snu.l4 Ln Snu*" 115.58 0.011 0.3381 39.0719 0.22 0.011 0.3358 0.0722 0.09 0.009 0.3229 0.0281 57.51 0.016 0.3679 21.1555 4.23 0.018 0.3818 1.6135 30.22 0.023 0.4044 12.2190 42.91 0.014 0.3584 15.3763 23.55 0.013 0.3546 8.3506 51.53 0.022 0.3984 20.5288 11.00 0.029 0.4268 4.6947 32.61 0.024 0.4069 13.2710 16.86 0.015 0.3673 6.1913 37.31 0.019 0.3853 14.3740 12.22 0.021 0.3938 4.8136 5.68 0.022 0.3997 2.2690 2.53 0.219 0.6948 1.7599 1.99 0.208 0.6859 1.3678 0.12 0.296 0.7464 0.0926 1.41 0.093 0.5661 0.7987 1.85 0.088 I 0.5587 1.0335 0.23 0.217 0.6926 0.1614 1.37 0.008 0.3157 0.4338 1.08 0.049 0.4856 0.5245 26.96 0.050 0.4880 13.1566 20.53 0.078 0.5428 11.1447 0.03 0.062 0.5139 0.0134 1.06 0.169 0.6527 0.6892 1.37 0.546 0.8646 v 1.1820 2.77 0.036 0.4494 1.2431 I 115.58 1 ft. i 39.07 S 1 0.0109 I 1.09Pc TIME OF CONCENTRATION Project Name Location Item : Brighton Self Storage Weld County, CO Time of Concentration (Initial & Travel Time) Project No. 1334-001 Computation By KLR Check By RC SUB -BASIN DATA INITIAL/OVERLAND TIME (ti) TRAVEL TIME (tt) COMP tc tc CHECK (URBANIZED BASINS) ' FINAL tc DESIGN (1) HYDROLOGIC SOIL GROUP PERCENT IMPER- VIOUS r'b) AREA (Ac) (2) C5 (3) LENGTH (Ft) (4) SLOPE ("/o) (5) i ti (MIN) (6) LENGTH (Ft) (7) CONVE- YANCE COEFFICIEN T (Cv)(8) SLOPE (%) VEL 1 (FPS) (9) - (MIN) (10) tt ti + tt (MIN) ( (11) TOTAL 1 LENGTH (Ft) (12) tc= (18- j 15i)+(L/60(24i+1 i 2)SQRT(S) (MIN) (13) (11) I Min. of & (13) (MIN) (14) REMARKS 7 HA C 2 9.76 0.07 492.00 1.58 35.47 458.00 5.00 r 1.72 0.66 11.64 47.11 950.00 22.57 22.57 HB C 2 1.23 0.07 ` 524.00 0.77 46.40 254.00 5.00 0.95 0.49 8.69 55.09 778.00 21.57 21.57 HC C 2 0.76 0.07 554.00 1.87 35.60 240.00 15.00 2.19 2.22 1.80 37.40 794.00 20.04 20.04 E. 1 C 9.31 2.05 0.13 144.00 3.00 14.63 178.00 15.00 1.23 1.66 1.78 16.41 322.00 17.81 16.41 2 C 19.61 1.20 0.22 25.00 2.08 t 6.24 554.00 15.00 0.50 1.06 8.71 14.94 579.00 18.89 S 14.94 3 TO 10 C 95 - 0.88 12.50 2.00 1.12 ! 252.00 20.00 0.50 } 1.41 2.97 4.09 264.50 4.60 4.09 'tc' too low, Min. 5.0 Minutes 11 C 75 1.43 0.70 . 20.00 2.00 2.57 127.00 20.00 2.00 2.83 0.75 3.32 147.00 7.25 3.32 1 'tc' too low, Min. 5.0 Minutes ; 12 C 2 1.24 0.07 228.00 1.17 26.66 99.00 7.00 0.50 0.49 3.33 30.00 327.00 18.92 18.92 • 13 C 18 1.77 0.21 13.00 8.00 2.92 115.60 15.00 1.09 1.57 1.23 4.15 _ 128.60 15.72 hi 4.15 i 'tc' too low, Min. 5.0 Minutes 1334-001 - Time_con.xls Sheet1 6/8/2017 7 46 AM STORM DRAINAGE SYSTEM DESIGN DATA Project Name : Location Item Brighton Self Storage Weld County, CO Initial Storm Yr. Event 1334-001 KLR RC - - . - - _. - ' .� - -- - - - - Location of Design Point c in m t L ? a Flow Time (•uiw) uog 2Jtuaouo3 to aw! J Coefficent -C- Intensity -I- in/hr 03 4 o c z x I t t o Remarks Street (min.) (ft) J cuiw) adid H —. HISTORIC BASIN • • _ HA 23 I 0.07 2.03 9.76 r 1.39 HB 21 0.07 2.13 1.23 0.18 HC 20 0.07 2.18 0.76 0.12 1334-001 - St drainage.XLS_5_Yr. Historic_6/8/2017 EXTENDED DETENTION BASIN (EDB) - SEDIMENTATION FACILITY Project Name Brighton Se/f Storage Location Weld County, CO Item Extended Detention Basin "A"/ New Developed Area 1 . Basin Storage Volume A) Tributary Area's Imperviousness Ratio ( i = la/100 ) B) Contributing Watershed Area (Area) C) Water Quality Capture Volume (WQCV) Figure EDB-2. 40 -hour Drain Time D) Design Volume. Vol = (WQCV/12) x Area 2. Outlet Works A) Outlet Type (Check One) B) Depth at Outlet Above Lowest Perforation (H) C) Required Maximum Outlet Area per Row (A)) Figure EDB-3 D) Perforation Dimensions (enter one only) I) Circular Perforation Diameter OR ii) 2" Height Rectangular Perforation Width E) Number of Columns (nc. See Table 6a-1 for Max. F) Actual Design Outlet Area per Row (A0) G) Number of Rows 4" apart (nr) H) Total Outlet Area (A.,.) I) Minimum Plate Thickness 3.50 0.45 0.40 i 0.35 g 0.30 025 020 0.15 0.10 0.05 0.00 i= Area = 67 0.67 9.74 '/0 acres WQCV = 0.262 watershed inches Vol = 0.213 acre-feet 9,266.98 cu -ft X Orifice Plate Perforated Riser Pipe Other. H = 1.05 feet (Ao) _ D= W= 0.98 square inches 1 1/8 inches OR inches nc 1 number (Ao) = 0.99 square inches nr 3 number (Aot) = 2.97 square inches inches 1/4 birth! 4Gtimor DOSS °non Thar bail I t24oraInMed w.w�a 9.an rlour Drain i nt ' Teri I5 -hr arsn M a - D T 12-!1: tkalr We a - 0 A 1*1 Z4aararfl a=39 1iefT urn 1Rw 7 a i u --- I p. knlentor Pow, tan Penn ()Plenum aM Ppnc Landau* Del/On �_ 12 -tar Oran ree I ( 0 01 02 0.3 04 05 Oh 0.7 0.8 0.9 1 1 10 S 4.0 ?.0 1.0 0 8 0 40 0.20 0.10 Doe 0.04 Total atperroafrvst Ratio (r ■ f"rt001 O OR Figure 3-2. WQCV based on BMP Drain Time no Project Number 1334001 Computation By KLR Check By RC Hole Dia (in) * Hole Dia (in) Area per Row (sq in) n=1 n=2 n=3 1/4 0.250 0.05 0.10 0.15 5/16 0.313 0.08 0.15 0.23 3/8 0.375 0.11 0.22 0.33 7/16 0.438 0.15 0.30 0.45 1/2 0.500 0.20 0.39 0.59 9/16 0.563 0.25 0.50 0.75 5/8 0.625 0.31 0.61 0.92 11/16 0.688 0.37 0.74 1.11 3/4 0.750 0.44 0.88 1.33 13/16 0.813 0.52 1.04 1.56 7/8 0.875 0.60 1.20 1.80 15/16 0.938 0.69 1.38 2.07 1 1.000 0.79 1.57 2.36 1 1/16 1.063 0.89 1.77 2.66 1 1/8 1.125 0.99 1.99 2.98 1 3/16 1.188 1.11 2.22 3.32 1 1/4 1.250 1.23 2.45 3.68 1 5/16 1.313 1.35 2.71 4.06 1 3/8 1.375 1.48 2.97 4.45 1 7/16 1.438 1.62 3.25 4.87 1 1/2 1.500 1.77 3.53 5.30 1 9/16 1.563 1.92 3.83 5.75 1 5/8 1.625 2.07 4.15 6.22 1 11/16 1.688 2.24 4.47 6.71 1 3/4 1.750 2.41 4.81 7.22 1 13/16 1.813 2.58 5.16 7.74 1 7/8 1.875 2.76 5.52 8.28 1 15/16 1.938 2.95 5.90 8.84 2 _ 2.000 3.14 6.28 9.42 n - Number of columns of perforations Minimum steel 1/4" 5/16" 3/8" � � y £ XA/MPLE O g _ I . eseet SOLUTION: flagM tee A raper ROW • 1 7 *n, ' WOCV ILO AT1OwAlKt In wrhrsi, K IQ eel OtJDYict ea-arDWQ •O tt! J� 4/111 -. 1Q .~ r eV I _ 004 0.08 O 10 0.20 040 O.en i.e Required Area per HOw.a (to 2 1 Figure EDB-3 20 4 o es 1334-001 - WQCV-EDB-40hr_drain.xls, Pond A, 6/8/2017, 7:59 AM DETENTION POND SIZING Project Name Brighton Self Storage Location Weld County, CO Item 100-Yr. Storm Land Use Area (si C100 Area x C100 Pavement Roofs Open/Lawn Gravel/RAP Commercial 106,286.00 77.972.00 113,256.00 62291.00 64,904.00 0.96 0.91 0.85 0.52 0.91 102.034.56 70, 954.52 96,267.60 32,391.32 59062.64 Total 424,709 00 "C100 " Value (Composite Runoff) = "A" (Area ) Qin Qout • CIA Tc Qpin (Peak Inflow) Qout/Qpin Time (min) 5 10 15 20 25 30 40 50 60 80 100 120 Intensity (In /Hr) 8.82 7.03 5.90 5.11 4.53 4.08 3.42 2.97 2.63 2.16 1.84 1.62 STORAGE REQUIRED WQCV TOTAL DETENTION 0.86 9.75 Ac. 8.38 \ I (Intensity) (cfs) >>> 5-Yr. Historic From Routing Spreadsheet 1.39 16 51.00 0.03 Flow (Cfs) 73.96 58.95 49.47 42.85 37.98 34.21 28.68 24.90 22.05 18.11 15.43 13.58 360.710.64 (min) (cfs) Volume IN (CO 87,794.41 CF 9,267.00 CF 97,061.41 CF 22,186.66 35,367.85 44,524.25 51,416.70 56, 975.94 61,579.30 68,823.92 74,710.17 79, 388.99 86,935.48 92,570.18 97,802.41 Volume OUT (CO 417.00 834.00 1.251.00 1.668.00 2.085.00 2.502.00 3.336.00 4,170.00 5.004.00 6,672.00 8.340.00 10.008.00 2.02 0.21 2.23 Storage (CO 21, 769.66 34,533.85 43,273.25 49, 748.70 54,890.94 59,077.30 65,487.92 70,540.17 74, 384.99 80,263.48 84,230.18 87,794.41 Ac -ft Ac -ft Ac -ft Volume Req'd >>>>>>>>> Volume Req'd >>>>>>>>> ACTUAL STORAGE. (A) Elevation 5,082.70 5.083.00 5,084.00 5,085.00 5,086.00 5.087.00 5.087.35 Depth 035 Total Volume Elev. (A1) F Volume (D1) Partial volume (C2) Depth, partial volume 100-Yr. High water level Spillway Depth Freeboard Top pond berm elevation Water Depth 030 1 00 1 00 1.00 (B) Area (Sf.) 1.00 1 553.26 22 467.45 37,896.56 42,612.73 46 614.70 49.985.60 Project Number Computation By Check By (C) Volume (Cf) 233.14 12,010.36 30,182.01 40,254.65 1334-001 KLR RC (D) Volume F Volume (Cf) (Ac. -ft.) 233.14 12,243.49 42,425.50 127,293.86 16,905.05 144,198.91 97,061.41 5,086.00 82,680.14 Ellt44,613.72 5086.32 0.40 1.00 WATER QUALITY CAPTURE VOLUME ELEVATION: (A) Elevation 5 082.70 5,083 5.084 5 085 5 086 Depth 0.30 Total Volume Elev. (A1) i Volume (D1) Partial volume (C2) Depthpartial volume 1.00 1.00 (B) Area (Sf) 1.00 1,553.26 22,467.45 37.896.56 42 612.73 5087.72 3.62 Feet (C) Volume (Cf) 233.14 0.01 0.28 0.97 1.90 2.92 3.31 2.23 Ac -ft 5086.72 (D) 1 Volume F Volume (Cf) (Ac. -ft.) 12,243.49 30,182.01 42,425.50 40,254.65 82,680.14 9,267.00 5.083.00 233.14 12.010.36 0.01 0.28 0.97 1.90 0.21 Ac -ft u 1, U 1 STORM DRAINAGE SYSTEM DESIGN DATA Project Name : Brighton Seff Storage Location Brighton, CO Item Initial Storm 10 Yr. Event Project No. Computation By Check By 1334-001 KLR RC Location of Point Design .N co m JQ Length (ft.) EFIOWT�me Time of Concentra- tion (min.) Coefficent -C- Intensity -I- in/hr J U cv cu 1 Direct Runoff (cfs) Remarks r- Initial Time (min.) (ti) treet (min.) (tt) E m a _ w.--__— -_-.l _ _-_._._._ - _ ___ a - _ --- - _ -- __ 1 D1 322.00 14.63 1.78 16 0.75 3.05 2.05 4.68 4.68 { CFS In Swale . i 18" Pipe 10.50 9 CFS Intercepted p flow -Flared a d End Sump Condition 10.50 > 4.68 Ok 2 D2 579.00 6.24 8.71 15 0.35 3.13 1.26 1.38 1.38 CFS In Swale 1 I 18" Pipe 8.00 CFS Intercepted flow -Flared End Sump Condition 1 1 1 8.00 > 1.38 Ok • 1 3 D3 5 0.90 4.68 0.44 1.85 1.85 CFS At Inlet Single Type 13 Inlet 3.70 CFS Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 1.85 i Ok 1 1 - 4 D4 5 0.90 4.68 0.52 2.19 2.19 CFS At Inlet Single Type 13 Inlet 3.70 CFS Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 2.19 Ok 5 D5 5 0.91 4.68 (144 1.87 1.87 CFS At Inlet Single Type 13 Inlet 3.70 CFS Inlet Capacity (6' Depth) Vertical Sump Condition 3.70 > 1.87 Ok 6 D6 5 0.91 4.68 0.43 1.83 1.83 CFS At Inlet Single Type 13 Inlet 3.70 ts CFS Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 1.83 Ok 7 D7 5 0.91 4.68 0.37 1.58 1.58 CFS At Inlet Single Type 13 Inlet 3.70 CFS Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 11.58 Ok 1 1334-001 - St_drainage.XLS_10_Yr. Event_6/8/2017 STORM DRAINAGE SYSTEM DESIGN DATA Project Name : Brighton Self Storage Location Brighton, CO Item Initial Storm 10 Yr. Event Project No. Computation By Check By 1334-001 KLR RC _.- Basin Length (ft.) H Initial Time (min.) (ti) _ _ -- - Street (min.) (tt) _ _ Location of Design Point tr can Remarks 8 D8 --- 1.96 CFS At Inlet Single - l I 1 Type 13 Inlet 3.70 CFS Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 1.96 Ok D9 • 2.91 CFS At Inlet Single Type 13 Inlet --- 3.70 ' CFS I Inlet Capacity Depth) Vertical (6" Sump Condition 3.70 > 2.91 Ok 10 O10 2.02 CFS 'At Inlet --- Single Type 13 Inlet 3.70 CFS I Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 2.02 Ok 11 D11 5 0.76 4.68 1.43 5.09 5.09 CFS Sheet Flow to Pond 12 D12 19 0.21 2.79 1.24 0.73 0,73 CFS Collected by Pond 1334-001 - St_drainage.XLS_10_Yr. Event_6/8/2017 STORM DRAINAGH SYSTHM DKSIGN DATA Project Name : Brighton Self Storage Location Brighton, CO Item Major Storm 100 Yr. Event Project No. Computation By Check By 1334-001 KLR RC Flow Time Location of Design g Point �, m `� •f- s m J -- Fa .c c E - .� w 92 ( E N ° .� cu - E E o c H o c 0 *-- a co a� m o (..) , = ? 2 .e a� r - v 4 CD N Q t ^ rr ri leg - a) Remarks 1 D1 322.00 14.63 1.78 16 0.84 5.74 2.05 9.89 9.89 CFS In Swale 18" Pipe 10.50 I CFS Intercepted flow -Flared End Sump Condition 10.50 > 9.89 Ok 2 D2 579.00 6.24 8.71 15 0.52 5.90 1.26 3.87 3,87 CFS In Swale 12" Pipe 8.00 CFS Intercepted flow -Flared End Sump Condition 8.00 > 3.87 Ok 3 D3 5 0.94 8.82 0.44 3.65 3.65 CFS At Inlet Single Type 13 Inlet CFS Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 3.65 Ok 4 D4 5 0.94 8.82 0.52 4.31 4.31 CFS At Inlet Single Type 13 Inlet 3.70 CFS Inlet Capacity (6' Depth) Vertical Sump Condition 0.61 CFS To DP6 5 D5 5 0.94 8.82 0.44 3.65 3.65 CFS At Inlet [ Single Type 13 Inlet 3.70 CFS Inlet Capacity (6' Depth) Vertical Sump Condition 3.70 > 3.65 Ok 6 D6 5 0.94 8.82 0.43 3.57 4.18 CFS At Inlet Single Type 13 Inlet Carry -Over D4 0.61 3.70 CFS Inlet Capacity (6' Depth) Vertical Sump Condition 4.18 0A8 CFS To DP8 7 D7 5 0.94 8.82 0.37 3.07 3.07 CFS At Inlet Single Type 13 Inlet 3.70 CFS Inlet Capacity (6" Depth) Vertical Sump Condition 3.70 > 3.07 Ok 1334-001 - St_drainage.XLS_100_Yr. Event_6/8/2017 STORM DRAINAGE SYSTEM DESIGN DATA Project Name : Brighton Self Storage Location Brighton, CO Item Major Storm 100 Yr. Event Project No. Computation By Check By 1334-001 KLR RC - - _ Length (ft.) Initial Time (min.) (ti) Coefficent -C- Direct Runoff (cfs) Flow Time i 4 Location of Designco Point C co op C .c `� CD- 2 • E a� a a Q C2 m a E E C C i- o o 4- ' ' '` .La- C .2 m E. 4 co T --- L Q Remarks - � - 8 D8 5 0.94 8.82 0.46 3.81 4.29 CFS At Inlet Single Type 13 Inlet Carry -Over D6 0.48 3.70 CFS Inlet Capacity (6" Depth) Vertical Sump Condition 4.29 0.59 CFS To DP10 9 D9 5 0.94 8.82 0.69 5.72 5.72 CFS At Inlet Single Type 13 Inlet 3.70 CFS Inlet Capacity (6" Depth) Vertical Sump Condition 2.02 CFS To DP11 10 O10 5 0.94 8.82 0.48 3.98 4.57 CFS At Inlet Single Type 13 Inlet Carry -Over D8 0.59 3.70 1 CFS Inlet Capacity (6" Depth) Vertical Sump Condition - 4.57 0.87 CFS To DP11 - 11 D11 5 0.85 8.82 1.43 10.72 13.61 CFS Sheet Flow to Pond p---- Carry-Over DP9 2.02 Carry -Over DP10 0.87 13.61 I 12 D12 19 0.52 5.27 1.24 3.40 3.40 CFS Collected by Pond 1334-001 - St_drainage.XLS_100_Yr. Event_6/8/2017 N� NORTHERN ENGINEERING APPENDIX B Hydraulic Calculations f3v • veer NorthernEngineering.com // 970.221.4158 ORIF'ICH PLA'I'H DFSIGN Project Name Location Item Input Brighton Self Storage Weld County, CO Pond Outlet Restrictor Plate 1.39 CFS (5-yr Historic, Release Rate) 1.39 CFS Qrelease Total Variables A Q C(j2gh) 12.00 1.39 0.65 Area OK D=Proposed Pipe Diameter. In Q=Maximum allowable discharge. cf/s C=coefficient of discharge 32.20 g=acceleration due to gravity, ft/second squared 3.58 h=head on horizontal center line of orifice, ft 1 0.14 Area of Opening, sf 0.79 = Total Pipe Area, sf 20.27 Area of Opening, sq. in. 2.82 Dimension "b". in. 20.27 Actual Area, sq. in. 1.39 Q=Maximum Discharge Project Name Computation By Check By Elevation 1334-001 KLR RC 5.086.35 5.082.65 OK High Water Elevation Pipe Invert Elevation 3.58 Head (h) SPILLWAY DHSIGN CALCULATION Project Name Location Item Brighton Self Storage Weld County, CO Detention Pond Spillway Project Number : 1334001 Computation By : KLR Check By : RC Size Overflow For 100-yr Plugged Condtions MAX. RELEASE FROM SPILLWAY = 51.00 (Cfs) Assuming the outlet pipe is plugged at the start of the storm. by the time the water level reaches the overflow. the flow into the pond will be Weir Flow: General form of the equation D = Discharge (CFS) C Weir Coefficient (2.62) L = Horizontal Length (feet) H Total Energy Head (feet) Q = CL(H)s/2 C = 2.62 H 0.40 L = 77.00 Q = 51.04 > 51.00 ok Hydraflow Storm Sewers Extension for Autodesk R AutoCAD R Civil 3D R Plan Project File: Storm A_10-year.stm Outfall Number of lines. 1 Date: 6/8/2017 Storm Sewers v10.50 Storm Sewer Summary Report Line No Line ID Flow rate (cfs) Line Size (In) Line shape Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) Line Slope (%) HGL Down (ft) HGL Up (ft) Minor loss (ft) HGL Junct (ft) Dns Line No Junction Type 1 Pipe - (1; 4 69 18 Cir 135 283 5085 23 5086 58 0 998 5086 38 5087 41 n/a 5087 41 j End OpenHeadwall c Project File Storm A 10 -year stm Number of lines 1 Run Date 6/8/2017 NOTES Return period = 10 Yrs , j - Line contains hyd jump Page 1 Storm Sewers v10 50 Hydraulic Grade Line Computations Line Size (in) Q (cfs) Downstream Invert elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ft/s) Vel head (ft) EGL elev (ft) Sf (%) Len (ft) Upstream Check Invent elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ft/s) Vel head (ft) EGL elev (ft) Sf (%) Ave Sf (%) Enrgy loss (ft) JL coeff (K) Page 1 Minor loss (ft) 1 18 4 69 5085 23 5086 38 1 15 1 00 3 22 0 34 5086 72 0 000 135 28 35086 58 5087 41 j 0 83" 1 00 4 66 0 34 5087 75 0 000 0 000 n/a 1 00 0 34 Project File Storm A_10 -year stm Number of lines 1 Run Date 6/8/2017 Notes , ** Critical depth , i-Line contains hyd jump , c = cir e = ellip b = box Storm Sewers v10 50 Storm Sewer Profile Proj. file: Storm A_10-year.stm Elev. (ft) 5098.00 5095.00 5092.00 5089.00 5086.00 5083.00 CO En rti QRte] u in n4 el 1r Omd. El. 5087 Inv. El. 5088.5! O o + CO Of`,. w = -6 U a c 19 rA co 1 , 1 + .-- _ O1.Q096 t t_ lc pu 1 1 0 10 HGL 20 30 EGL 40 50 60 70 Reach (ft) 80 90 100 110 120 130 5098.00 5095.00 5092.00 5089.00 5086.00 5083.00 140 Storm Sewers Storm Sewer Summary Report Line No Line ID Flow rate (cfs) Line Size (In) Line shape Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) Line Slope (%) HGL Down (ft) HGL Up (ft) Minor loss (ft) HGL Junct (ft) Dns Line No Junction Type 1 Pipe - (1; 9 85 18 Cir 135 283 5085 23 5086 58 0 998 5086 44 5087 79 n/a 5087 79 End OpenHeadwall Project File Storm A_100 -year stm Number of lines 1 Run Date 6/8/2017 Page 1 NOTES Return period = 100 Yrs Storm Sewers v10 50 Hydraulic Grade Line Computations Page 1 Line Size (in) Q (cfs) Downstream Len (ft) Upstream Check JL coeff (K) Minor loss (ft) Invert elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ftls) Vel head (ft) EGL elev (ft) Sf (%) Invert elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ft/s) Vel head (ft) EGL elev (ft) Sf (%) Ave Sf (%) Enrgy loss (ft) 1 18 9 85 5085 23 5086 44 1 21 1 53 6 45 0 65 5087 09 0 000 135 2835086 58 5087 79 1 21" 1 53 6 45 0 65 5088 44 0 000 0 000 n/a 1 00 n/a Project File Storm A_100 -year stm Number of lines 1 Run Date 6/8/2017 Notes , ** Critical depth , c = cir e = ellip b = box Storm Sewers v10 50 Storm Sewer Profile Proj. file: Storm A_100-year.stm Elev. (ft) 5098 00 5095 00 5092 00 5089.00 5086 00 5083 00 ell a to Cs as i9'980S 'I3 1002 13 'P d — ' W uo C. E W el e- frn (7 C 5 I ' 1 r 1 � I J 1.0096 _ 0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 HGL EGL Reach (ft) 5098 00 5095.00 5092 CO 5089 00 5086 00 5083 00 Storm Sewers Hydraflow Storm Sewers Extension for Autodesk R AutoCAD R Civil 3D R Plan Outfall • 1 2 3 4 Project File: Storm B 10 -year. stm Number of lines: 5 Date: 6/8/2017 Storm Sewers v10.50 Storm Sewer Summary Report Line No Line ID Flow rate (cfs) Line Size (In) Line shape Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) Line Slope (%) HGL Down (ft) HGL Up (ft) Minor loss (ft) HGL Junct (ft) Dns Line No Page 1 Junction Type 1 2 3 4 5 Pipe - (1; Pipe - (2; Pipe - (3; Pipe - (4; Pipe - (5; Project File Storm B_10 -year stm 5 99 4 42 3 54 2 47 1 39 24 24 18 18 18 NOTES Return period = 10 Yrs , j - Line contains hyd jump Cir Cir Cir Cir Cir 192 118 94 997 95 002 90 000 100 559 5084 85 5085 62 5086 10 5086 70 5087 16 5085 62 5086 00 5086 70 5087 06 5087 75 0 401 0 400 0 632 0 400 0 587 5086 19 5086 66 5086 90 5087 42 5087 98 5086 51 5086 78 5087 42 5087 67 5088 19 Number of lines 5 0 15 0 12 n/a 031 n/a 5086 66 5086 90 5087 42j 5087 98 5088 19 j End 1 2 3 4 Generic Generic Generic Generic OpenHeadwall Run Date 6/8/2017 Storm Sewers v10 50 Inlet Report Line No Inlet ID Q = CIA (cfs) Q carry (cfs) Q capt (cfs) Q Byp (cfs) Junc Type Curb Inlet Grate Inlet Gutter Inlet Byp Line No Ht (In) L (ft) Area (sqft) L (ft) W (ft) So (ft/ft) W (ft) Sw (ftlft) Sx (ft/ft) n Depth (ft) Spread (ft) Depth (ft) Spread (ft) Depr (In) 1 INLET -B2 2 91 0 00 2 91 0 00 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 50 12 15 0 50 12 15 0 0 Off 2 INLET -83 1 58 0 00 1 58 0 00 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 41 7 90 0 41 7 90 0 0 1 3 INLET -B4 1 87 0 00 1 87 0 00 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 43 9 10 0 43 9 10 0 0 2 4 INLET -85 1 85 0 0D 1 85 0 00 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 43 9 00 0 43 9 00 0 0 3 5 FES-B6 1 39 0 00 1 39 0 00 Hdwl 0 0 0 00 0 00 0 00 0 00 Sag 0 00 0 000 0 000 0 000 0 00 0 00 0 00 0 00 0 0 Off Project File Storm B_10 -year stm Number of lines 5 Run Date 6/8/2017 NOTES Inlet N -Values = 0 016, Intensity = 43 13 / (Inlet time + 10 70) ^ 0 81, Return period = 10 Yrs , * Indicates Known Q added All curb inlets are throat Page 1 Storm Sewers v10 50 Hydraulic Grade Line Computations Page 1 Line Size (in) Q Downstream Len Upstream Check JL Minor loss Invert elev HGL elev Depth Area Vel Vel head EGL elev Sf Invert elev HGL elev Depth Area Vel Vel head EGL elev Sf Ave Sf Enrgy loss coeff (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft) 1 24 5 99 5084 85 5086 19 1 34 2 24 2 68 0 11 5086 30 0 112 192 1185085 62 5086 51 0 89 1 35 4 43 0 31 5086 82 0 421 0 267 0 513 0 50 0 15 2 24 4 42 5085 62 5086 66 1 04 1 66 2 67 0 11 5086 77 0 133 94 997 5086 00 5086 78 0 78 1 13 3 92 0 24 5087 02 0 374 0 253 0 241 0 50 0 12 3 18 3 54 5086 10 5086 90 0 80 0 84 3 72 0 28 5087 18 0 000 95 002 5086 70 5087 42 j 0 72** 0 84 4 24 0 28 5087 70 0 000 0 000 n/a 0 50 n/a 4 18 2 47 5086 70 5087 42 0 72 0 84 2 95 0 14 5087 55 0 257 90 000 5087 06 5087 67 0 61 0 67 3 67 0 21 5087 88 0 461 0 359 0 323 1 47 0 31 5 18 1 39 5087 16 5087 98 0 82 0 43 1 41 0 16 5088 14 0 000 100 5595087 75 5088 19 j 0 44** 0 43 3 20 0 16 5088 35 0 000 0 000 n/a 1 00 0 16 Project File Storm B_10 -year stm Number of lines 5 Run Date 6/8/2017 Notes , ** Critical depth , I -Line contains hyd lump , c = cir e = ellip b = box Storm Sewers v10 50 Storm Sewer Profile Proj. file: Storm B_10-year.stm Elev. (ft) 510200 5098 00 5094 00 5090 00 5086 00 5082 00 c 05 Mr oE. s S° und 141 ' 0.114:7g ' stEi 7- ©rd. El. 0085. Inv. El. 5087.7! i r_ Song pi; gel pa- Q 7tog co AT-2�.-oA QO QQ 1[a IQ "' 1D 10 " •0 p slow co 4. ;,LULU Orriin N 1 al Ill it-wain; , vit WIli SO E Ecc tcc Ecc Ecc c1 m t9 E. . am 03 �' m fi m _ . . 1 , ----,► — 100.559Lf - T Q. i�.11!l�.� - 24- � 90.000Lf - 18" @ 0.40% - ©6.002Lf 18" 0.63% @ 94A47Lf-34" x@040% 0 50 HGL 100 EGL 150 200 250 300 Reach (ft) 350 400 450 500 550 5102.00 5098.00 5094 00 5090.00 5086.00 0.59% 5082.00 600 Storm Sewers Storm Sewer Summary Report Line No 1 2 3 4 5 Line ID Pipe - (1; Pipe - (2; Pipe - (3; Pipe - (4; Pipe - (5; Project File Storm B_100 -year stm Flow rate (cfs) 13 76 10 31 8 43 616 3 87 Line Size (In) 24 24 18 18 18 NOTES Return period = 100 Yrs , `Surcharged (HGL above crown) Line shape Cir Cir Cir Cir Cir Line length (ft) 192 118 94 997 95 002 90 000 100 559 Invert EL Dn (ft) 5084 85 5085 62 5086 10 5086 70 5087 16 Invert EL Up (ft) 5085 62 5086 00 5086 70 5087 06 5087 75 Line Slope (%) 0 401 0 400 0 632 0 400 0 587 HGL Down (ft) 5086 19 5087 50 5087 76* 5088 55* 5089 13 HGL Up (ft) 5087 32 5087,65 5088 37' 5088 85` 5089 25 Number of lines 5 Minor loss (ft) 0 18 011 0 18 0 28 0 07 HGL Junct (ft) 5087 50 5087 76 5088 55 5089 13 5089 32 Dns Line No End 1 2 3 4 Page 1 Junction Type Generic Generic Generic Generic OpenHeadwall Run Date 6/8/2017 Storm Sewers v10 50 Inlet Report Line No Inlet ID Q = CIA (cfs) Q carry (cfs) Q capt (cfs) Q Byp (cfs) Junc Type Curb Inlet Grate Inlet Gutter Inlet Byp Line No Ht (In) L (ft) Area (sqft) L (ft) W (ft) So (ftlft) W (ft) Sw (ftlft) Sx (ftlft) n Depth (ft) Spread (ft) Depth (ft) Spread (ft) Depr (In) 1 INLET -B2 671 000 370 201 Genr 00 000 000 000 000 0001 400 0 083 0020 0013 060 1740 060 1740 00 Off 2 INLET -83 3 06 0 00 3 06 0 00 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 50 12 50 0 50 12 50 0 0 1 3 INLET -B4 3 64 0 00 3 64 0 00 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 53 13 80 0 53 13 80 0 0 2 4 INLET -B5 3 64 0 00 3 64 0 00 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 53 13 80 0 53 13 80 0 0 3 5 FES-B6 3 87 0 00 3 87 0 00 Hdwl 0 0 0 00 0 00 0 00 0 00 Sag 0 00 0 000 0 000 0 000 0 00 0 00 0 00 0 00 0 0 Off Project File Storm B_100 -year stm Number of lines 5 Run Date 6/8/2017 NOTES Inlet N -Values = 0 016, Intensity = 73 75 / (Inlet time + 10 00) ^ 0 78, Return period = 100 Yrs , * Indicates Known Q added All curb inlets are throat Page 1 Storm Sewers v10 50 Hydraulic Grade Line Computations Line Size Q Downstream Len Upstream Check JL Minor loss Invert HGL Depth Area Invert elev HGL elev Depth Area Vel Vel head EGL elev Sf Ave Sf Enrgy loss coeff (in) elev elev Vel Vel head EGL elev Sf (cfs) (ft) (ft) (ft) (sqft) (ftls) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sqft) (Ws) (ft) (ft) (%) (%) (ft) (K) (ft) 1 24 13 76 5084 85 5086 19 1 34 2 24 6 15 0 59 5086 78 0 595 192 1185085 62 5087 32 1 70 2 85 4 83 0 36 5087 68 0 349 0 472 0 906 0 50 0 18 2 24 10 31 5085 62 5087 50 1 88 3 07 3 36 0 18 5087 68 0 179 94 997 5086 00 5087 65 1 65 2 77 3 72 0 22 5087 86 0 206 0 193 0 183 0 50 0 11 3 18 8 43 5086 10 5087 76 1 50 1 77 4 77 0 36 5088 11 0 645 95 002 5086 70 5088 37 1 60 1 77 4 77 0 35 5088 72 0 645 0 645 0 613 0 50 0 18 4 18 6 16 5086 70 5088 55 1 50 1 77 3 49 0 19 5088 73 0 344 90 000 5087 06 5088 85 1 50 1 77 3 48 0 19 5089 04 0 344 0 344 0 310 1 47 0 28 5 18 3 87 5087 16 5089 13 1 50 1 77 2 19 0 07 5089 21 0 136 100 5595087 75 5089 25 1 50 1 77 2 19 0 07 5089 32 0 132 0 134 0 134 1 00 0 07 Project File Storm B_100 -year stm Number of lines 5 I Run Date 6/8/2017 Page 1 , c = cir e = ellip b = box Storm Sewers v10 50 Storm Sewer Profile Proj. file: Storm B_100-year.stm Elev. (ft) 5102.00 5098.00 5094.00 5090.00 5086.00 5082.00 5 77 g5 c o C C .05 _le OE OS lir 4E I '5 X° r 1 x!'1805 ' 13 'mil 'flog '13 'low© ~'114, "Z4 ~-Q a��'. ��r 1 at •r • e! !� 1�• CO s -lip �- .- w- !1► �.? �- �- !4 � la • a fa gum , tam t� WWW N WWw WWw 4 WWW .+-- E> E>s j E s s . E;y a to E s s m0 .!l S cri Rcc co itcc co El m ,!9 11- GD _E O.40% .11 al a *4 O 90.000Lf - 18" @ 0.40% 06.002Lf 18" 0.63% @ 94.997Lf - 24" @ 0.40% 0 50 HGL 100 EGL 150 200 250 300 Reach (ft) 350 400 450 500 550 5102.00 5098.00 5094.00 5090.00 5086.00 0.59% 5082.00 600 Storm Sewers Hydraflow Storm Sewers Extension for Autodesk® AutoCAD® Civil 3D® Plan Outfall 1 2 3 4 Project File Storm C_10 -year stm Number of lines 4 Date 6/8/2017 Storm Sewers v10 50 Storm Sewer Summary Report Line No Line ID Flow rate (cfs) Line Size (In) Line shape Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) Line Slope (%) HGL Down (ft) HGL Up (ft) Minor loss (ft) HGL Junct (ft) Dns Line No Junction Type 1 Pipe - (1; 7 25 24 Cir 168 564 5084 81 5085 65 0 498 5086 21 5086 61 n/a 5086 61 j End Generic 2 Pipe - (2; 5 54 18 Cir 94 999 5085 75 5086 22 0 495 5086 72 5087 19 0 16 5087 35 1 Generic 3 Pipe - (3; 3 85 18 Cir 94 999 5086 32 5086 80 0 605 5087 35 5087 55 n/a 5087 70 j 2 Generic 4 Pipe - (4; 2 19 15 Cir 89 999 5086 90 5087 35 0 500 5087 70 5087 94 n/a 5088 17 j 3 Generic Project File Storm C_10 -year stm Number of lines 4 Run Date 6/8/2017 NOTES Return period = 10 Yrs , j - Line contains hyd jump Page 1 Storm Sewers v10 50 Inlet Report Page 1 Line No 1 2 3 4 Inlet ID INLET -C2 INLET -C3 INLET -C4 - INLET -05 Q= CIA (cfs) 2 02 1 98 1 83 219 Project File Storm C_10 -year stm Q carry (cfs) 0 00 0 00 0 00 0 00 Q capt (cfs) 2 02 1 96 1 83 2 19 Q Byp (cfs) 0 00 0 00 0 00 0 00 June Type Genr Genr Genr Genr Curb Inlet Grate Inlet Gutter Inlet Byp Line No Ht (In) L (ft) Area (sqft) L (ft) W (ft) So (ftlft) W (ft) Sw (ftlft) Sx (ftlft) n Depth (ft) Spread (ft) Depth (ft) Spread (ft) Depr (in) 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 44 9 60 0 44 9 60 0 0 Off 00 000 000 000 000 0001 400 0083 0020 0013 044 940 044 940 00 1 00 000 000 000 000 0001 400 0083 0020 0013 043 895 043 895 00 2 00 000 000 000 000 0001 400 0083 0020 0013 046 1015 046 1015 00 3 Number of lines 4 Run Date 6/8/2017 NOTES Inlet N -Values = 0 016, Intensity = 43 13 / (Inlet time + 10 70) ^ 0 81, Return period = 10 Yrs , * Indicates Known Q added All curb inlets are throat Storm Sewers v10 50 Hydraulic Grade Line Computations Line Size (in) 0 (cfs) Downstream Len (ft) Upstream Check JL coeff (K) Minor loss (ft) Invert elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ft/s) Vel head (ft) EGL elev (ft) Sf (%) Invert elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ft/s) Vel head (ft) EGL elev (ft) Sf (%) Ave Sf (%) Enrgy loss (ft) 1 24 7 25 5084 81 5086 21 1 40 1 48 3 09 0 37 5086 58 0 000 168 5645085 65 5086 61 j 0 96" 1 48 4 89 0 37 5086 98 0 000 0 000 ' n/a 0 50 n/a 2 18 5 54 5085 75 5086 72 0 97` 1 21 4 59 0 33 5087 05 0 495 94 999 5086 22 5087 19 0 97 1 21 4 59 0 33 5087 52 0 496 0 495 0 471 0 50 0 16 3 18 3 85 5086 32 5087 35 1 03 0 88 2 97 0 14 5087 49 0 201 94 999 5086 80 5087 55 j 0 75" 0 89 4 33 0 29 5087 85 0 530 0 365 0 347 0 50 0 15 4 -15 2 19 5086 90 5087 70 0 80 0 57 2 64 0 11 5087 81 0 210 89 999 5087 35 5087 94 j 0 59" 0 57 3 82 0 23 5088 17 0 550 0 380 0 342 1 00 0 23 Project File Storm C_1O-year stm Number of lines 4 Run Date 6/8/2017 Notes * depth assumed ** Critical depth , j -Line contains hyd jump , c = cir e = ellip b = box Page 1 Storm Sewers v10 50 Storm Sewer Profile Proj. file: Storm C_1 a-year.stm Elev. (ft) 5102.00 5098 00 5094 00 5090.00 5086.00 5082.00 a -5 � O c albe ■w .a ECs N. N It J - I co °� m ' CO N 11112 R1(cD g mini �, m CM cti to ta wt _- m in Q NO II!. ��R� {� o �'ci Qicri co M Inn W to KO - CO al _- + GI�W WWW WWW M WWW V' W it c racy mD fA �� a! recc v! Nmamaimala I alllb-1 0 50 HGL 100 EGL 150 200 250 Reach (ft) 300 350 400 W c 5102.00 5098.00 5094.00 5090 00 5086 00 5082 00 450 Storm Sewers Storm Sewer Summary Report Page 1 Line No Line ID Flow rate (cfs) Line Size (in) Line shape Line length (ft) Invert EL Dn (ft) Invert EL Up (ft) Line Slope (%) HGL Down (ft) HGL Up (ft) Minor loss (ft) HGL Junct (ft) Dns Line No Junction Type 1 Pipe - (1; 14 84 24 Cir 168 564 5084 81 5085 65 0 498 5086 21 5087 26 0 23 5087 49 End Generic 2 Pipe - (2; 11 21 18 Cir 94 999 5085 75 5086 22 0 495 5087 49' 5088 58` 0 31 5088 89 1 Generic 3 Pipe - (3; 7 69 18 Cir 94 999 5086 32 5086 80 0 505 5088 89* 5089 40* 0 15 5089 55 2 Generic 4 Pipe - (4; 4 31 15 Cir 89 999 5086 90 5087 35 0 500 5089 55* 5089 95' 0 19 5090 14 3 Generic Project File Storm C_100 -year stm Number of lines 4 Run Date 6/8/2017 L. NOTES Return period = 100 Yrs , *Surcharged (HGL above crown) Storm Sewers v10 50 inlet Report Page 1 Line No Inlet ID Q = CIA (cfs) Q carry (cfs) Q capt (cfs) 0 Byp (cfs) Junc Type Curb Inlet Grate Inlet Gutter Inlet Byp Line No Ht (in) L (ft) Area (sqft) L (ft) W (ft) So (ft/ft) W (ft) Sw (ft/ft) Sx (ft/ft) n Depth (ft) Spread (ft) Depth (ft) Spread (ft) Depr (in) 1 INLET -C2 3 97 0 57 3 70 0 85 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 56 15 55 0 56 15 55 0 0 Off 2 INLET -C3 3 81 0 47 3 70 0 57 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 55 15 05 0 55 15 05 0 0 1 3 INLET -C4 3 56 0 61 3 70 0 47 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 55 14 85 0 55 14 85 0 0 2 4 INLET -05 4 31 0 00 3 70 0 61 Genr 0 0 0 00 0 00 0 00 0 00 0 001 4 00 0 083 0 020 0 013 0 55 15 10 0 55 15 10 0 0 3 Project File Storm C_100 -year stm Number of lines 4 Run Date 6/8/2017 NOTES Inlet N -Values = 0 016, Intensity = 73 75 / (Inlet time + 10 00) ^ 0 78, Return period = 100 Yrs , . Indicates Known Q added All curb inlets are throat Storm Sewers v10 50 Hydraulic Grade Line Computations Line Simms (in) Q (cfs) Downstream Len (ft) Upstream Check JL coeff (K) Minor loss (ft) Invert elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ft/s) Vel head (ft) EGL elev (ft) Sf (%) Invert elev (ft) HGL elev (ft) Depth (ft) Area (sqft) Vel (ftls) Vel head (ft) EGL elev (ft) Sf (%) Ave Sf (%) Enrgy loss (ft) 1 24 14 84 5084 81 5086 21 1 40 2 35 6 32 0 62 5086 83 0 615 168 5645085 65 5087 26 1 61 2 71 5 49 0 47 5087 73 0 447 0 531 0 895 0 50 0 23 2 18 11 21 5085 75 5087 49 1 50 1 77 6 35 0 63 5088 12 1 141 94 999 5086 22 5088 58 1 50 1 77 6 35 0 63 5089 20 1 140 1 140 1 083 0 50 0 31 3 18 7 69 5086 32 5088 89 1 60 1 77 4 36 0 29 5089 18 0 537 94 999 5086 80 5089 40 1 60 1 77 4 35 0 29 5089 69 0 537 0 537 0 510 0 50 0 15 4 15 4 31 5086 90 5089 55 1 25 1 23 3 51 0 19 5089 74 0 445 89 999 5087 35 5089 95 1 25 1 23 3 51 0 19 5090 14 0 445 0 445 0 400 1 00 0 19 Project File Storm C_100 -year stm Number of lines 4 Run Date 6/8/2017 , c = cir e = ellip b = box Page 1 Storm Sewers v10 50 Storm Sewer Profile Proj. file: Storm C_100-year.stm Elev. (ft) 5102 00 5098 00 5094.00 5090 00 5086 00 5082 00 aa c -� 7 -0 0c I la, tn, 'ilia Cs a Callow 1O av Mem °c�oei - o 'n' aa c b Win ai �� W1O �� 'Ilium + CI T_7 N LLawn WWW P- >� °,� c €>> W �L9 .n co �� .°�9 Cr �e� Crcc in wt — rtraissi a 1 0 50 HGL 100 EGL 150 200 250 Reach (ft) 300 350 400 le 5 ra S W c 5102.00 5098.00 5094 00 5090.00 5086 00 5082 00 450 Storm Sewers RIPRAP EttOSIO N PROTHCTION Single Circular Conduit Outlet Protection Project Name: Location : Design Point: Brighton Self Storage Weld County, CO Storm A Outlet Project Number : 1334-001 Computation By : KLR Check By : RC Given: 1.50 9.85 6.45 0.60 D Conduit Diameter (ft.) Q Discharge (cf/s) V Velocity (f/s) Yt Tail Water Depth (ft.) (For unknown Yt, Yt=D*0.4) Based on Urban Storm Drainage Criteria Manual Volume 1, Major Drainage, January 2016 Reference for all Figures and Tables noted 3.57 Q / D2.5 Froude Number Determine Type of Riprap Protection (See Figure MD -21) 0.40 Yt / D 5.36 Q/D1.5 L 9 Type of Riprap (Select Type VL, L, M. H, VH) d50 (in.) Table MD -7 Percent smaller than given size by weight Intermediate Rock dimension (in.) 70-100 50-70 35-50 2-10 15 12 9 3 Determine Expansion Factor (See Figure MD -22) 0.40 Yt / D 3.57 Q / D2.5 1/(2tanO) 4.00 4 Yt/C Use Da instead of O whenever flow Is supercritical in the barrel. se Use Type L fora distance of 30 downstream FIGURE MD -21 RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET Determine Length of Riprap Protection 1.79 Q / V At = required area of flow at required velocity (ft.) (Required Velocity = 5.5 f/s, erosive soils) 5.94 Eq. MD -22 Lp = Required length of riprap (ft.) L = ( 1/(2tanO) )( At/Yt- D) 4.50 L > 3D Check Minimum length 15.00 L < 10D Check Maximum length 6.00 Proposed Length (ft.) Determine Width of Riprap Protection 4.50 Minimum Width (3*D) 3.00 SY Required Determine Minimum Riprap Depth 2d50 = 1.50 ft. Determine Bedding Thickness L Type of Riprap Type II Bedding (in.) Table MD -12 6 ex a. 9 =Expansion Angle v 6 5- (If -..... o _4. f ,e ! pi o e° . !I /r°0 1 // f , , O .1 2 3 .4 S 6 7 TAILWATER DEPTH/ CONDUIT HEIGHT, Yf/O FIGURE MD -22 EXPANSION FACTOR FOR CIRCULAR CONDUITS 1334-001 - Riprap.xls, Storm Drain A, 6/8/2017, 9:07 AM RIPRAP EROSION PROTHCTION Single Circular Conduit Outlet Protection Project Name: Location : Design Point: Brighton Self Storage Weld County, CO Storm B Outlet Project Number : Computation By : Check By : 1334-001 KLR RC Given: 2.00 13.76 6.15 0.80 D Q V Yt Conduit Diameter (ft.) Discharge (cf/s) Velocity (f/s) Tail Water Depth (ft.) (For unknown Yt. Yt=D*0.4) Based on Urban Storm Drainage Criteria Manual Volume 1, Major Drainage. January 2016 Reference for all Figures and Tables noted 2.43 Q / D2.5 Froude Number Determine Type of Riprap Protection (See Figure MD -21) 0.40 Yt / D 4.86 Q / D1.5 L 9 Type of Riprap (Select Type VL, L. M. H. VH) d50 (in.) Table MD -7 Percent smaller than given size by weight Intermediate Rock dimension (in.) 70-100 50-70 35-50 2-10 15 12 9 3 Determine Expansion Factor (See Figure MD -22) 0.40 Yt / D 2.43 Q / D2.5 1 /(2ta n f ) 5.10 0 eeed l- ►' \pc � 117 • . . 1Ypt L •s el I x 0 2 4 Yt/0 .6 8 Use Da instead of D whenevat flow es supercrttical in the barrel i• Use Type L for o distance of 30 downstream 1.0 FIGURE MD -21 RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET Determine Length of Riprap Protection 2.50 Q / V At = required area of flow at required velocity (ft.) (Required Velocity = 5.5 f/s. erosive soils) 5.75 Eq. MD -22 Lp = Required length of riprap (ft.) L = ( 1 /(2tan()) )( - D) ) 6.00 L > 3D Check Minimum length 20.00 L < 10D Check Maximum length 6.00 Proposed Length (ft.) Determine Width of Riprap Protection 6.00 Minimum Width (3*D) 4.00 SY Required Determine Minimum Riprap Depth 2d50 = 1.50 ft. Determine Bedding Thickness L Type of Riprap Type II Bedding (in.) Table MD -12 6 —la,: U V 6 2 x W 9 = Expansion Angie 7 5 4 2 0 I 2 .3 4 .5 6 7 TAlLWATER DEPTH/ CONDUIT HEIGHT, Yt /0 8 FIGURE MD -22 EXPANSION FACTOR FOR CIRCULAR CONDUITS 1334-001 - Riprap.xls, Storm Drain B. 6/8/2017. 9:08 AM RIPRAP EROSION PROTHCTION Single Circular Conduit Outlet Protection Project Name: Location : Design Point: Brighton Self Storage Weld County, CO Storm C Outlet Project Number : 1334-001 Computation By : KLR Check By : RC Given: 2.00 14.84 6.32 0.80 D Conduit Diameter (ft.) Q Discharge (cf/s) V Velocity (f/s) V1 Tail Water Depth (ft.) (For unknown Yt. Yt=D*0.4) Based on Urban Storm Drainage Criteria Manual Volume 1, Major Drainage, January 2016 Reference for all Figures and Tables noted 2.62 Q / D2.5 Froude Number Determine Type of Riprap Protection (See Figure MD -21) 0.40 Y11 D 5.25 Q / D'.5 L 9 Type of Riprap (Select Type VL, L, M, H, VH) d50 (in.) Table MD -7 Percent smaller than given size by weight Intermediate Rock dimension (in.) 70-100 p 50-70 Es 35-50 2-10 15 12 is 9 is 3 Determine Expansion Factor (See Figure MD -22) 0.40 Yt / D 2.62 Q / 02.5 1 /(2tan()) 4.90 0 0 0 4 .6 Yt/D Use Da instead of 0 whenever flow n supercritical in the oo.rei wsUse Type L for a distance of 30 downstream FIGURE MD -21 RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET Determine Length of Riprap Protection 2.70 Q / V A, = required area of flow at required velocity (ft.) (Required Velocity = 5.5 f/s, erosive soils) 6.73 Eq. MD -22 Lp = Required length of riprap (ft.) L = ( 1 /(2tanO) )(At/Y1 - D) 6.00 L > 3D Check Minimum length 20.00 L < 10D Check Maximum length 7.00 Proposed Length (ft.) Determine Width of Riprap Protection 6.00 Minimum Width (3*D) 4.67 SY Required Determine Minimum Riprap Depth 2d50 = 1.50 ft. Determine Bedding Thickness L Type of Riprap Type II Bedding (in.) Table MD -12 6 -I; EXPANSION 8 7 5 4 e = Expansion Angle /1.112 �O O/ a el Cr O 47- I I /� �� i 3 1 2 3 .4 3 .6 7 TAILWATER DEPTH/ CONDUIT HEIGHT. Yt / D FIGURE MD -22 EXPANSION FACTOR FOR CIRCULAR CONDUITS 1334-001 - Riprap.xls. Storm Drain C, 6/8/2017, 9:09 AM RIPRAP EROSION PROTKCTION Single Circular Conduit Outlet Protection Project Name: Location : Design Point: Brighton Self Storage Weld County, CO Pond Outlet Project Number : 1334-001 Computation By : KLR Check By : RC Given: 1.00 1.39 3.27 0.40 D Conduit Diameter (ft.) Q Discharge (cf/s) ✓ Velocity (f/s) Yt Tail Water Depth (ft.) (For unknown Yt. Yt=D*0.4) Based on Urban Storm Drainage Criteria Manual Volume 1. Major Drainage. January 2016 Reference for all Figures and Tables noted 1.39 Q / D25 Froude Number Determine Type of Riprap Protection (See Figure MD -21) 0.40 Yt / D 1.39 Q/D15 L 9 Type of Riprap (Select Type VL, L. M. H, VH) d50 (in.) Table MD -7 Percent smaller than given size by weight Intermediate Rock dimension (in.) 70-100 50-70 35-50 2-10 15 12 9 3 Determine Expansion Factor (See Figure MD -22) 0.40 Yt / D 1.39 Q/D2.5 1/(2tanO) 6.25 60 ., 0 0 CP' te 2 ,4 <4# 4 414 aegg \) a * ,��QE SYPE t- •• 1 2 4 .6 Yt/ID 8 Use 00 instead of 0 whenever flow n supercritical m the barrel **Use Type L for o distance of 3D downstream 10 FIGURE MD -21 RIPRAP EROSION PROTECTION AT CIRCULAR CONDUIT OUTLET Determine Length of Riprap Protection 0.25 Q / V At = required area of flow at required velocity (ft.) (Required Velocity = 5.5 f/s. erosive soils) -2.30 Eq. MD -22 Lp = Required length of riprap (ft.) L = ( 1 /(2tan()) )( At/Yt - D) ) 3.00 L > 3D Check Minimum length 10.00 L < 10D Check Maximum length 3.00 Proposed Length (ft.) Determine Width of Riprap Protection 3.00 Minimum Width (3*D) 1.00 SY Required Determine Minimum Riprap Depth 2d50 = 1.50 ft. Determine Bedding Thickness L Type of Riprap Type II Bedding (in.) Table MD -12 6 -I! 6 a W A =Expansion Anglo F 5 T - � r 0 o 4MI wee o 60 / V 7 4 2 I `O I 2 .3 4 3 6 .7 TAILWATER DEPTH/ CONDUIT HEIGHT, Ye /0 8 FIGURE MD -22 EXPANSION FACTOR FOR CIRCULAR CONDUITS 1334-001 - Riprap.xls. Pond Outlet. 6/8/2017, 9:10 AM WHIR OVHRF'LOW CALCULATION Project Name : Brighton Self Storage Location Weld County, CO Item : Major Storm (100-Yr. Storm) Design Point : FL Elevation = Bldg El. (1)= Bldg El. (2)= Aisle Width= H Q100 = Grade. (1) = Grade. (2) = Average Grade. O/2 = 4 5090.35 5091.30 5090.65 30.00 0.00 0.61 6.33% 2.00% ft. CFS 4.167% 87.61 Degrees Minimum Freeboard to building 0.14 ft i Weir Flow over High Point 41/4 - Starting Flow Depth at FL.. before spill 1334-001 - Weir.XLS, DP. -4. 6/8/2017. 8:57 AM CL OF STREET Q=2.5tan O/2H5l2 H (FT.) Q = (CFS) 0.00 0.00 0.10 0.19 0.20 1.07 0.30 2.96 0.40 6.07 i 0.160 0.61 1 Project Name Computation By : Check By 1334-001 KLR RC WHIR OVHRF'LOW CALCULATION Project Name Location Item Brighton Self Storage Weld County, CO Major Storm (100-Yr. Storm) Project Name Computation By Check By 1334-001 KLR RC Design Point : FL Elevation = Bldg El. (1)= Bldg El. (2)= Aisle Width= H = O100 = Grade. (1) = Grade. (2) = Average Grade. O/2 = 6 5090.15 5091.12 5090.65 30.00 0.00 0.48 6.47% 3.33% ft. CFS 4.900% 87.19 Degrees Minimum Freeboard to Building 0.35 ft i Weir Flow over High Point 1 Starting Flow Depth at FL.. before spill CL OF STREET Q= 2.5 tan O/2 H 512 H (FT.) Q = (CFS) 0.00 0.00 0.10 0.16 0.20 0.91 0.30 2.52 0.40 5.16 1 0.155 0.48 1334-001 - Weir.XLS. DP.- 6 6/8/2017. 9.03 AM WEIR OVIHRFLOW CALCULA'T'ION Project Name Brighton Self Storage Location Weld County, CO Item Major Storm (100-Yr. Storm) Project Name Computation By Check By 1334-001 KLR RC Design Point : FL Elevation = Bldg El. (1)= Bldg El. (2)= Aisle Width= H = Q100 = Grade. (1) = Grade. (2) = Average Grade. O/2 = 8 5089.95 5090.87 5090.65 30.00 0.00 0.59 6.13% 4.67% ft. CFS 5.400% 86.91 Degrees Minimum Freeboard to building 0.52 ft i Weir Flow over High Point Starting Flow Depth at FL.. before spill CL OF STREET Q=2.5tan O/2H 'r H (FT.) Q = (CFS) 0.00 0.00 0.10 0.15 0.20 0.83 0.30 2.28 0.40 4.68 0.175 0.59 1334-001 - Weir.XLS, DP.- 8, 6/8/2017, 9:03 AM WHIR OVHRFLOW CALCULATION Project Name Location Item Brighton Self Storage Weld County, CO Major Storm (100-Yr. Storm) Project Name Computation By Check By 1334-001 KLR RC Design Point : FL Elevation = Bldg El. (1)= Bldg El. (2)= Aisle Width= H Q100 = Grade. (1) = Grade. (2) = Average Grade. O/2 = 9 5090.04 5091.08 5090.42 30.00 0.00 2.02 6.93% 2.53% ft. CFS 4.733% 87.29 Degrees Minimum Freeboard to building 0.11 ft i Weir Flow over High Point 4. Starting Flow Depth at FL.. before spill CL OF STREET Q=2.5tan O/2H5 12 H (FT.) 0 = (CFS) 0.00 0.00 0.10 0.17 0.20 0.94 0.30 2.60 0.40 5.34 0.271 2.02 1334-001 - Weir.XLS, DP.- 9. 6/8/2017. 9.04 AM WHIR OVIHIRF'LOW CALCULATION Project Name : Brighton Self Storage Location Weld County, CO Major Storm (100-Yr. Storm) Item Project Name Computation By Check By 1334-001 KL R RC Design Point : FL Elevation = Bldg El. (1)= Bldg El. (2)= Aisle Width= H Q100 = Grade. (1) = Grade. (2) = Average Grade. O/2 = 10 5089.75 5090.42 5090.65 30.00 0.00 0.87 4.47% 6.00% ft. CFS 5.233% 87.00 Degrees Minimum Freeboard to building 0.47 ft i Weir Flow over High Point Starting Flow Depth at FL.. before spill CL OF STREET Q = 2.5 tan O/2 H ' 2 H (FT.) 0 = (CFS) 0.00 0.00 0.10 0.15 0.20 0.85 0.30 2.35 0.40 4.83 0.201 0.87 1334-001 - Weir.XLS. DP.- 10. 6/8/2017, 9:04 AM I I NORTHERN ENGINEERING I APPENDIX C REFERENCE MATERIAL NorthernEngineering.com /I 970.221.4158 Chapter 5 Rainfall 4.0 Intensity -Duration Curves for Rational Method To develop depth -duration curves or intensity -duration curves for the Rational Method of runoff analysis take the 1 -hour depth(s) obtained from Figures 5-1 through 5-6 and apply Equation 5-3 for the duration (or durations) of interest 285Pi / _ (10+ Td)°7s6 Equation 5-3 Where I = rainfall intensity (inches per hour) P, = 1 -hour point rainfall depth (inches) Td = storm duration (minutes) Equation 5-3 can also be expressed in terms of depth as shown in Equation 5-4 for calculating rainfall depths at durations less than one hour D _ 28 5 Pi (Td /60) (10 + Td )o "s6 Where D= rainfall depth (inches) P1 = 1 -hour point rainfall depth (inches) Td = storm duration (minutes) 5.0 UD-Rain Excel Workbook Equation 5-4 The UD-Rain Excel workbook has been developed in order to facilitate computation of design rainfall It applies the methods in the NOAA Atlas 2, Volume III to derive design rainfall statistics and create Depth - Duration -Frequency (DDF) and Intensity -Duration -Frequency (IDF) tables for any location within Colorado and includes elevation adjustments This workbook also prepares a temporal distribution of the Design Rainfall for the 2-, 5-, 10-, 25-, 50-, 100- and 500-yr events within the UDFCD boundary including depth reduction factors (DRFs) for use with CUHP and SWMM modeling UD-Rain and CUHP may provide slightly different results for the rainfall distribution than the procedure outlined in this chapter due to a smoothing method implemented in the programming which eliminates potential dips in the hyetograph ' January 2016 Urban Drainage and Flood Control District 5-9 , Urban Storm Drainage Criteria Manual Volume 1 Runoff Chapter 6 2.3 Limitations The Rational Method is the simplistic approach for estimating the peak flow rate and total runoff volume from a design rainstorm in a given catchment Under the assumption of uniform hydrologic losses, the method is limited to catchments smaller than 90 acres Under the condition of composite soils and land uses, the area -weighted method is recommended to derive the catchment's hydrologic parameters The greatest drawback to the Rational Method is that it normally provides only one point (the peak flow rate) on the runoff hydrograph When the areas become complex and where subcatchments come together, the Rational Method will tend to overestimate the actual flow, which results in oversizing of drainage facilities The Rational Method provides no means or methodology to generate and route hydrographs through drainage facilities One reason the Rational Method is limited to small areas is that good design practice requires the routing of hydrographs for larger catchments to achieve an economically sound design Another disadvantage of the Rational Method is that with typical design procedures, one normally assumes that all of the design flow is collected at the design point and that there is no water running overland to the next design point This is not a fault of the Rational Method but of the design procedure The Rational Method must be modified, or another type of analysis must be used, when analyzing an existing system that is under -designed or when analyzing the effects of a major storm on a system designed for the minor storm 2.4 Time of Concentration One of the basic assumptions underlying the Rational Method is that runoff is linearly proportional to the average rainfall intensity during the time required for water to flow from the most remote part of the drainage area to the design point In practice, the time of concentration is empirically estimated along the selected waterway through the catchment The waterway is first divided into overland flow length and channelized flow lengths, according to the channel characteristics For urban areas, the time of concentration, t, consists of an initial time or overland flow time, t„ plus the channelized flow travel time, t,, through the storm drain, paved gutter, roadside ditch, or channel For non -urban areas, the time of concentration consists of an overland flow time, t„ plus the time of travel in a defined drainage path, such as a swale, channel, or stream The channelized flow travel time portion, t,, of the time of concentration can be estimated from the hydraulic properties of the conveyance element Initial or overland flow time, on the other hand, will vary with surface slope, depression storage, surface cover, antecedent rainfall, and infiltration capacity of the soil, as well as distance of surface flow The time of concentration is computed by Equation 6-2 for both urban and non -urban areas tc = tr -I- tt Equation 6-2 Where tc = computed time of concentration (minutes) t, = overland (initial) flow time (minutes) t, = channelized flow time (minutes) 6-4 } Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 Janu iry 2016 46 Chapter 6 Runoff 2.4.1, Initial or Overland Flow Time The initial or overland flow time, t„ may be calculated using Equation 6-3 _ 0 395(1 1- C5 t, S 0 33 0 Where Equation 6-3 t, = overland (initial) flow time (minutes) C5 = runoff coefficient for 5 -yeas frequency (from Table 6-4) L = length of overland flow (ft) So = average slope along the overland flow path (ft/ft) Equation 6-3 is adequate for distances up to 300 feet in urban areas and 500 feet in rural areas Note that in a highly urbanized catchment, the overland flow length is typically shorter than 300 feet due to effective man-made drainage systems that collect and convey runoff 2.4.2 Channelized Flow Time The channelized flow time (travel time) is calculated using the hydraulic properties of the conveyance element The channelized flow time, t,, is estimated by dividing the length of conveyance by the velocity The following equation, Equation 6-4 (Guo 2013), can be used to determine the flow velocity in conjunction with Table 6-2 for the conveyance factor Where t _ L, L1 ` 60K So 60V, t, = channelized flow time (travel time, min) L, = waterway length (ft) So = waterway slope (ft/ft) V,= travel time velocity (ft/sec) = K'.ISo K= NRCS conveyance factor (see Table 6-2) Table 6-2 NRCS Conveyance factors, K Equation 6-4 Type of Land Surface Conveyance Factor, K Heavy meadow 2 5 Tillage/field 5 Short pasture and lawns 7 Nearly bare gi ound 10 Grassed waterway 15 Paved areas and shallow paved swales 20 January 2016 Urban Drainage and Flood Control District 6-5 Urban Storm Drainage Criteria Manual Volume 1 47 Runoff Chapter 6 The time of concentration, to, is the sum of the initial (overland) flow time, t„ and the channehzed flow time, t,, as per Equation 6-2 2.4.3 First Design Point Time of Concentration in Urban Catchments Equation 6-4 was solely determined by the waterway characteristics and using a set of empirical formulas A calibration study between the Rational Method and the Colorado Urban Hydrograph Procedure (CUHP) suggests that the time of concentration shall be the lesser of the values calculated by Equation 6- 2 and Equation 6-5 (Guo and Urbonas 2013) t= (18-150+ L` Where 60(241+12),X Equation 6-5 to = minimum time of concentration for first design point when less than tc from Equation 6-1 L1= length of flow path (ft) t = imperviousness (expressed as a decimal) So = slope of flow path (ft/ft) Equation 6-5 is the regional time of concentration that warrants the best agreement on peak flow predictions between the Rational Method and CUHP It was developed using the UDFCD database that includes 295 sample urban catchments under 2-, 5-, 10-, 50, and 100-yr storm events (MacKenzie 2010) It suggests that both initial flow time and channelized flow velocity are directly related to the catchment's imperviousness (Guo and MacKenzie 2013) The first design point is defined as a node where surface runoff enters the storm drain system For example, all inlets are "first design points" because inlets are designed to accept flow into the storm drain Typically, but not always, Equation 6-5 will result in a lesser time of concentration at the first design point and will govern in an urbanized watershed For subsequent design points, add the travel time for each relevant segment downstream 2 4.4 Minimum Time of Concentration Use a minimum to value of 5 minutes for urbanized areas and a minimum to value of 10 minutes for areas that are not considered urban Use minimum values even when calculations result in a lesser time of concentration 2 4.5 Common Errors in Calculating Time of Concentration A common mistake in urbanized areas is to assume travel velocities that are too slow Another common error is to not check the runoff peak resulting from only part of the catchment Sometimes a lower portion of the catchment or a highly impervious area produces a larger peak than that computed for the whole catchment This error is most often encountered when the catchment is long or the upper portion contains grassy open land and the lower portion is more developed 6-6 1 Urban Drainage and Flood Control District ) Urban Storm Drainage Criteria Manual Volume 1 January 2016 48 Chapter 6 Runoff 2.5 Rainfall Intensity The calculated rainfall intensity, I, is the average rainfall rate in inches per hour for the period of maximum rainfall having a duration equal to the time of concentration. After the design storm recurrence frequency has been selected, a graph should he made showing rainfall intensity versus time. The procedure for obtaining the local data and plotting such a graph is explained and illustrated in the Rainfall chapter of the USDCM. The UD-Rain Excel workbook can also be used for calculating the intensity. This workbook is available for download at www.udfcd.org. 2.5.1 Runoff Coefficient Photograph 6-2. Urbanization (impervious area) increases runoff volumes, peak discharges, frequenc\ of runoff, and receiving stream degradation. Each part of a watershed can be considered as either pervious or impervious. The pervious part is the area where water can readily infiltrate into the ground. The impervious part is the area that does not readily allow water to infiltrate into the ground, such as areas that are paved or covered with buildings and sidewalks or compacted unvegetated soils. In urban hydrology, the percentage of pervious and impervious land is important. Urbanization increases impervious area causing rainfall -runoff relationships to change significantly. in the absence of stormwater management methods such as low impact development and green infrastructure, the total runoff volume increases, the time to the runoff peak rate decreases, and the peak runoff rate increases. When analyzing a watershed for planning or design purposes, the probable future percent of impervious area must be estimated. A complete tabulation of recommended values of the total percent of imperviousness is provided in Table 6-3. The runoff coefficient, C, represents the integrated effects of infiltration, evaporation, retention, and interception, all of which affect the volume of runoff The determination of C requires judgment based on experience and understanding on the part of the engineer. Volume -based runoff coefficients were derived to establish the optimal consistency between CUHP and the Rational Method for peak flow predictions (Guo, 2013). Using the percentage imperviousness, the equations in Table 6-4 can be used to calculate the runoff coefficients for hydrologic soil groups A, B, and C/D for various storm return periods. January 2016 Urban Drainage and Flood Control District 6-7 Urban Storm Drainage Criteria Manual Volume 1 49 4. Find the rainfall intensity, I, for the design storm using the calculated tc and the rainfall intensity - duration frequency curve. S. Determine the runoff coefficient, C, using the impervious values shown in Table 5-3. 6. Calculate the peak flow rate from the basin using the Rational Formula. Table 5-3 Recommended Percentage Imperviousness Values Land Use or Surface Characteristics Percentage Impervious Business: Commercial areas 95 Neighborhood area 85 Residential: Single-family See UDFCD Manual Multi -family (detached) 60 Multi -family (attached) 75 Half -acre lot or larger See UDFCD Manual Apartments 80 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 5 Playgrounds 10 Schools 50 Railroad yard areas 15 Undeveloped areas*: Historic flow analysis 2 Greenbelts, agricultural 2 Off (when -site land flow analysis use not defined) 45 Streets: Paved 100 Gravel 40 Recycled asphalt 75 Drives and walks 90 Roofs 90 Obtained from the runoff chapter of the UDFCD Manual (Volume 1), Table RO-3 5.5.2 CUHP Method The CUHP model is based on the unit hydrograph principle. It was developed by the UDFCD for use in the urban areas around Denver and Boulder. Portions of Southern Weld County fall within the area for which the CUHP parameters have been calibrated (see Figures RA -1 through RA -12 at the end of this chapter). The most current version of the CUHP model can be downloaded from the UDFCD website under downloads. The CUHP model is generally used for basins that are larger than 160 acres. The CUHP model is not applicable in non -urban areas that are outside of the Denver metropolitan area. The USACE WELD COUNTY ENGINEERING & CONSTRUCTION CRITERIA Page 140 50 Chapter 6 Runoff Table 6-4 Runoff coefficient equations based on NRCS soil group and storm return period NRCS Storm Return Period Soil 2 -Year 5 -Year 10 -Year 25 -Year 50 -Year 100 -Year Group A CA=0891 CA=0931 CA=0941 CA=09441 CA=0951 CA=0811+ 0 154 B CB=0891 CB=0931 CB=0811+ CB=0701 CB=0591+ CB=0491+ 0 125 + 0 23 0 364 0 454 C/D Cup = 0 891 Cc/D = 0 87i Cup = 0 741 Cop = 0 641 Cc 3 = 0 541 Cup = 0 451 +0052 +02 +031 +0418 +0508 Where 1= %imperviousness (expressed as a decimal) CA= Runoff coefficient for Natui al Resources Conservation Service (NRCS) HSG A soils CB= Runoff coefficient for NRCS HSG B soils Cc/D= Runoff coefficient for NRCS HSG C and D soils The values for various catchment imperviousness and storm return periods are presented graphically in Figures 6-1 through 6-3, and are tabulated in Table 6-5 These coefficients were developed for the Denver region to work in conjunction with the time of concentration recommendations in Section 2 4 Use of these coefficients and this procedure outside of the semt-arid climate found in the Denver region may not be valid The UD-Rational Excel workbook performs all the needed calculations to find the runoff coefficient given the soil type and imperviousness and the ►eader may want to take advantage of this macro -enabled Excel workbook that is available for download from the UDFCD's website www udfcd org See Examples 7 1 and 7 2 that illustrate the Rational Method I January 2016 Urban Drainage and Flood Control District 6-9 Urban Storm Drainage Criteria Manual Volume 1 51 Streets, Inlets, & Storm Drains Chapter 7 4 a C V c 3 a 3 Z 2 Denver No. 16 Combination Inlet Interception Capacity based on depth of ponding (depth measured outside local depression) • Ponding Depth = 4" • Ponding Depth = 6" Ponding Depth = 9" ♦ Ponding Depth = 12" Ponding Depth = 18" ♦" y4e. = 0.61Q4^I sampai 1 i 4 / 1 i • , / 1 I I 9 1 • • i S I / / I • re se n seer • i� ! e l • i • • r I • / F • I / F J J / / s I I F I e I r I r fr 10 100 Sump Inlet Capacity (cfs) This value assumes inlet clogging per Section 3.2.9. Figure 7-8. Denver no. 16 interception capacity in sump 3.2.7 Other Inlets in a Sump (Not Modeled in the UDFCD-CSU Study) The hydraulic capacity of grate, curb -opening, and slotted inlets operating as weirs is expressed as: Where: Q, = C' i L„. Q, = inlet capacity (cfs) C,,. = weir discharge coefficient L,,. = weir length (ft) d = flow depth (ft). Equation 7-37 Values for C. and L,,. are presented in Table 7-8 for various inlet types. Note that the expressions given for curb -opening inlets without depression should be used for depressed curb -opening inlets if L > 12 feet. 7-24 Urban Drainage and Flood Control District January 2016 Urban Storm Drainage Criteria Manual Volume 1 Chapter 7 Streets, Inlets, & Storm Drains The hydraulic capacity of grate, curb -opening, and slotted inlets operating as orifices is expressed as Q, = C„ A0 (2gd )° 5 Equation 7-38 Where Q, = inlet capacity (cfs) Co = orifice discharge coefficient Ao= orifice area (ft2) d = characteristic depth (ft) as defined in Table 7-8 g=322ftlsec2 Values for Co and A0 are presented in Table 7-8 for different types of inlets Combination inlets are commonly used in sumps The hydraulic capacity of combination inlets in sumps depends on the type of flow and the relative lengths of the curb opening and grate For weir flow, the capacity of a combination inlet (grate length equal to the curb opening length) is equal to the capacity of the grate portion only This is because the curb opening does not add any effective length to the weir If the curb opening is longer than the grate, the capacity of the additional curb length should be added to the grate capacity For orifice flow, the capacity of the curb opening should be added to the capacity of the grate January 2016 Urban Drainage and Flood Control District 7-25 Urban Storm Drainage Criteria Manual Volume 1 Streets, Inlets, & Storm Drains Chapter 7 Table 7-8 Sump inlet discharge variables and coefficients (Modified From Akan and Houghtalen 2002) Inlet Type C. L,v' Weir Equation Valid For Definitions of Terms Grate Inlet 3 00 L + 2W d <1 79(Ao/Lw) L= Length of grate (ft) W= Width of grate (ft) d= Depth of water over grate (ft) A0 = Clear opening area2 (ft2) Curb -opening Inlet 3 00 L d < h L= Length of curb opening (ft) h= Height of curb opening (ft) d = d, — (h/2) (ft) d,= Depth of water at curb opening (ft) Depressed Curb Opening Inlet' 2 30 L + 1 8W d <(h + a) W = Lateral width of depression (ft) a = Depth of curb depression (ft) Slotted Inlets 2 48 L d < 0 2 ft L = Length of slot (ft) d= Depth at curb (ft) 1 The weir length should be reduced where clogging is expected 2 Ratio of clear opening area to total area is 0 8 for P-1-7/8-4 and reticuline grates, 0 9 for P-1- 7/8 and 0 6 for P-1-1/8 grates Curved vane and tilt bar grates are not recommended at sump locations unless in combination with curb openings 3 If L > 12 ft, use the expressions for curb -opening inlets without depression Co A04 Orifice Equation Definition of Terms Valid for Grate Inlet 0 67 Clear opening areas d> 1 79(A0 /L„) d= Depth of water over grate (ft) Curb -opening Inlet (depressed or undepressed, horizontal orifice throat6) 0 67 (h)(L) d,> 1 4h d= d,- (h/2) (ft) d,= Depth of water at curb opening (ft) h = Height of curb opening (ft) Slotted Inlet 0 80 (L)(W) d> 0 40 ft L = Length of slot (ft) W= Width of slot (ft) d= Depth of water over slot (ft) 4 The orifice area should be reduced where clogging is expected s The ratio of clear opening area to total area is 0 8 for P-1-7/8-4 and reticuline grates, 0 9 for P- 1-7/8 and 0 6 for P-1-1/8 grates Curved vane and tilt bar grates are not recommended at sump locations unless in combination with curb openings 6 See Figure 7-12 for other types of throats 7-26 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 January 2016 NF NORTHERN ENGINEERING MAP POCKET DR1-DRAINAGE EXHIBIT NorthernEngineering.com 1/ 970.221.4158 b 3 ii Ii f; ' 1 • ♦ \ • • - - A A . - • 5- • 5- • • • • . • • • • • • • • • • • aaaMlb • Developed Hydrology Summary for Brighton Self Storage Design Point Up -stream Basin Total Area (acre) Runoff Cpefficient Develped Flow (cfs) C10 C100 Q10 4100 1 D1 2.05 0.75 0.84 4.68 9.89 2 D2 1.26 0.35 0.52 1.38 3.87 3 D3 0.44 0.90 0.94 1.85 3.65 4 D4 0.52 0.90 0.94 2.19 4.31 5 O5 0.44 0.91 0.94 1.87 3.65 6 D6 0.43 0.91 0.94 1.83 4.18 7 O7 0.37 0.91 0.94 1.58 3.07 8 D8 0.46 0.91 0.94 1.96 4.29 9 D9 0.69 0.90 0.94 2.91 5.72 1 0 D10 0.48 0.90 0.94 2.02 4.57 i1 D11 1.43 0.76 0.85 5.09 13.61 12 D12 1.24 0.21 0.52 0.73 3.40 . ems . • \ • . • • • • • • • \ \ \ km. \ • / / / • �L / / f/ / / /n • • / // / / - 1 / / / / / a MIMED • / • • r • 5' • is 5' . • . • • • 1 • -r-- 1 / / s0 O NORTH 50 '00 150rnI ( IN FEET ) 1 /1cn - 50 II LEGEND: PROPOSED STORM SEWER PROPOSED UNDERDRA(N PROPOSED INLEI PROPOSED CONTOUR (MISTING CON LOUR PROPOSED SWALE PROPOSED CURS dc GUTTER FLOOD HAZARD LIMITS PROPERTY BOUNDARY OE904 PLAN TIOW ARROW DRAINAGE BASIN LABEL HISTORIC DRAINAGE BASIN BOUNDARY DEVELOPED DRAINAGE BASIN BOUNDARY Tu -4954 IJ L) u u t 3 I„ MSS d KIM MN A MLA YLA (AC) IN I FOR DRAINAGE REVIEW ONLY NOT FOR CONSTRUCTION II!_ 1,.1!4 J z O CD J RE r^ N • n ki D IS US K n BRIGHTON SELF STORAGE DRAINAGE EXHIBIT Sheet DR1 1 of BRIGHTON SELF STORAGE TRAFFIC IMPACT STUDY WELD COUNTY, COLORADO NOVEMBER 2017 Prepared for: Gallacher Development LLC 10465 Park Meadows Drive, #107 Lone Tree, CO 80124 Prepared by: DELICH ASSOCIATES 2272 Glen Haven Drive Loveland, CO 80538 Phone: 970-669-2061 FAX: 970-669-5034 Project # 1793 TABLE OF CONTENTS I INTRODUCTION 1 II. EXISTING CONDITIONS Land Use Streets Existing Traffic Existing Operation Pederstrian Facilities III. PROPOSED DEVELOPMENT Trip Generation Trip Distribution Background Traffic Projections Trip Assignment Signal Warrant Geometry Operation Analysis Sight Distance Analysis 2 2 2 6 6 6 7 7 7 10 10 10 10 10 18 IV. CONCLUSIONS 21 LIST OF TABLES 1 Current Peak Hour Operation 2 Trip Generation 3 Short Range (2022) Background Peak Hour Operation 4 Long Range (2035) Background Peak Hour Operation 5 Short Range (2022) Total Peak Hour Operation 6 Long Range (2030) Total Peak Hour Operation 6 7 17 19 20 20 ®��'DELICH Brighton Self Storage TIS, November 2017 �,�ASSOCIATES LIST OF FIGURES 1 Site Location 2 Existing Intersection Geometry 3 Recent Peak Hour Traffic 4 Site Plan 5 Trip Distribution 6 Short Range (2022) Background Peak Hour Traffic 7 Long Range (2035) Background Peak Hour Traffic 8 Site Generated Peak Hour Traffic 9 Short Range (2022) Total Peak Hour Traffic 10 Long Range (2035) Total Peak Hour Traffic 11 Short Range (2022) and Long Range (2035) Geometry APPENDICES A Existing Peak Hour Counts B Current Peak Hour Operation/Level of Service Descriptions C Short Range (2022) Background Peak Hour Operation D Long Range (2035) Background Peak Hour Operation E Short Range (2022) Total Peak Hour Operation F Long Range (2035) Total Peak Hour Operation 3 4 5 8 9 11 12 13 14 15 16 JiI - DELICH r--1—ASSOCIATES Brighton Self Storage TIS, November 2017 / I. INTRODUCTION This traffic impact study (TIS) addresses the capacity, geometric, and control requirements at and near the proposed Brighton Self Storage The proposed Brighton Self Storage site is located north of (adjacent to) Weld' County Road 2 MCR2) and east of Weld County Road 19 (WCR19) in Weld County, Colorado During the course of the analysis, numerous contacts were made with the project developer (Gallacher Development LLC), the project engineering consultant (Northern Engineering), and the Weld County Public Works Staff This traffic impact study generally conforms with the "Weld County Traffic Impact Study Requirements Checklist " The study involved the following steps Collect physical, traffic, and development data, Perform trip generation, trip distribution, and trip assignment, Determine daily and peak hour traffic volumes, Conduct capacity and operational level of service analyses on key intersections, Analyze signal warrants, Evaluate geometric requirements _r_,..,,, g ASSOCIATES Brighton Self Storage TIS, November 2017 Page 1 II. EXISTING CONDITIONS The location of the Brighton Self Storage site is shown in Figure 1. It is important that a thorough understanding of the existing conditions be presented. Access to the site will be made via one full -movement access to/from WCR2. Land Use Land uses in the area are primarily vacant (agriculture) or residential. There are residential land uses to the south of the site. Streets The primary streets near the Brighton Self Storage site are WCR2, WCR19. and Yosemite Street. Figure 2 shows the existing intersection geometry at the WCR2/ WCR19 and WCR2/Yosemite intersections. Weld County Road 2 is south of (adjacent to) the proposed Brighton Self Storage site. It is an east -west street classified as an arterial on the Weld County Functional Classification Map (a minor arterial on the Brighton Build -out Thoroughfare Plan). Currently, WCR2 has a rural two-lane cross section (no center lane) in this area. At the WCR2/WCR19 and WCR2/Yosemite intersections, WCR2 has all eastbound and westbound movements combined into single lanes. The WCR2/ WCR19 and WCR2/Yosemite intersections have stop sign control on WCR19 and Yosemite Street, respectively. The posted speed on WCR2 is 45 mph in this area. Weld County Road 19 is west of the proposed Brighton Self Storage site. It is a north -south street classified as an arterial on the Weld County Functional Classification Map (a minor arterial street on the Brighton Build -out Thoroughfare Plan). Currently, WCR19 has a rural two-lane cross section (no center lane) in this area. At the WCR2/WCR19 intersection, WCR19 has southbound left and right turns combined in a single lane. The posted speed on WCR19 is 55 mph in this area. Yosemite Street is southwest of the proposed Brighton Self Storage site. It is in Adams County. It is a north -south street classified as a collector street on the Brighton Build -out Thoroughfare Plan. Currently, Yosemite Street has a rural two-lane cross section (no center lane) in this area and has a gravel road surface. At the WCR2/Yosemite intersection, Yosemite Street has northbound left and right turns combined in a single lane. The posted speed on Yosemite Street is 45 mph in this area. Existing Traffic Recent morning and afternoon peak hour traffic volumes at WCR2/WCR19 and WCR2/Yosemite intersections are shown in Figure 3. The peak hour traffic counts at the WCR2/WCR19 and WCR2/Yosemite intersections were obtained in October 2017. Raw traffic count data are provided in Appendix A. —d! LDELICH rA55OC1ATES Brighton Self Storage TIS. November 2017 Page 2 SCALE 1"=3000' SITE LOCATION Figure 1 --1 1--DELICH [-ASSOCIATES Brighton Self Storage TIS. November 2017 Page 3 N - Denotes Lane EXISTING INTERSECTION GEOMETRY Figure 2 -J'�-DELICH -1-,.. - .....� � / c -ASSOCIATES Brighton Self Storage TN. November 2017 Page 4 N orsc U o r CO CO O N N N 17/52 114/240 15/23 • 198/152 130/261 i 6/13 AM/PM ►-- 211/169 r- 1/4 a) E a) cn O >- N- CN CO WCR2 RECENT PEAK HOUR TRAFFIC Figure 3 silL-DELICH A-71 c -ASSOCIATES Brighton Self Storage TIS November 2017 Page 5 Existing Operation The WCR2/WCR19 and WCR2/Yosemite intersections were evaluated using unsignalized intersection techniques provided in the 2010 Highway Capacity Manual. Using the morning and afternoon peak hour traffic shown in Figure 3, the peak hour operation is shown in Table 1. Calculation forms are provided in Appendix B. The WCR2/WCR19 and WCR2/Yosemite intersections are currently operating acceptably with existing control and geometry in the morning and afternoon peak hours. A description of level of service for unsignalized intersections from the 2010 Highway Capacity Manual is also provided in Appendix B. Acceptable operation is defined as level of service (LOS) D or better. It is important to note that, based on the existing traffic volumes, an eastbound left -turn deceleration lane is currently warranted at the WCR2/WCR19 intersection. Pedestrian Facilities There are no sidewalks along WCR2, WCR19, or Yosemite Street. TABLE 1 Current Peak Hour Operation Intersection Movement AM PM LOS I Delay (secs) LOS Delay (secs) WCR2/WCR19 (stop sign) SB LT/RT B 10.7 B 11.7 EB LT/T A 7.8 A 7.7 WCR2/Yosemite (stop sign) NB LT/RT A 9.8 B 10.8 WB LT/T A 7.5 A 7.9 L--DELICH rAS5OC1ATE5 Brighton Self Storage TIS. November 2017 Page 6 III. PROPOSED DEVELOPMENT The proposed Brighton Self Storage is proposed as 77,972 square feet of self - storage and 1 43 acres of outdoor storage of vehicles, boats, campers/trailers, etc Figure 4 shows a site plan of the Brighton Self Storage site The short range analysis (Year 2022) and long range analysis (Year 2035) includes development of the Brighton Self Storage site and an appropriate increase in background traffic due to normal growth and other potential developments in the area Trip Generation Trip generation is important in considering the impact of a development such as this upon the existing and proposed street system Trip generation for Mini -Warehouse (Code 151) in Trip Generation, 9th Edition, ITE was used to estimate the trips that would be generated by the proposed Brighton Self Storage The self storage portion used floor area as the trip generation variable The outdoor storage portion used acres as the trip generation variable A trip is defined as a one-way vehicle movement from origin to destination Table 2 shows the expected trip generation on a daily and peak hour basis The trip generation of the Brighton Self Storage development resulted in 244 daily trip ends, 15 morning trip ends, and 26 afternoon peak hour trip ends TABLE 2 Trip Generation - z , Code a e, {�"-- ' r . ca,= : tUse `N ' __. '.• -,rt� , G , ` ;e $IZ 4a-*, ' wAWDTE�i f1 ' j r ^ �--_ ;AM _Peak Houk=+, t ,v At � r%,: yPMPeak Houra Tt ,, Rate i;' jTrips $„Rate;' ; ``'Iny?, 1,RateF *:Out ;1- Rate"- iniv .Rate ;�'Outt 151 Warehouse ni-7KSF2 7 97 2 50 194 0 08 6 0 06 5 013 10 013 10 151 Outdoor Storage Area 143 Acres 35 43 50 1 16 - 2 142 2 1 78 3 1 78 3 Total 244 8 7 13 13 Trip Distribution Trip distribution for the Brighton Self Storage site was based on existing/future travel patterns, land uses in the area, consideration of trip attractions/productions in the area, and engineering judgment Figure 5 shows the trip distribution for the short range (2022) and long range (2035) analysis futures /`DELICH ,ASSOCIATES Brighton Self Storage TIS, November 2017 Page 7 (STING RCEL ►UNDARY NG CRUSHED RETE TRACK 3 E I) ED ASPHALT HESS DRIVE S N T 4) EHICLE NTROL R80' )POSED 3P SIGN N /c2 FUTURE LOT LINE IF ADDITIONAL DEVELOPMENT OCCURS airy PROPOSED SEPTIC AREA (APPROXIMATE) i 24' • / PROPOSED ALUMINUM SPEAR —TOP FENCE >/ 1 t 3 PROPOSED FIRE HYDRANT i 24' / 295 9'. TYP 19' PROPOSED PARKING AREA 5 —STANDARD 1 - A,DA. VAN ACCESIBLE -- 3' i G EMERGENCY OVERFLOW SPILLWAY / iv ri f'! . EXISTING OIL / / \ j t.' "aNK BATTERY EXTENDED DETENTION BASIN NO BUILD OR STORAGE AREA 1.24 ACRES (54,056 SQ. FT) WQCV REQ.=9,267 CF (0.21 AC -FT) DETENTION REQ.=87,794 CF (2.02 AC -FT) EDGE OF CRUSHED ASPHALT \ OU DOO STORAG A' EA 1.43 ACRES (62,291 SQ. FT) Q.3 O_VER\-SI4 SPACES %%S%% AUTOMATED GATE WITH KEYPAD ENTRY AAA OFFICE 10' WATERLINE EASEMENT -Re.FtEC. NO. 273670t. tfr-- ,C c L zoo• EXISTING 1-BARBWIRE FENCE EXISTING (TO BE REMOVED) \-- GRAVEL - - •- ACCESS SITE PLAN STORAGE AREA 3.83 ACRES (166,835 SQ. FT x A WCR 2 (E. 168TH AVE.) (ROW IS NOT WELD COUNTY MA NTAINEDI 1 s mass te 50' RIGHT OF WAY / AGREEMENT REC. NO. 1/859588 XISTING WIRE FENCE O BE REMOVED) 26 RIGHT OF N AGREEMEN1 REC. NO. 2018f REC. NO. 2018f 30' RIGHT OF WAY AGREEMENT RFC. NO 508584 ED ALUMINUM TOP FENCE 0HU Figure 4 .J/L.DELICH 71" Af � -ASSOCIATES Brighton Self Storage TIS. November 2017 Page 8 OWNER: ROBERT L FAMILY TF EXISTING OIL & GAS ACCESS ROAD SCALE: 1"=600' TRIP DISTRIBUTION Figure 5 -1/1DELICH -7/ � -ASSOCIATES Brighton Self Storage TIS. November 2017 Page 9 Background Traffic Projections Figures 6 and 7 show the respective short range (2022) and long range (2035) background traffic projections. The growth rate for State Highway 7 (one mile south) is approximately 2.4 percent per year. Therefore. this same rate increase was used for the streets in the vicinity of the Brighton Self Storage site. Trip Assignment Trip assignment is how the generated and distributed trips are expected to be loaded on the street system. The assigned trips are the resultant of the trip distribution process. Figure 8 shows the site generated peak hour traffic assignment. Figures 9 and 10 show the respective short range (2022) and long range (2035) total (site plus background) peak hour traffic assignment. Signal Warrant As a matter of policy, traffic signals are not installed at any location unless warrants are met according to the Manual on Uniform Traffic Control Devices. The WCR2/WCR19 and WCR2/Yosemite intersections do not meet the peak hour signal warrants. The WCR2/Site Access intersection will not be signalized. Geometry Figure 11 shows a schematic of the short range (2022) and long range (2035) geometry at the WCR2/WCR19, WCR2/Yosemite, and WCR2/Site Access intersections. No auxiliary lanes will be required at the WCR2/Site Access intersection. The auxiliary lane analyses, with regard to the WCR2/WCR19 and WCR2/Yosemite intersections, are provided for informational purposes only. It is important to note that, based on the existing traffic volumes, an eastbound left -turn deceleration lane is currently warranted at the WCR2/WCR19 intersection. In addition to this. a westbound right -turn deceleration lane will be required with the short range (2022) and long range (2040) background traffic. Therefore.. these auxiliary lanes are not the responsibility of the Brighton Self Storage development. Operation Analysis Capacity analyses were performed at the WCR2/WCR19, WCR2/Yosemite, and WCR2/Site Access intersections. The operations analyses were conducted for the short range and long range futures, reflecting year 2022 and 2035 conditions, respectively. Using the traffic volumes shown in Figure 6, the WCR2/WCR19 and WCR2/ Yosemite intersections operate in the short range (2022) background traffic future as indicated in Table 3. Calculation forms for these analyses are provided in Appendix C. Sin LDELICH � if ,—ASSOCIATES Brighton Self Storage TIS, November 2017 Page 10 N rn U M N N .600) co M N 17/26 221/170 19/58 -1 128/269 -- 146/292 - 7/15 - AM/PM 0 E G7 C13 O } 236/189 1/5 co N SHORT RANGE (2022) BACKGROUND PEAK HOUR TRAFFIC WCR2 Figure 6 -.�J'�DELICH ASSOCIATES Brighton Self Storage TIS, November 2017 Page 11 N al C co O) d' mi- cy) N N CO Ni 24/74 163/344 -� \______ 21/33 � 284/218 186/374 9/19 --\ AM/PM � 302/242 /---- 2/6 a) ci)E a) O >- 0) O co WCR2 LONG RANGE (2035) BACKGROUND PEAK HOUR TRAFFIC Figure 7 --//L_DELICH � � [=ASSOCIATES Brighton Self Storage TIS. November 2017 Page 12 N a, U L, 4/6 — 5/7 ao Ln 4/7 M r- 0/1 0 a) E a) O >- AM/PM 5/8 Site Access 3/5 WCR2 SITE GENERATED PEAK HOUR TRAFFIC Figure 8 L--DELICH 1 -ASSOCIATES Brighton Self Storage TIS. November 2017 Page 13 rn U M N AO) 18/27 224/176 co ®— 240/196 f1/6 dorJ Site Access 3/5 237/194 19/58 —1 132/275 —N.- 151/299 -BD- 7/15 (1) r 5/8 —1 a) 149/300 --Bs.-- co * E N O } AM/PM SHORT RANGE (2022) TOTAL PEAK HOUR TRAFFIC WCR2 Figure 9 �/-DELICH ,,°&ASSOCIATES Brighton Self Storage TIS, November 2017 Page 14 N CO o o N CO 24/74 167/350 22/34 287/224 191/381 9/19 N? 0) a) F U) O >- co 306/249 2/7 5/8 190/384 AM/PM LONG RANGE (2035) TOTAL PEAK HOUR TRAFFIC Site Access \_ 3/5 � 304/248 WCR2 Figure 10 -mss LDELICH -7 ,41 cASSOCIATES Brighton Self Storage TIS. November 2017 Page 15 N - Denotes Lane SHORT RANGE (2022) AND LONG RANGE (2035) GEOMETRY Figure 11 -�/ L-DELICH Af 1 -ASSOCIATES Brighton Self Storage TIS. November 2017 Page 16 Short TABLE Range (2022) Background 3 Peak Hour Operation Intersection Movement AM PM LOS Delay (secs) LOS F Delay (secs) WCR2/WCR19 (stop sign with SB LT/RT B 11.5 B 12.4 existing geometry) EB LT/T A 7.8 A 7.8 WCR2/WCR19 (stop sign with SB LT/RT B 11.1 B 12.2 A 7.8 A 7.7 required geometry) EB LT WCR2/Yosemite NB LT/RT B 10.0 , B 11.2 (stop sign) WB LT/T A 7.6 A 7.9 -��I--DELICH rASSOC1ATES Brighton Self Storage TN, November 2017 Page 17 The key intersections will operate acceptably with the existing control and geometry. The operation of the WCR2/WCR19 intersection with the required westbound left -turn deceleration lane and eastbound right -turn deceleration lane is also shown in Table 3. The change in the calculated delay is negligible with the required geometry. Using the traffic volumes shown in Figure 7, the WCR2/WCR19 and WCR2/Yosemite intersections operate in the long range (2035) background traffic future as indicated in Table 4. Calculation forms for these analyses are provided in Appendix D. The key intersections will operate acceptably with the existing control and required geometry. Using the traffic volumes shown in Figure 9. the WCR2/WCR19. WCR2/Yosemite, and WCR2/Site Access intersections operate in the short range (2022) total traffic future as indicated in Table 5. Calculation forms for these analyses are provided in Appendix E. The key intersections will operate acceptably with the existing control and geometry. The operation of the WCR2/WCR19 intersection with the required westbound left -turn deceleration lane and eastbound right -turn deceleration lane is also shown in Table 5. The change in the calculated delay is negligible with the required geometry. Using the traffic volumes shown in Figure 10, the WCR2/WCR19, WCR2/ Yosemite, and WCR2/Site Access intersections operate in the long range (2035) total traffic future as indicated in Table 6. Calculation forms for these analyses are provided in Appendix F. The key intersections operate acceptably with existing control and required geometry in the morning and afternoon peak hours. Sight Distance Analysis At the posted speed of 45 mph on WCR2, the sight distance at the site access should be at least 400 feet in either direction. The measured sight distance, both east and west of the site access, is greater than 1000 feet. Therefore, the intersection sight distance is adequate. san I -DELICH Brighton Self Storage TIS. November 2017 Vr ! rASSOC1ATES Page 18 TABLE 4 Long Range (2035) Background Peak Hour Operation 4ty'>'` ` C�- < <a' ' y , ,;4.,,:',,X, �y (ip "j� 0 1i f Ft -'iii" Intersection 4 �9a fi ;'� `�, "" `i-•�'�* * rV --- z''s ;�`�".r - b.{..s ��ovemnt ' ?; " -4 �f-'',fir }�M_ 'T -ice �s F'`r �k �r�1+• Y �K t - ✓� _ F.P,iVI zs �WM �� F� �'= f s��i.-�T`.• ; ;.Cir'�,b,' LOS D`elajr,(secs i ;,LOSf 'tDelay(sec ) WCR2M/CR19 (stop sign with required geometry) SB LT/RT B 11 8 - B 14 3 EB LT A 7 9 A 7 9 WCR2/Yosemite NB LT/RT B 10 5 B 12 3 (stop sign) WB LT/T A 7 6 A 8 2 1 - DELICH j � -ASSOCIATES Brighton Self Storage TIS, November 2017 Page 19 Short Range TABLE (2022) Total 5 Peak Hour Operation Intersection Movement AM PM LOS Delay (secs) LOS Delay (secs) WCR2/WCR (stop existing sign geometry) with 19 SB LT/RT B 11.3 B 12.6 A 7.8 A 7.8 EB LT/T WCR2/WCR (stop required sign with geometry) 19 SB LT/RT B 11.2 B 12.4 EB LT A 7.8 A 7.7 WCR2/Yosemite (stop sign) NB LT/RT B 10.0 B 11.2 WB LT/T A 7.6 A 8.0 WCR2/Site (stop sign) Access SB LT/RT B 10.4 B 10.6 EB LT/T A 7.8 A 7.7 Long TABLE Range (2035) Total 6 Peak Hour Operation Intersection Movement AM PM LOS Delay (secs) LOS Delay (secs) WCR2/WCR (stop required sign with geometry) 19 B 11.9 B 14.5 SB LT/RT EB LT A 7.9 A 7.9 WCR2/Yosemite (stop sign) NB LT/RT B 10.6 B 12.3 A 7.7 A 8.2 WB LT/T WCR2/Site (stop sign) Access SB LT/RT B 11.0 B 11.4 EB LT/T A 7.9 A 7.8 laDELICH -7 if rASSOC1ATES Brighton Self Storage TIS. November 2017 Page 20 IV. CONCLUSIONS This study assessed the impacts of the Brighton Self Storage on the street system in the vicinity of the proposed development in the short range (2022) and long range (2035) futures. As a result of this analysis, the following is concluded: The development of the Brighton Self Storage site is feasible from a traffic engineering standpoint. At full development, the Brighton Self Storage will generate approximately 244 daily trip ends, 15 morning trip ends.. and 26 afternoon peak hour trip ends. - Current operation at the WCR2/WCR19 and WCR2/Yosemite intersections is acceptable with existing control and geometry. It is important to note that, based on the existing traffic volumes, an eastbound left -turn deceleration lane is currently warranted at the WCR2/WCR19 intersection. - The short range (2022) and long range (2035) geometry is shown in Figure 11. No auxiliary lanes will be required at the WCR2/Site Access intersection. The auxiliary lane analyses, with regard to the WCR2/WCR19 and WCR2/Yosemite intersections, are provided for informational purposes only. It is important to note that, based on the existing traffic volumes, an eastbound left -turn deceleration lane is currently warranted at the WCR2/WCR19 intersection. In addition to this, a westbound right -turn deceleration lane will be required with the short range (2022) and long range (2040) background traffic. Any auxiliary lanes at the WCR2/WCR19 intersection are not the responsibility of the Brighton Self Storage development. In the short range (2022) future, given development of the Brighton Self Storage site and an increase in background traffic, the WCR2/WCR19, WCR2/Yosemite, and WCR2/Site Access intersections will operate acceptably with existing control and geometry. In the long range (2035) future, given development of the Brighton Self Storage and an increase in background traffic, the WCR2/WCR19, WCR2/Yosemite. and WCR2/Site Access intersections will operate acceptably with existing control and required geometry. There is adequate sight distance along WCR2 at the WCR2/Site Access intersection. DELICH I -=-ASSOCIATES Brighton Self Storage TIS. November 2017 Page 21 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone (970) 669-2061 TABULAR SUMMARY OF VEHICLE COUNTS Date 10/25/2017 Observer Vickie Day Wednesday Jurisdiction Weld County R = right turn S = straight L = left turn Intersection. WCR21WCR19 Time Begins Northbound Southbound WCR19 Total north/south Eastbound WCR2 Westbound WCR2 Total east/west Total All L S R Total L S R Total L S R Total L S R Total 7 00 r 0,-4,,,,,, - 2 4 ;A, ,4ti, ,0i;ux,L 6 5 23 -Ar-F28;4,y 35 6 +�`,W410-.1.1I7, 69 M,V,.7175,re,4 715 r `O psi ' _ 6 9 44t1 k 3 ' `,e 15 6 29 g41 -445:41V1 56 5 fC,ef61r& 96 FATF,14,1A1 7 30 0M1 7 3 j0 u 10 4 28 l2 -a 4 51 5 x -(56t 88 98 7 45 jIi=0Me 3 2 "`5Ail; 5 4 25 ia�29' 4 46 4 Vail 607:1A. 79 '8"4=4,- 8 00 orii,one.6 6 ,a,432 4 12 3 32 l f 35717.-V 45 1 M.":71405,-10 ,- 81 ' i 9311`. , } 8 15 z�v r #r,CPI; ; 0 3 4'''49,-;711-,.; 3 3 19 `?T+22 ,-"Z 57 4 i' `461=x,' 83 »r ;8-671 =,x' 8 30 P-fi'- '.0. 6,`:z 7 _ 5 L=kli'.92 ,eJ}° _' 12 6 31 37- 42 3 A `- 'F45 ? 82141-;g9:44:ffiZ 8 45 �. L0j 3 4 rj' 47'WIC 7 3 29 X32 41 2 x=43 -P.M. 75 X82 715 815 0; n d0 ,-,„0 0 720 --.0v, 0,= 42 42 "'179 ` 114'4' `; rfik 131 114,941,:1981 Alig 213 344 t 386.- PHF nla n/a n/a n/a 0 79 n/a 0 56 0 7 0 7 0 71 0 89 n/a 0 94 n/a 0 88 0 75 0 87 0 9 0 87 4 00 ra' ems_ 7 0 ,1 . 10 10 ` ':; r20 t tE 20 6 67 7 7,;73M_ii 23 0 3 23 ,4Ys' 96 Z `4116{ 415 0 8 6 #t -.14 4≥ 14 17 68 " 85: 37 7 Vilftg44ff/r4,; 129 *143) 4 30 ,Iv MP. 9 10 ' ,19' 19 11 64 ,75 'a- 37 8 4-ai'4, 4,5 120 l'_,74;139 , 445 r,,N,T, 0Z14$ 'x 9 5 ,,„I,V ,14;. ,K,C, 14 9 42 `P 7`51-f 43 3 r r46'_'.ar; 97 3_ 1'L1 -, 5 00 ; 0 8 9 a„ 17,N'<<r'A 17 15 66 PY-5k 81-1 i S 35 5 ,' 40 ,<«1 121 '-•`; ' 13 r 515 $ hi 6 5 ,±43.10:2, 11 4 73 '4 s , `77„ �f�-•, 35 4 - ' 39 -, �� ;, a 116 - t �127�� 5 30 -4t4,ALI 7 8„.:-24,'zip£- 15 9 62 ]17 _ 41 8 499 120 ° 1351 545 `0 6 6 "412` 12 7 59 1-4;14, g5-9' ,,` , 37 4 '�'41 `- 107 3,',%11-91475.-i. 4 15-5 15 ,t 0',,` k :0'1' 0 0 ;=34"' " 0' ; 08-; 64 _ 64 J524,1' ; 240'„ :1791t 292 11x0 r ,A,152 ; 23; 175 467 " 14531$14 .wx PHF n/a n/a n/a n/a 0 94 n/a 0 75 0 84 0 84 0 76 0 88 nla 0 86 nla 0 88 0 72 0 95 0 91 0 93 DELICH ASSOCIATES 2272 GLEN HAVEN DRIVE LOVELAND, CO 80538 Phone (9701669.2061 TABULAR SUMMARY OF VEHICLE COUNTS R = nght turn S = straight L = left turn Date 10/25/2017 Day Wednesday Observer Vickie Jurisdiction Weld County Intersection: WCR21Yosemite Time Begins Northbound Yosemite Southbound Total north/south Eastbound WCR2 Westbound WCR2 Total east/west Total All L S R Total L S R Total L S R Total L S R Total 7 00 7 1 k 8tIZ ..,,,,1rI ,> ;l,; 8 24 1 key= 1125 " 0 34 tg-4-TatAijiriA, 59 '6761 z 715 1 1 7 .;: 02;qis,- 2 14!, 0='r :, 2 34 1 `t -..rl r35, -gr 1 60 , qJ 61 Ti -'+' 96 a S,98A,; :'.;t 7 30 1 1 ? ;`"k2t*VO. ;,V°r'._.APrElk, 2 32 3 4..M35,,Va 0 A 55 ≥t". L55A 2 90 4_,N,!-ii:92;12314 7 45 0 1 1 ,Or 1 27 1 J81 0 50 it'77MOVeg, 78 79 t 8 00 0 0 0 _ 0 37 1 ,�- , 383 - '; 0 46 t47 q''4b 84 *s 84, 8 15 1 0 2 '.;;:j44,3*5k M0 �� 1 31 0 !,,,•1„...,7_141":4W,1 3 0 60 a ,1'60,=. 91 3r-- 92 >f 8 30 1 1 r"47,:2i;,Pg K,—:: 0 - = 2 31 2 v, y 33`41 k 1 44 *r` 5'4,it 78 80'ut. 8 45 1 1 - ?'— 0s A r 2 30 I 2 " 32 1 42 k` 43 75 n k -= ilniat 715 815 2 z ,t00 ;IV 5 nrIlt, '0S' ve0 0 5 V '0 X1301 AM 136 ' t, ,•2 filfrg 212 348 353 PHF 0 5 n/a 0 75 0 63 n/a n/a n/a n/a 0 63 n/a 0 88 0 5 0 89 0 25 0 88 n/a 0 87 0 91 0 9 4 00 0 1 Gi sr11k .--:;7,0, ,,,: 1 73 4 Y 77 :a? 1 23 " 1'24 t' = 101 ; 5 » 102 •S w 415 2 2 -4 s0 0PpP� 4 73 3 76 . 1 42 1 43 119 'MO 4 30 1 2 e: . ' r 0 ' , 3 69 , 4 - Qa'; 1 44 CI -117;14 -45 -MO 118 MAI21 445 1 2 gF, 'g0,d -2 3 47 4 t`#t51 t# 1 45 P, 46.,`, 97 :; k100Y-*s 5 00 2 1 -� °4.3 Bv'',` �r.�lt� - �`� 7- '.ra`��axsQ`�t'�� 4 3 72 2 t a�,r'� 741 .� 1 38 �i`�9"� 113 �'- ,��;1.1,6„ E� 515 3 0 ` ' t. 3,2, ,f �' , ,rz,04"t , ,t 3 77 2 1.7'r79‘r 1 36 ,�; ,ct h' 37,1 - a', ' 116 ,-4i1-19W .11 5 30 2 1 is 3 4 -if--0s 4 3 67 2 5-,21069--p r, 1 47 J.I.Uilli, 117 `c" 120A ' 5 45 1 1 Mitla- O s3 2 63 1 44P-tasTi sf 0 39 " 39 4 103 X 105°xm, 4 15-5 15 ,',.;t64,: ;40r2 ftAT k, 13 Kr, 00 X 0,5*, 0 13 -„dc ,2611` X1.3-,` 274 ,4,a ' .1692 Re';,.; 173 447 .460 PHF 0 75 nla 0 88 0 81 nla n/a n/a n/a 0 81 n/a 0 89 0 81 0 9 1 0 94 n/a 0 94 0 94 0 93 HCM 2010 TWSC Recent AM 3: WCR2 & WCR19 Intersection Int Delay, s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations 4 Traffic Vol, veh/h 17 114 Future Vol. veh/h 17 114 Conflicting Peds, #/hr 0 0 Sign Control Free Free RT Channelized - None Storage Length - Veh in Median Storage. # - 0 Grade. % - 0 Peak Hour Factor 87 87 Heavy Vehicles, % 2 2 Mvmt Flow 20 131 Ma or/Minor 198 15 22 20 198 15 22 20 0 0 0 0 Free Free Stop Stop - None - None Major1 Ma - - 0 0 - 0 0 - 0 87 87 87 87 2 2 2 2 228 17 25 23 or2 Minor2 Conflicting Flow All 245 0 Stage 1 - Stage 2 - Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1321 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1321 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB 0 406 236 236 - 170 - 6.42 6.22 5.42 5.42 3.518 3.318 601 803 803 860 591 803 - 591 803 846 WB SB HCM Control Delay, s 1 0 10.7 HCM LOS B Minor Lane/Ma or Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1321 - - - 676 HCM Lane V/C Ratio 0.015 - - - 0.071 HCM Control Delay (s) 7.8 0 - - 10.7 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0.2 Brighton Self Storage 11/08/2017 Synchro 9 Light Report Delich Associates recent am.syn HCM 2010 TWSC Recent PM 3: WC R 2 & WC R 19 Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol. veh/h Future Vol, veh/h Conflicting Peds. #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow 4 52 240 52 240 0 0 Free Free - None Ma'or/Minor Ma - 0 - 0 93 93 2 2 56 258 or1 1+ 152 23 34 30 152 23 34 30 0 0 0 0 Free Free Stop Stop - None - None Ma 0 - 0 - 0 - 0 - 93 93 93 93 2 2 2 2 163 25 37 32 or2 Minor2 Conflicting Flow All 188 0 Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 - Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1386 Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver 1386 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB 0 546 176 176 370 6.42 6.22 5.42 5.42 - 3.518 3.318 - 499 867 855 699 - 476 867 476 - 855 - 666 WB SB HCM Control Delay. s 1.4 0 11.7 HCM LOS B Minor Lane/Mator Mvmt EBL EBT WBT WBR SBLr 1 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1386 - - - 6C4 0.04 - - - 0.114 7.7 0 - - 11 7 A A - - B 0.1 - - - 0.4 Brighton Self Storage 11/08/2017 Synchro 9 Light Report Delich Associates recent pm.syn HCM 2010 TWSC Recent AM 5: Yosemite & WCR2 Intersection Int Delay. s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1 4 tirf Traffic Vol. veh/h 130 6 1 211 2 3 Future Vol. veh/h 130 6 1 211 2 3 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage. # 0 - 0 0 - Grade, % 0 - - 0 0 - Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 144 7 1 234 2 3 Motor/Minor Major1 Ma or2 Minor/ Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 151 0 Approach EB 4.12 2.218 1430 1430 385 148 148 237 6.42 6.22 5.42 5.42 3.518 3.318 618 899 880 802 617 899 617 880 801 WB NB HCM Control Delay. s 0 0 9.8 HCM LOS A Minor Lane/Ma:or Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 760 - - 1430 - HCM Lane V/C Ratio 0.007 - - 0.001 - HCM Control Delay (s) 9.8 - - 7.5 0 HCM Lane LOS A - - A A HCM 95th %tile Q(veh) 0 - - 0 - Brighton Self Storage 11/08/2017 Synchro 9 Light Report Delich Associates recent am.syn HCM 2010 TWSC Recent PM 5: Yosemite & WCR2 Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade. Peak Hour Factor Heavy Vehicles. Mvmt Flow Major/Minor 1 261 13 261 13 0 0 Free Free - None 0 0 93 93 2 2 281 14 Major1 4 4 169 4 169 0 0 Free Free - None Ma 93 2 4 cr2 0 0 93 2 182 6 7 6 7 0 Stop 0 0 0 93 2 6 Minor1 0 Stop None 93 2 8 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 0 0 MEI EB 295 0 4.12 2.218 1266 1266 \A B 478 288 288 190 6.42 6.22 5.42 5.42 3.518 3.318 546 751 761 842 544 544 761 839 NB 751 HCM Control Delay, s HCM LOS Minor Lane/Ma or Mvmt 0 0.2 NBLn1 EBT EBR WBL WET 10.8 B Capacity (veh/h) 639 HCM Lane V/C Ratio 0.022 HCM Control Delay (s) 10.8 HCM Lane LOS B HCM 95th %tile Q(veh) 0.1 - 1266 - - 0.003 - 7.9 0 - A A - 0 - Brighton Self Storage 11/08/2017 Synchro 9 Light Report Delich Associates recent pm.syn UNSIGNALIZED INTERSECTIONS Level -of -Service Average Total Delay sec/veh A <10 B >10and <15 C >15and <25 D >25and <35 E >35and ≤50 F > 50 HCM 2010 TWSC Short Bkgrd AM 3: WCR2 2 & WC R 19 Intersection Int Delay, s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor 4 19 128 19 128 0 0 Free Free - None 87 2 22 Major1 0 0 87 2 147 1+ 221 17 221 17 0 0 Free Free - None 0 0 87 2 254 Major2 87 2 20 25 25 0 Stop 0 0 0 87 2 29 Minor2 22 22 0 Stop None 87 2 25 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 274 0 4.12 2.218 1289 1289 EB WB 0 455 264 - 264 - 191 - 7.12 6.22 6.12 6.12 3.518 3.318 515 775 741 811 508 775 508 727 796 SB HCM Control Delay, s HCM LOS Minor Lane/Major Mvmt 1 EBL EBT WBT WBR SBLn 1 0 11.5 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1289 0.017 7.8 0 A A 0.1 - 606 - 0.089 - 11.5 - B - 0.3 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates sb am existing geo.syn HCM 2010 TWSC Short Bkgrd PM 3: WCR2 & WCR19 Intersection Int Delay. s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow 4 58 269 58 269 0 0 Free Free - None - 0 - 0 93 93 2 2 62 289 Major/Minor Major1 1+ 170 26 38 34 170 26 38 34 0 0 0 0 Free Free Stop Stop None - None - - 0 0 - 0 0 - 0 93 93 93 93 2 2 2 2 183 28 41 37 Major2 Minor2 Conflicting Flow All 211 0 Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1360 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1360 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB 0 611 197 197 - 414 - 6.42 6.22 5.42 5.42 3.518 3.318 - 457 844 836 - 667 432 844 432 836 631 WB SB HCM Control Delay, s 1.4 0 12.4 HCM LOS B Minor Lane/Major Mvmt EBL EBT WBT WBR SBLn1 Capacity (veh/h) 1360 - - - 561 HCM Lane V/C Ratio 0.046 - - - 0.138 HCM Control Delay (s) 7.8 0 - - 12.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0.1 - - - 0.5 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates sb pm existing geo.syn HCM 2010 TWSC Short Bkgrd AM 3 : WCR2 2 & WC R 19 Required Geometry Intersection Int Delay. s/veh 1.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol; veh/h Future Vol, veh/h Conflicting Peds. #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor 19 19 0 Free 250 87 2 22 Major1 128 128 0 Free None 0 0 87 2 147 221 17 221 17 0 0 Free Free - None - 250 0 0 87 2 254 Major2 87 2 20 tritg 25 22 25 22 0 Stop 0 0 0 87 2 29 Minor2 0 Stop None 87 2 25 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 254 0 4.12 2.218 1311 AMP 1311 EB WB 0 445 254 254 - - 191 - 6.42 6.22 5.42 - 5.42 3.518 3.318 571 785 788 841 561 785 561 788 827 SB HCM Control Delay. s HCM LOS Minor Lane/Ma'or Mvmt 1 EBL EBT WBT WBR SBLn1 0 Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1311 0.017 7.8 A 0.1 - 647 - 0.083 - 11.1 - B - 0.3 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates sb am requied geo.syn HCM 2010 TWSC Short Bkgrd PM 3 : WC R 2 & WC R 19 Required Geometry Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade, % Peak Hour Factor Heavy Vehicles. % Mvmt Flow Major/Minor 58 58 0 Free 250 269 269 0 Free None - 0 - 0 93 93 2 2 62 289 Major1 170 170 0 Free 0 0 93 2 183 Major2 26 26 0 Free None 250 93 2 28 ire 38 38 34 34 0 0 Stop Stop None 0 0 0 93 2 41 Minor2 93 2 37 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 183 0 4.12 2.218 1392 1392 EB WB 0 597 183 183 - 414 - 6.42 6.22 5.42 5.42 3.518 3.318 466 859 848 667 445 859 445 848 637 SB HCM Control Delay. s HCM LOS Minor Lane/Maior Mvmt 1.4 EBL EBT WBT WBR SBLr 1 0 12.2 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1392 0.045 7.7 A 0.1 - 576 - 0.134 - 12.2 - B - 0.5 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates sb pm required geo.syn HCM 2010 TWSC Short Bkgrd AM 5: Yosemite & WCR2 Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1+ 4 Traffic Vol, veh/h 146 7 1 236 2 3 Future Vol, veh/h 146 7 1 236 2 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 Veh in Median Storage, # 0 - - 0 0 Grade. % 0 - - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 162 8 1 262 2 3 Major/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 170 0 Approach EB 4.12 2.218 1407 1407 430 166 166 264 6.42 6.22 5.42 5.42 3.518 3.318 582 878 863 780 581 878 581 863 779 WB NB HCM Control Delay. s 0 0 10 HCM LOS B Minor Lane/Ma or Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 729 - - 1407 HCM Lane V/C Ratio 0.008 - - 0.001 HCM Control Delay (s) 10 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates sb am existing geo.syn HCM 2010 TWSC Short Bkgrd PM 5: Yosemite & WCR2 Intersection Int Delay. s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1* 4 V Traffic Vol, veh/h 292 15 5 189 7 8 Future Vol, veh/h 292 15 5 189 7 8 Conflicting Peds. #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 Veh in Median Storage. # 0 - - 0 0 Grade. % 0 - - 0 0 Peak Hour Factor 93 93 93 93 93 93 Heavy Vehicles. `)/0 2 2 2 2 2 2 Mvmt Flow 314 16 5 203 8 9 Major/Minor Major1 Ma:or2 Minor1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 330 0 Approach EB 4.12 2.218 1229 129 536 322 322 214 6.42 6.22 5.42 5.42 3.518 3.318 505 719 735 822 502 719 502 735 818 WB NB HCM Control Delay. s 0 0.2 11.2 HCM LOS B Minor Lane/Manor Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 598 - - 1229 HCM Lane V/C Ratio 0.027 - 0.004 HCM Control Delay (s) 11.2 - - 7.9 0 HCM Lane LOS B - - A A HCM 95th %tile O(veh) 0.1 - - 0 - Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates sb pm existing geo.syn HCM 2010 TWSC Long Bkgrd AM 3 : WC R 2 & WCR19 19 Required Geometry Intersection Int Delay. s/veh 1.6 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol. veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade. % Peak Hour Factor Heavy Vehicles. Mvmt Flow Major/Minor 24 24 0 Free Ma 250 163 163 0 Free None 0 - 0 95 95 2 2 25 172 or1 284 284 0 Free Ma 0 0 95 2 299 or2 21 21 0 Free None 250 95 2 22 'Erg 32 29 32 29 0 Stop 0 0 0 95 2 34 Minor2 0 Stop None 95 2 31 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 - Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1262 Stage 1 Stage 2 Platoon blocked. Mov Cap -1 Maneuver 1262 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 299 0 EB WB 0 521 299 299 - 222 - 6.42 6.22 5.42 5.42 3.518 3.318 516 741 752 815 506 741 506 752 799 SB HCM Control Delay. s HCM LOS Minor Lane/Ma or Mvmt 1 EBL EBT WBT VVBRSBLn1 1 0 11.8 B Capacity (veh/h) 1262 HCM Lane V/C Ratio 0.02 HCM Control Delay (s) 7.9 HCM Lane LOS A HCM 95th %tile Q(veh) 0.1 - 596 - 0.108 - 11.8 - B - 0.4 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates lb am required geo.syn HCM 2010 TWSC Long Bkgrd PM 3: WCR2 & WCR19 Required Geometry Intersection Int Delay, s/veh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol. veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade. % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor 74 344 74 344 0 0 Free Free - None 250 95 2 78 Major1 0 0 95 2 362 218 218 0 Free Ma 0 0 95 2 229 or2 33 33 0 Free None 250 95 2 35 49 49 0 Stop 0 0 0 95 2 52 Minor2 43 43 0 Stop None 95 2 45 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 229 0 4.12 2.218 1339 1339 EB WB 0 747 229 229 518 6.42 5.42 5.42 3.518 3.318 381 810 809 598 359 359 809 563 SB 6.22 NNW One MEP 810 HCM Control Delay. s HCM LOS Minor Lane/Ma or Mvmt 1.4 EBL EBT WBT WBRSBLn1 0 14.3 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1339 0.058 7.9 A 0.2 - 485 - 0.2 - 14.3 - B - 0.7 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates lb pm required geo.syn HCM 2010 TWSC Long Bkgrd AM 5: Yosemite & WCR2 Required Geometry Intersection Int Delay, s/veh 0.2 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1+ 4 "I Traffic Vol, veh/h 186 9 2 302 3 4 Future Vol, veh/h 186 9 2 302 3 4 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 Veh in Median Storage. # 0 - - 0 0 Grade. % 0 - - 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 196 9 2 318 3 4 Major/Minor Major1 Major2 Minor/ Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 205 0 Approach EB 4.12 2.218 1366 1366 523 201 201 322 6.42 6.22 5.42 5.42 3.518 3.318 514 840 833 735 513 840 513 833 734 WB NB HCM Control Delay. s 0 0.1 10.5 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 660 - - 1366 - HCM Lane V/C Ratio 0.011 - - 0.002 HCM Control Delay (s) 10.5 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 - Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates lb am required geo.syn HCM 2010 TWSC Long Bkgrd PM 5: Yosemite & WCR2 Required Geometry Intersection Int Delay. s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 4 Traffic Vol. veh/h 374 19 6 242 9 10 Future Vol, veh/h 374 19 6 242 9 10 Conflicting Peds, #Ihr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 Veh in Median Storage, # 0 - - 0 0 Grade. % 0 - - 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 394 20 6 255 9 11 Major/Minor Major1 Major2 Minor/ Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 414 0 Approach EB 4.12 2.218 1145 1145 671 404 404 267 6.42 6.22 5.42 5.42 3.518 3.318 422 647 674 778 419 647 419 674 773 WB NB HCM Control Delay. s 0 0.2 12.3 HCM LOS B Minor Lane/Major Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 514 - - 1145 - HCM Lane V/C Ratio 0.039 - - 0.006 - HCM Control Delay (s) 12.3 - - 8.2 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0.1 - - 0 - Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates lb pm required geo.syn HCM 2010 TWSC 3: WCR2 & WCR19 Short Total AM Existing Geometry Intersection Int Delay. s/veh Movement 1.6 EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol. veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade. Peak Hour Factor Heavy Vehicles, % Mvmt Flow Ma.or/Minor 4 19 132 19 132 0 0 Free Free - None Ma - 0 - 0 87 87 2 2 22 152 or1 1+ 224 18 224 18 0 0 Free Free - None 0 0 87 2 257 Major2 87 2 21 26 26 0 Stop 0 0 0 87 2 30 Minor2 22 22 0 Stop None 87 2 25 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1285 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1285 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 278 0 EB WB 0 463 268 268 - 195 - 6.42 6.22 5.42 5.42 3.518 3.318 557 771 777 838 546 771 546 777 822 SB HCM Control Delay. s HCM LOS 1 Minor Lane/Ma:or Mvmt EBL EBT WBT WBR SBLn1 0 11.3 B Capacity (veh/h) 1285 HCM Lane V/C Ratio 0.017 HCM Control Delay (s) 7.8 0 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.1 - 630 - 0.088 - 11.3 - B - 0.3 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates st am existing geo.syn HCM 2010 TWSC Short Total PM 3 : WCR2 2 & WC R 19 Existing Geometry Intersection Int Delay, s/veh 2.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade, % Peak Hour Factor Heavy Vehicles. Mvmt Flow Ma or/Minor 58 58 0 Free 4 275 275 0 Free None 0 - 0 93 93 2 2 62 296 Major1 1+ 176 176 0 Free Ma 0 0 93 2 189 or2 27 27 0 Free None 93 2 29 39 39 0 Stop 0 0 0 93 2 42 Minor2 34 34 0 Stop None 93 2 37 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1352 Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver 1352 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach EB 218 0 Ain WB 0 624 204 204 - - 420 - - 6.42 6.22 5.42 5.42 3.518 3.318 - 449 837 - 830 663 APO • wim 424 837 424 830 627 SB HCM Control Delay. s HCM LOS 1.4 Minor Lane/Maior Mvmt EBL EBT WBT WBR SBLn1 0 12.6 B Capacity (veh/h) 1352 HCM Lane V/C Ratio 0.046 HCM Control Delay (s) 7.8 0 HCM Lane LOS A A HCM 95th %tile Q(veh) 0.1 - 551 - 0.142 - 12.6 - B - 0.5 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates st pm existing geo.syn HCM 2010 TWSC Short Total AM 3: WCR2 & WCR19 Required Geometry Intersection Int Delay, s/veh Movement 1.6 EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade. Peak Hour Factor Heavy Vehicles, % Mvmt Flow Ma'or/Minor 19 132 19 132 0 0 Free Free - None 250 - 0 - 0 87 87 2 2 22 152 Major1 t r 224 18 224 18 0 0 Free Free - None - 250 Ma 0 0 87 2 257 or2 87 2 21 26 26 0 Stop 0 0 0 87 2 30 Minor2 22 22 0 Stop None 87 2 25 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 257 0 4.12 2.218 1308 1308 EB WB 0 452 257 257 - 195 6.42 6.22 5.42 5.42 3.518 3.318 565 782 786 838 555 782 555 786 824 SB HCM Control Delay. s HCM LOS Minor Lane/Ma'or Mvmt 1 EBL EBT WBT WBRSBLn1 1 0 11.2 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1308 0.017 7.8 A 0.1 - 640 - 0.086 - 11.2 - B - 0.3 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates st am requied geo.syn HCM 2010 TWSC Short Total PM 3: WCR2 & WCR19 Required Geometry Intersection Int Delay, s/veh 2.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds. #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade. % Peak Hour Factor Heavy Vehicles, % Mvmt Flow Major/Minor t 58 275 58 275 0 0 Free Free - None 250 - - 0 - 0 93 93 2 2 62 296 Maor1 t r 176 27 176 27 0 0 Free Free - None 250 Ma 0 0 93 2 189 or2 93 2 29 39 39 0 Stop 0 0 0 93 2 42 Minor2 34 34 0 Stop None 93 2 37 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked. Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 189 0 4.12 2.218 1385 1385 EB adEt WB 0 609 189 189 420 6.42 6.22 5.42 - 5.42 - 3.518 3.318 458 853 843 663 AMP 437 853 437 843 633 SB HCM Control Delay. s HCM LOS Minor Lane/Ma or Mvmt 1.3 EBL EBT WBT WBR SBLn1 0 12.4 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1385 0.045 7.7 A 0.1 - 565 - 0.139 - 12.4 - 0.5 Brighton Self Storage 11/09/2017 Delich Associates Synchro 9 Light Report st pm requied geo.syn HCM 2010 TWSC Short Total AM 5: Yosemite & WCR2 Required Geometry Intersection Int Delay, s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1+ 4 V Traffic Vol. veh/h 151 7 1 240 2 3 Future Vol, veh/h 151 7 1 240 2 3 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 Veh in Median Storage, # 0 - - 0 0 Grade. % 0 - - 0 0 Peak Hour Factor 90 90 90 90 90 90 Heavy Vehicles, % 2 2 2 2 2 2 Mvmt Flow 168 8 1 267 2 3 Mator/Minor Ma or1 Major2 Minor1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 176 0 Approach EB 4.12 2.218 1400 1400 441 172 172 269 6.42 6.22 5.42 5.42 3.518 3.318 574 872 858 776 573 872 573 858 775 WB NB HCM Control Delay. s 0 0 10 HCM LOS B Minor Lane/Ma'or Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 721 - - 1400 HCM Lane V/C Ratio 0.008 - - 0.001 HCM Control Delay (s) 10 - - 7.6 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 - Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates st am requied geo.syn HCM 2010 TWSC Short Total PM 5: Yosemite & WC R2 Required Geometry Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds. #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Motor/Minor 1+ 299 15 299 15 0 0 Free Free None Ma 0 0 93 2 322 or1 93 2 16 4 6 196 6 196 0 0 Free Free - None 0 - 0 93 93 2 2 6 211 Ma or2 7 7 0 Stop 0 0 0 93 2 8 Minor/ 9 9 0 Stop None 93 2 10 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 0 0 MID EB 338 0 4.12 2.218 1221 1221 WB 554 330 330 - 224 - 6.42 6.22 5.42 5.42 3.518 3.318 493 712 728 813 490 712 490 728 808 NB HCM Control Delay. s HCM LOS Minor Lane/Ma'or Mvmt 0 0.2 NBLn1 EBT EBR WBL WBT 11.2 B Capacity (veh/h) 594 HCM Lane V/C Ratio 0.029 HCM Control Delay (s) 11.2 HCM Lane LOS B HCM 95th %tile Q(veh) 0.1 - 1221 - 0.005 8 0 A A 0 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates st pm requied geo,syn HCM 2010 TWSC Short Total AM 7: WCR2 & Site Access Required Geometry Intersection Int Delay. s/veh 0.3 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h 5 Future Vol. veh/h 5 Conflicting Peds, #/hr 0 Sign Control Free RT Channelized Storage Length Veh in Median Storage. # Grade. % Peak Hour Factor 90 Heavy Vehicles, `)/0 2 Mvmt Flow 6 Ma.or/Minor Ma or1 4 149 149 0 Free - None 0 0 90 2 166 1 237 237 0 Free Ma 3 3 0 Free - None 0 0 90 2 263 or2 90 2 3 3 3 0 Stop 0 0 0 90 2 3 Minor2 4 4 0 Stop None 90 2 4 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1297 Stage 1 Stage 2 Platoon blocked, Mov Cap -1 Maneuver 1297 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 267 0 EB WB 0 442 265 265 177 6.42 5.42 5.42 3.518 3.318 573 774 779 854 570 570 779 850 SB 6.22 774 HCM Control Delay. s HCM LOS 0.3 Minor Lane/Ma or Mvmt EBL EBT WBT WBR SBLn1 0 10.4 B Capacity (veh/h) 1297 - - - 671 HCM Lane V/C Ratio 0.004 - - - 0.012 HCM Control Delay (s) 7.8 0 - - 10.4 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates st am requied geo.syn HCM 2010 TWSC Short Total PM 7: WCR2 & Site Access Required Geometry Intersection Int Delay, s/veh Movement 0.4 EBL EBT WBT WBR SBL SBR Lane Configurations 4 Traffic Vol, veh/h 8 300 Future Vol, veh/h 8 300 Conflicting Peds, #/hr 0 0 Sign Control Free Free RT Channelized - None Storage Length Veh in Median Storage. # - 0 Grade. % - 0 Peak Hour Factor 93 93 Heavy Vehicles, `)/0 2 2 Mvmt Flow 9 323 Motor/Minor Major1 1+ 194 194 0 Free 5 5 0 Free - None 0 0 93 2 209 Major2 93 2 5 5 5 0 Stop 0 0 0 93 2 5 Minor2 8 8 0 Stop None 93 2 9 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1356 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1356 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 214 0 EB WB 0 551 211 211 340 - 6.42 6.22 - 5.42 - 5.42 - 3.518 3.318 495 829 824 721 491 829 491 824 715 SB HCM Control Delay. s HCM LOS 0.2 Minor Lane/Motor Mvmt EBL EBT WBT WBR SBLn1 0 10.6 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1356 0.006 7.7 0 A A 0 - 655 - 0.021 - 10.6 - 3 - 0.1 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates st pm requied geo.syn HCM 2010 TWSC 3 : WCR2 2 & WCR19 19 Long Total AM Required Geometry Intersection Int Delay. s/veh 1.7 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds. #/hr Sign Control RT Channelized Storage Length Veh in Median Storage, # Grade, % Peak Hour Factor Heavy Vehicles. % Mvmt Flow Ma or/Minor 24 167 24 167 0 0 Free Free - None 250 - 95 2 25 Major1 0 0 95 2 176 287 22 287 22 0 0 Free Free - None - 250 Ma 0 0 95 2 302 or2 95 2 23 'ter 33 33 0 Stop 0 0 0 95 2 35 Minor2 29 29 0 Stop None 95 2 31 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked. % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 302 0 4.12 2.218 1259 1259 EB WB 0 528 302 302 - 226 - 6.42 6.22 5.42 5.42 3.518 3.318 511 738 750 812 501 738 501 750 796 SB HCM Control Delay. s HCM LOS Minor Lane/Ma'or Mvmt 1 EBL EBT WBT WBRSBLn1 0 11.9 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1259 0.02 7.9 A 0.1 - 590 - 0.111 - 11.9 - B - 0.4 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates It am requied geo.syn HCM 2010 TWSC 3 : WCR2 2 & WC R 19 Long Total PM Required Geometry Intersection Int Delay, s/veh 2.5 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol. veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade, % Peak Hour Factor Heavy Vehicles, Mvmt Flow Ma'or/Minor t 74 350 74 350 0 0 Free Free - None 250 - - 0 - 0 95 95 2 2 78 368 Ma'or1 t r 224 34 224 34 0 0 Free Free - None - 250 Ma 0 0 95 2 236 or2 95 2 36 50 50 0 Stop 0 0 0 95 2 53 Minor2 43 43 0 Stop None 95 2 45 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4,12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1331 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1331 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 236 0 EB WB 0 760 236 236 524 6.42 5.42 5.42 3.518 3.318 374 803 803 594 352 352 803 559 SB 6.22 803 HCM Control Delay. s HCM LOS Minor Lane/Major Mvmt 1.4 EBL EBT WBT WBR SBLn1 0 14.5 B Capacity (veh/h) 1331 HCM Lane V/C Ratio 0.059 HCM Control Delay (s) 7.9 HCM Lane LOS A HCM 95th %tile Q(veh) 0.2 - 475 - 0.206 - 14.5 - B - 0.8 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates It pm requied geo.syn HCM 2010 TWSC 5: Yosemite & WC R2 Long Total AM Required Geometry Intersection Int Delay. s/veh 0.1 Movement EBT EBR WBL WBT NBL NBR Lane Configurations '+ 4 V Traffic Vol, veh/h 191 9 2 306 3 4 Future Vol, veh/h 191 9 2 306 3 4 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 - Veh in Median Storage, # 0 - - 0 0 Grade. % 0 - - 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles. % 2 2 2 2 2 2 Mvmt Flow 201 9 2 322 3 4 Ma:or/Minor Major1 Major2 Minor1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 211 0 Approach EB 4.12 2.218 1360 1360 532 206 206 - 326 - 6.42 6.22 5.42 - 5.42 - 3.518 3.318 508 835 829 731 507 835 507 829 730 WB NB HCM Control Delay. s 0 0 10.6 HCM LOS B Minor Lane/Mator Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) 654 - - 1360 - HCM Lane V/C Ratio 0.011 - - 0.002 - HCM Control Delay (s) 10.6 - - 7.7 0 HCM Lane LOS B - - A A HCM 95th %tile Q(veh) 0 - - 0 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates It am requied geo.syn HCM 2010 TWSC 5: Yosemite & WC R2 Long Total PM Required Geometry Intersection Int Delay, s/veh 0.4 Movement EBT EBR WBL WBT NBL NBR Lane Configurations 1+ 4 Traffic Vol, veh/h 381 19 7 249 9 11 Future Vol, veh/h 381 19 7 249 9 11 Conflicting Peds, #/hr 0 0 0 0 0 0 Sign Control Free Free Free Free Stop Stop RT Channelized - None - None - None Storage Length - - - - 0 Veh in Median Storage. # 0 - - 0 0 Grade. % 0 - - 0 0 Peak Hour Factor 95 95 95 95 95 95 Heavy Vehicles, `)/0 2 2 2 2 2 2 Mvmt Flow 401 20 7 262 9 12 Ma or/Minor Major1 Ma or2 Minor1 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy Pot Cap -1 Maneuver Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver Mov Cap -2 Maneuver Stage 1 Stage 2 0 0 421 0 Approach EB win AIM IMO 4.12 2.218 1138 1138 688 411 411 277 6.42 6.22 5.42 5.42 3.518 3.318 412 641 669 770 409 641 409 669 765 WB NB HCM Control Delay. s 0 0.2 12.3 HCM LOS B Minor Lane/Ma{or Mvmt NBLn1 EBT EBR WBL WBT Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 511 - - 1138 0.041 - - 0.006 12.3 - - 8.2 0 B - - A A 0.1 - - 0 - Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates It pm requied geo.syn HCM 2010 TWSC 7: WCR2 & Site Access Long Total AM Required Geometry Intersection Int Delay. s/veh 0.2 Movement EBL EBT WBT WBR SBL SBR Lane Configurations Traffic Vol, veh/h Future Vol, veh/h Conflicting Peds, #/hr Sign Control RT Channelized Storage Length Veh in Median Storage. # Grade, % Peak Hour Factor Heavy Vehicles, % Mvmt Flow 4 5 190 5 190 0 0 Free Free - None - 0 - 0 95 95 2 2 5 200 Maeor/Minor Major1 1+ 304 3 3 4 304 3 3 4 0 0 0 0 Free Free Stop Stop - None - None - - 0 0 - 0 0 - 0 95 95 95 95 2 2 2 2 320 3 3 4 Major2 Minor2 Conflicting Flow All 323 0 Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1237 Stage 1 Stage 2 Platoon blocked, % Mov Cap -1 Maneuver 1237 Mov Cap -2 Maneuver Stage 1 Stage 2 Ion Approach EB 0 533 322 322 - 211 - 6.42 6.22 5.42 5.42 3.518 3.318 - 507 719 735 824 504 719 504 735 820 VVB SB HCM Control Delay. s 0.2 HCM LOS Minor Lane/Ma or Mvmt EBL EBT WBT WBRSBLn1 1 0 11 B Capacity (veh/h) 1237 - - - 608 HCM Lane V/C Ratio 0.004 - - - 0.012 HCM Control Delay (s) 7.9 0 - - 11 HCM Lane LOS A A - - B HCM 95th %tile Q(veh) 0 - - - 0 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates It am requied geo.syn HCM 2010 TWSC 7: WCR2 & Site Access Long Total PM Required Geometry Intersection Int Delay, s/veh Movement 0.3 EBL EBT WBT WBR SBL SBR Lane Configurations 4' Traffic Vol. veh/h 8 384 Future Vol, veh/h 8 384 Conflicting Peds, #/hr 0 0 Sign Control Free Free RT Channelized - None Storage Length Veh in Median Storage. # - 0 Grade. % - 0 Peak Hour Factor 95 95 Heavy Vehicles, % 2 2 Mvmt Flow 8 404 Ma or/Minor • Ma oral 1+ 248 5 248 5 0 0 Free Free - None Ma 0 0 95 95 2 2 261 5 or2 tic 5 5 0 Stop 0 0 0 95 2 5 Minor2 8 8 0 Stop None • 95 2 8 Conflicting Flow All Stage 1 Stage 2 Critical Hdwy 4.12 Critical Hdwy Stg 1 Critical Hdwy Stg 2 Follow-up Hdwy 2.218 Pot Cap -1 Maneuver 1298 Stage 1 Stage 2 Platoon blocked, Mov Cap -1 Maneuver 1298 Mov Cap -2 Maneuver Stage 1 Stage 2 Approach 266 0 EB WB 0 685 264 264 - 421 - 6.42 6.22 5.42 5.42 3.518 3.318 414 775 780 662 • 411 775 411 780 657 SB • HCM Control Delay, s HCM LOS 0.2 Minor Lane/Ma or Mvmt EBL EBT WBT WBR SBLn1 0 11.4 B Capacity (veh/h) HCM Lane V/C Ratio HCM Control Delay (s) HCM Lane LOS HCM 95th %tile Q(veh) 1298 0.006 T8 0 A A 0 • • • AMP • - 578 - 0.024 - 11.4 - B - 0.1 Brighton Self Storage 11/09/2017 Synchro 9 Light Report Delich Associates It pm requied geo.syn From: Chris Gathman To: Evan Pinkham Subject: Traffic Impact Study for PRE16-0093 (Indoor Storage and outdoor RV facility) Date: Monday, November 13, 2017 1:42:00 PM Attachments: Brighton Self Storage TIS.pdf Evan, Attached is a traffic impact study in response to your comments for PRE16-0093. Let me know if it is acceptable or if you need anything additional. I have downloaded this under PRE16-0093 (documents) as well. Thanks, Chris Gathman Planner III Weld County Department of Planning Services 1555 N. 17th Avenue tel: 970-400-3537 fax: 970-400-4098 Confidentiality Notice: This electronic transmission and any attached documents or other writings are intended only for the person or entity to which it is addressed and may contain information that is privileged, confidential or otherwise protected from disclosure. If you have received this communication in error, please immediately n3tify sender by return e-mail and destroy the communication. Any disclosure, copying, distribution or the taking of any action concerning the contents of this communication or any attachments by anyone other than the named recipient is strictly prohibited. Hello