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Home My WebLink About20183473.tiffUSA BY SPECIAL REVIEW (USR) APPLICATION DEPARTMENT OF PLANNING SERVICES * 1555 N. l7 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*: � 4+G 7,. 03_ �j - O Q - Q Address of site: WC 7 (N0kt f}CE. WCF 12) LoTA Legal Description: �Galt,4414(,a7 e0.5'3 _ E7-016fs Zone District: A M Acreage: 4: Floodplain: Y Geological Hazard: Y FEE OWNER(S) OF THE PROPERTY: Name: How4rAI4 maw �Pt F9ZQ1tCflON Pitnetcar Company: Ogg 500-g4 C.IflE.F Iz. R4t' MAals12 P hone #: 303 - f34 " 232o Email: RR.p.DEMACSIZMVP • ORGY _ Street Address: ''� 5 Go I W . COACH RP- *ZOO City/State/Zip Code: Loil&Houy, Co 805v 3 (*A 12 digit number on Tax W. information, obtainable at www .weldoov.com) Name: Company: P hone #: v3/4/ Section: Township: N Range: 4,87 V Airport Overlay: 'V Street Address: City/State/Zip Code: Name: Company: P hone #: Email: Street Address: City/State/Zip Code: Emait: APPLICANT OR AUTHORIZED AGENT:(See below: Authorization must accompanyall applications signed by Authorized Agents) Name: SitAdi truSic'vtit Company: Aptif MGniet, 41/LcST LeLece Phone #:thc-eqr fte2 et> Email: Jf'e1lO lir•cTil2r= Nag' �� • �pl�E Street Address: Rec. pottAt4pAt�. City/State/Zip Code: pier ezIjeI mss{ ko toe v5 PROPOSED USE: PI 14. GE frcu.-Irr4k 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 bestof my (our)knowledge. Signatures of all fee owners of property must sign this application. If an Authorized Agent signs, a letter of author- on from all fee owners must be included with the application. If a corporation is the fee owner, notarized evidence mutt be nol .tthe sign- •_*_ as to Togai authority to sign for the corporation. Signature: Owner or Authorized Agent Date Sig lire: Ow or Authorized Agent 4. 1 t mokt Print Name Print Name Rev 4/2016 itags r. W� VF F� cos* y tut) USE BY SPECIAL REVIEW (USR) PROCEDURAL GUIDE CHECKLIST DEPARTMENT OF PLANNING -SERVICES * 1555 N. 17Th AVENUE * GREELEY, CO 80631 www.weIdgov.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. Submit a copy of the Pre -application meeting minutes. Submit application form (see attached). Submit Applicant's representative/authorization form if applicant or authorized pp agent is different than owner. Submit incorporation documents if the owner is an LLC, INC etc. Submit responses to USR questionnaire. See attached. Submit USR map with paper dimensions of 24" X 36". See attached for map requirements. p 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 of the signing date on the cover sheet. Pdays t. Submit a list of all the surrounding property owners (surface estate) within 500 feet of under consideration. the property onsideration. 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 corn piled 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, Submit copy of document showing evidence of adequate water supply well ermit or letter from water district).pp yp If using a well, please complete the attached Water Supply information Summary. Submit copy of document showing evidence of adequate sewage disposal(e.g. se tic ermior letter fromp p permit the sanitary sewer district) Catrvi t r _I . Notice of Inquiry or letter/email from a municipality if the site is located within an Intergovernmental Agreement (ICA) boundary or a Cooperative Planning (CPA). Area CW Kier Detention design summarized g in a Drainage Report if required per pre -application meeting minutes . gem' Traffic Study if required per pre -application meeting minutes. If violation case, hold a community meeting for owners within 500 feet of property boundary and submit meeting minutes. P y Submit all required documents on a CD or via email in .pdf format. Application fee Investigation fee, due only if this is a violation. DEPARTMENT OF PLANNING AND BUILDING DEPARTMENT OF PUBLIC HEALTH AND ENVIRONNMENT 1555 NORTH 17TH AVENUE GREELEY, CO 80631 AUTHORIZATION FORM FOR BUILDING, PLANNIN ► AND HEALTH DEPARTMENT PERMITS AND SERVICES I, (We), ,frrorffirrArtst 'Y IEPM FIRE PROTECTION D$$T 1CT., give permission to ,STEPHEN TEIN5I .KER (Owner please print) —rimplease print) to apply for any Planning, Building or Health Department permits or services on our behalf, for the property located at: rsiELI ' COUNTY SOAP I (NORTH H r vao COUNTY' Rom' 12) Legal Description: E► l 1/4 of Section , To n hipJ N, Range be? Subdivision Name: N/A REC. EX, # 14&7 O3 a SEC 1 -J- '184 Lot N/A Block N/A Property Owners Information: Phone: 3051434.2320 _ E-mail:RSAPElviAC E .. MVFi . Applicant/Agent Contact Information: Phone: W.201'40424 4 E -Mail: STEVE@ARCHrrece TURENESTLLCCOM Email correspondence to be sent to: Owner Applicant/Agent X Both Postal service correspondence to be sent to: (choose only one) Owner Applicant/Agent Additional Info: Owner Signature: Owner Signature: Data: Aiss_rcriew"r-CAL-ac Date: DEPARTMENT OF PLANNING SERVICES BUILDING INSPECTION DIVISION 1555 N 17T" AVENUE, GREELEY, CO 80631 (970) 353-6100 X3540 AUTHORIZATION FORM I STEPHEN J TEINBIC ICE R _ represent MOUNTAIN VIEW FIRE PROTECTION DISTRICT forthe (Applicant) (Owner) propertylocatedat located at WELD COUNTY ROAD 7 (NORTH OF WELD COUNTY ROAD 12) Legal Description: Qtrilatr SW 1/4 ecti on 3 Township 1 N, Range 6 Subdivision Name: N/A REC. EL #14674-03-3 RECX17-0184 C X 17 - 018 4 Lot VA A can be contacted at the following phone 's: Home Block N/A Work 97 ,207.0424 Cell 970.691-8098 Correspondence mailed to (only one): [XI Applicant C] Property Owner Owner's Signature %/'r1,�'�`',�`1 .�--'�'`'��'C._.� Date ,,,41* -7711117 rortra I� • w May 15,2018 Mr. Steve Steinbicker Architecture West LLC 160 Palmer Drive Fort Collins, Colorado 80525 DEPARTMENT OF PLANNING SERVICES PLANNING DIVISION 1555 N. 17TH AVENUE GREELEY, LEY, CO 80631 970-400-3549 FAX 970-304-6498 kogle@weldgov.com RESPONSE COMMENTS MAY, 2018 Subject: 7 -day Completeness Review for Mountain View Fire Protection District Fire Apparatus Maintenance Shop and Office Dear Steve: The Departments of Environmental Health, Public Works and Planning Services have reviewed the submitted materials for the proposed Site Specific Development Plan and Special Review Permit for any use permitted as a Use by Right, an Accessory Use, or a Use by Special Review in the Commercial or Industrial zone districts, (Repair garages or shops), including more than one temporary during construction trailer and more than one temporary during construction conex storage container, and a temporary during construction only construction laydown yard in the A (Agricultural) Zone District, located on land described as Lot A, RECX17-0184 being a part of the W2 SW4 of Section 3, Township 1 North, Range 68 West of the 6th P.M., County of Weld, State of Colorado. Comments concerning this land use application are as follows: Building Inspection: No comments at this juncture. The contact for this land use application will be Jose Gonzalez with Building Inspection, 970.400.3533. The Department of Public Works reviewed the application for completeness and determined there is not sufficient information to proceed with the application. For the traffic narrative please provide the following information: 1. What types of vehicles will be accessing the site (passenger vehicles, large trucks, etc.) and how many times a day they will be accessing the site (ex. 1 round trip per vehicle or more) • PASSENGER, DELIVERY AND FIRE APPARATUS FOR SERVICING, `WORKING' EMERGENCY VEHICLES FIRE ENGINES AND PARAMEDIC AMBULANCES. • STATION TRIP COUNTS WILL VARY AS NEEDED BY CALL VOLUME, (ONCE BUILT). THE MAINTENANCE SHOP WILL HAVE APPROXIMATELY 15 TO 25 VEHICLES PER DAY DEPENDING ON NEEDS, 25-50# VDT's. The contact for this land use application will be Hayley Balzano with Public Works. She may be contacted at 970.400.3738 or by email at hbalzano@weldgov.com The Environmental Health Department reviewed the application for completeness and has determined there is sufficient documentation to proceed with the application. 1. Please provide information regarding waste handling for vehicle maintenance since there will not be public sewer service. WASTE HANDLING PROVIDED BY 3RD PARTY VENDORS. 2. Will there be floor drains and if so, where will it drain? YES, INTERIOR TRENCH DRAINS, DIRECTED TO SAND/OIL INTERCEPTOR AND LEACH FIELD. 3. Will there be washing of vehicles? YES, ON A LIMITED BASIS, DIRECTED TO SAND/OIL INTERCEPTOR AND LEACH FIELD. 4. Will there be fuel storage? YES, CONTAINED ABOVE GROUND FUELING, AS NOTED ON THE PLAN. 5. How and where will vehicle maintenance wastes be disposed of? WASTE HANDLING BY 3RD PARTY VENDORS. The contact for this land use application will be Lauren Light, flight@weldgov.com with Environmental Health, 970.400. 2211. The Department of Planning Services has reviewed the submitted materials for the proposed Mountain View Fire and Rescue Fire Apparatus Maintenance Shop and Office and have the following comments. 1. USR Cover Sheet Under the heading of proposed use, please identify all of the components that are requested as part of the permit. Per the narrative text the following are components to be permitted: Fire Apparatus Maintenance Shop and Office, more than one temporary during construction trailer and more than one temporary during construction conex storage container, and a temporary during construction only construction laydown yard AGREED & NOTED. 2. Planning Questions from Application: A. Planning Question 1. Fire Apparatus Maintenance Shop and Office, more than one temporary during construction trailer and more than one temporary during construction conex storage container, and a temporary during construction only construction laydown yard. AGREED & NOTED. B. Planning Question 2. Demonstrates consistency with the intent of the Comprehensive Plan. Please consider utilizing the following in addition to the citations listed in the application: NOTED, WILL REVISE TO LISTED CITATIONS. Section 22-2-100.E (C.Goal 5) states: "Minimize the incompatibilities that occur between commercial uses and surrounding properties." Section 22-2-20.G (A.Goal 7) states: County land use regulations should protect the individual property owner's right to request a land use change; and Section 22-2-20.G.2 (A.Policy 7.2) states: Conversion of agricultural land to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region. Section 22-2-20.H (A.Goal 8) states: Ensure that adequate services and facilities are currently available or reasonably obtainable to accommodate the requested new land use change for more intensive development. Section 22-2-20.1.5 (A.Policy 9.5) states: Applications for a change of land use in the agricultural areas should be reviewed in accordance with all potential impacts to surrounding properties and referral agencies. Encourage applicants to communicate with those affected by the proposed land use change through the referral process. C. Planning Question 3. The proposed use is consistent with the intent of the A (Agricultural) Zone District. Citing the Weld County Code, Section 23-3-40.S provides for a Site Specific Development Plan and Use by Special Review Permit for any use permitted as a Use by Right, an Accessory Use, or a Use by Special Review in the Commercial or Industrial zone districts, (Repair garages or shops); Section 23- 3-40.BB allows more than the number of cargo containers allowed as a use by right per legal lot or parcel; and including temporary construction trailers and temporary construction laydown areas on site in the A (Agricultural) Zone District. AGREED & NOTED. D. Planning Question 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. NORTH - RESIDENTIAL/FARMING, EAST - GAS/OIL OPERATIONS, SOUTH - GAS/OIL OPERATIONS, WEST - VACANT, PLANNED RESIDENTIAL E. Planning Question 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) MAINTENANCE; MONDAY - FRIDAY (limited SATURDAYS), 7AM.- 5PM., FIRE STATION; 24 / 71 365 F. Planning Question 6. List the number of full time and/or part time employees proposed to work at this site. MAINTENANCE - 3 FTE, 2 PART-TIME, FIRE STATION MINIMUM OF 3, MAX.OF 6. G. Planning Question 7. If shift work is proposed include the number of employees per shift. MAINTENANCE - 3 FTE, 2 PART-TIME, 7am-5pm., FIRE STATION MINIMUM OF 3, MAX.OF 6, 24 / 7 / 365. H. Planning Question 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, et cetera. MECHANICS, TRUCK DELIVERY PERSONS, FIRE STAFF DELIVERING VEHCILES, FIREFIGHTERS AND PARAMEDICS. I. Planning Question 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. NONE, N/A. J. Planning Question 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) PAVEMENTS - 93917 SF., 54%, RECYCLED ASPHALT/GRAVEL - 10327 SF., 5.9%, BUILDINGS - 30170 SF. 17.3%, LANDSCAPE - 39826 SF., 22.8%. K. Planning Question 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? PHASE 1 - 29#, (2 HC), PHASE 2 - +16# (1 HC) = TOTAL 45# SPACES L. Planning Question 12. Explain the existing and proposed landscaping for the site. THERE IS NO EXISTING LANDSCAPING, THE SITE IS DRYLAND FARMING AND A GAS/OIL EXTRACTION SITE. PROOPOSED LANSCAPING AS NOTED ON THE LANDSCAPE PLAN, WCR ROW. SCREENING ALONG THE WEST FRONTAGE AND NORTH PROPERTY BOUNDARY, INTERNAL LANDSCAPING M. Planning Question 13. Describe the type of fence proposed for the site OPEN 6'h. WWF, REAR STORAGE YARD, NEC. N. Planning Question 14. Describe the proposed screening for all parking and outdoor storage areas. LANDSCAPE SCREENING PROPOSED ALONG THE WCR7 FRONTAGE & NORTH PROPERTY BOUNDARY, OTHERWISE 6'H. FENCED OUTDOOR STORAGE. If the site is located in a floodplain outdoor storage is restricted NOT APPLICABLE. O. Planning Question 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. NO RECLAMATION PROPOSED, THESE WOULD BE PERMANENT IMPROVEMENTS. P. Planning Question 16. Who will provide fire protection to the site? YES, FIRE PROTECTION SYSTEM PROVIDED. Q. Planning Question 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. TWO ENTRY CURBCUTS IN ROW., PARKING AND DRIVE ACCESS FOR MAINTENANCE/STORAGE/OFFICE FACILITIES, FUTURE FIRE STATION, STORMWATER DETENTION POND, WATER PUMPING TESTING TANK, FUELING STATION & OUTDOOR STORAGE. THERE ARE NO OFF -SITE EASEMENTS OR IMPROVEMENTS PLANNED OR PROPOSED FOR CONSTRUCTION. SOUTH MAINTENANCE BUILDING FACILITES, SITE IMPROVEMENTS, NORTH CURBCUT AND DETENTION AREA, TO BE CONSTRUCTED BY 1ST QUARTER 2019. FUTURE FIRE STATION COMPLETION TBD WITH NEW DEVELOPMENT, POSSIBLE 5-10 YEAR TIMEFRAME. A similar and more exhaustive list of questions is also provided for the Public Works/ Engineering group, the Building Department and for the Department of Public Health and Environment. A word .doc of these questions will be an attachment to this letter The Board of County Commissioners is requiring several plans to be included in the USR application package. These include: The applicant shall develop a Landscape Plan for review and approval to address the concerns raised by surrounding property owners during the neighborhood meetings, as applicable. LANDSCAPE PLAN PROVIDED, POSSIBLE REVISIONS NOTED. The applicant shall develop a Lighting Plan to include dark sky standards for all plant lighting to address the concerns raised by surrounding property owners during the neighborhood meetings, as applicable. ON The applicant shall develop a Screening Plan to address the concerns raised by surrounding property owners during the neighborhood meetings, as applicable. POSSIBLE REVISIONS NOTED. Planning staff is in receipt of the application fee of 2500.00 dollars and will apply this to the case application fee when the application is deemed complete. POSSIBLE REVISIONS NOTED. Please submit the list of Surrounding Property Owners within 500 -feet of the property boundary (Affidavit of Interest Owners - Surface Estate) as obtained from the Weld County Property Portal online mapping system. SPO PROVIDED AND MAILINGS COMPLETED. Please provide the Conveyances of Real Property (Deed) as identified on the Certificate of Conveyances cover sheet. The document should be current within 30 days of application submittal. NOTED, PROVIDED. Please provide the signed copy of the Notice of Inquiry or letter/email from the Town of Frederick. °NOTICE OF INQUIRY SUBMITTED TO FREDERICK Please submit all documents electronically by email or on a thumb drive. NOTED, PROVIDED. With the submittal of the application accompanied with the additional information required as outlined in this letter, and with the determination that the application is complete planning staff will set the case for processing. This application review is for the West Brighton Compressor Station only. NOTED. This phase of the planning process is a content review of the submitted materials, NOT a technical review. Comments made during this phase of the process will not be all-inclusive. County staff will perform a detailed technical review of the project once the submittal application is deemed acceptable and is promoted to the review phase of the planning process. With documents and formatted materials received as specified herein and re -submitted to this office for case initiation and set-up, staff will commence with the referral process. Should you have additional questions or require clarification on any of the points presented herein, please contact Kim at 970.400.3549. Thank you. Sincerely, Kim Ogle Planning Services File: PRE17-0294 Enclosure: USR Ouest onnaire USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE Mountain View Fire Protection District - Erie Maintenance and Fire Station Answer the following questions on a separate sheet. If a question does not pertain to your use, please respond with "not applicable". For assistance with some of these questions see this website: http://www.co.weld.co.us/departments/PlanningZoning/LandUseApplicationsAssistance/ApplicationAssist an ce. htm l Planning Questions: Planner on Call 970-353-6100 x3540 1. Explain, in detail, the proposed use of the property. Fire apparatus maintenance shop, offices and future Fire Station, more than one temporary during construction trailer and more than one temporary during construction conex storage container, and a temporary during construction only construction laydown yard 2. Explain how this proposal is consistent with the intent of the Weld County Code, Chapter 22 of the Comprehensive Plan. Section 22-2-100.E (C.Goal 5) states: "Minimize the incompatibilities that occur between commercial uses and surrounding properties." Section 22-2-20.G (A.Goal 7) states: County land use regulations should protect the individual property owner's right to request a land use change; and Section 22-2-20.G.2 (A.Policy 7.2) states: Conversion of agricultural land to nonurban residential, commercial and industrial uses should be accommodated when the subject site is in an area that can support such development, and should attempt to be compatible with the region. Section 22-2-20.H (A.Goal 8) states: Ensure that adequate services and facilities are currently available or reasonably obtainable to accommodate the requested new land use change for more intensive development. Section 22-2-20.1.5 (A.Policy 9.5) states: Applications for a change of land use in the agricultural areas should be reviewed in accordance with all potential impacts to surrounding properties and referral agencies. Encourage applicants to communicate with those affected by the proposed land use change through the referral process. 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 proposed use is consistent with the intent of the A (Agricultural) Zone District. Citing the Weld County Code, Section 23-3-40.S provides for a Site Specific Development Plan and Use by Special Review Permit for any use permitted as a Use by Right, an Accessory Use, or a Use by Special Review in the Commercial or Industrial zone districts, (Repair garages or shops); Section 23- 3-40.BB allows more than the number of cargo containers allowed as a use by right per legal lot or parcel; and including temporary construction trailers and temporary construction laydown areas on site in the A (Agricultural) Zone District. 4. Describe what type of land uses surround the site. Explain how the proposed use is consistent and compatible with surrounding land uses. NORTH - RESIDENTIAL/FARMING, EAST - GAS/OIL OPERATIONS, SOUTH - GAS/OIL OPERATIONS, WEST - VACANT, PLANNED RESIDENTIAL 5. What are the hours and days of operation? (e.g. Monday thru Friday 8:00 a.m. to 5:00 p.m.) MAINTENANCE; MONDAY - FRIDAY (limited SATURDAYS), 7AM.- 5PM., FIRE STATION; 24 17 1365 6. List the number of full time and/or part time employees proposed to work at this site. MAINTENANCE - 3 FTE, 2 PART-TIME, FIRE STATION MINIMUM OF 3, MAX.OF 6. 7. If shift work is proposed include the number of employees per shift. MAINTENANCE - 3 FTE, 2 PART-TIME, lam-5pm., FIRE STATION MINIMUM OF 3, MAX.OF 6, 24 / 7 1365. 8. List the number of people who will use this site. Include contractors, truck drivers, customers, volunteers, etc. MECHANICS, TRUCK DELIVERY PERSONS, FIRE STAFF DELIVERING VEHCILES, FIREFIGHTERS AND PARAMEDICS. 9. If this is a dairy, livestock confinement operation, kennel, etc., list the number and type of animals. NONE, N/A. 10. Describe the type of lot surface and the square footage of each type. (e.g. asphalt, gravel, landscaping, dirt, grass, buildings) PAVEMENTS - 93917 SF, 54%, RECYCLED ASPHALT/GRAVEL - 10327 SF., 5.9%, BUILDINGS - 30170 SF. 17.3%, LANDSCAPE - 39826 SF., 22.8% 11. How many parking spaces are proposed? How many handicapped (ADA) parking spaces are proposed? PHASE 1 - 29#, (2 HC), PHASE 2 - +16# (1 HC) = TOTAL 45# SPACES 12. Explain the existing and proposed landscaping for the site. THERE IS NO EXISTING LANDSCAPING, THE SITE IS DRYLAND FARMING AND A GAS/OIL EXTRACTION SITE. PROOPOSED LANSCAPING AS NOTED ON THE LANDSCAPE PLAN, WCR ROW. SCREENING ALONG THE WEST FRONTAGE AND NORTH PROPERTY BOUNDARY, INTERNAL LANDSCAPING 13. Describe the type of fence proposed for the site (e.g. 6 foot chain link with earth tone slats) OPEN 6'h. WWF, REAR STORAGE YARD, NEC. 14. Describe the proposed screening for all parking and outdoor storage areas. LANDSCAPE SCREENING PROPOSED ALONG THE WCR7 FRONTAGE & NORTH PROPERTY BOUNDARY, OTHERWISE 6'H. FENCED OUTDOOR STORAGE. If the site is located in a floodplain outdoor storage is restricted. NOT APPLICABLE. 15. Explain any proposed reclamation procedures when termination of the Use by Special Review activity occurs. NO RECLAMATION PROPOSED, THESE WOULD BE PERMANENT IMPROVEMENTS. 16. Who will provide fire protection to the site? YES, FIRE PROTECTION SYSTEM PROVIDED. 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. TWO ENTRY CURBCUTS IN ROW., PARKING AND DRIVE ACCESS FOR MAINTENANCE/STORAGE/OFFICE FACILITIES, FUTURE FIRE STATION, STORMWATER DETENTION POND, WATER PUMPING TESTING TANK, FUELING STATION & OUTDOOR STORAGE. THERE ARE NO OFF -SITE EASEMENTS OR IMPROVEMENTS PLANNED OR PROPOSED FOR CONSTRUCTION. SOUTH MAINTENANCE BUILDING FACILITES, SITE IMPROVEMENTS, NORTH CURBCUT AND DETENTION AREA, TO BE CONSTRUCTED BY 1sT QUARTER 2019. FUTURE FIRE STATION COMPLETION TBD WITH NEW DEVELOPMENT, POSSIBLE 5-10 YEAR TIMEFRAME. Engineering questions: 970-353-6100 x3540 1. Describe how many roundtripslday 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) OMOUNTAIN VIEW FIRE PROTECITON DISTRICT WILL BE THE ONLY USER OF THE SITE. THE MAINTENANCE SHOPE WILL DO SOMEOUTSIDE WORK, BUT ALL WILL BE DONE BY EMPLOYEES. NUMBER USING THE SITE ARE APPROX. 15-25 PER DAY. 2. Describe the expected travel routes for site traffic. WCR 7 & SH #119. 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.) 60% (NB) NORTH, 40% SOUTH 4. Describe the time of day that you expect the highest traffic volumes from above. O0700 ON SHIFT CHANGE DAYS, MAY HAVE 8-10 VEHICLES FOR SITE COMING AND GOING. 5. Describe where the access to the site is planned. ONE COMMON ACCESS/EXIT AND SECOND (NORTH) EXIT FOR FIRE STATION, BOTH ONTO WCR 7. 6. Drainage Design: Detention pond summarized in a drainage report is required unless the project falls under an exception to stormwater detention requirements per code section 23-12-30 F.1. A. Does your site qualify for an exception to stormwater detention? If so, describe in a drainage narrative the following: NO EXCEPTION REQUESTED. 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 stormwater detention pond? 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. NOTED, PROVIDED. 2. The drainage report must include a certification of compliance stamped and signed by the PE which can be found on the engineering website. NOTED, TO BE PROVIDED UPON APPROVAL. 3. A general drainage report guidance checklist is available on the engineering website. More complete checklists are available upon request. NOTED. USE BY SPECIAL REVIEW (USR) QUESTIONNAIRE (PAGE 3) Environmental Health questions: 970-304-6415 x2702 1. What is the drinking water source on the property? LEFT HAND WATER, LETTER TO SERVE PROVIDED. 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. N/A 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. TO BE PROVIDED WITH BUILDING PERMIT APPLICATION. What type of sewage disposal system is on the property? SEPTIC/LEACH FIELD, ENGINEERS DESIGN COMPLETED, PUBLIC SEWER NOT AVAILABLE. 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 SEPTIC SYSTEM IS PROPOSED. If storage or warehousing is proposed, what type of items will be stored? TYPICAL VEHICLE MAINTENANCE MATERIALS, ENGINE, WHEEL SERVICE PRODUCTS. 4. Describe where and how storage and/or stockpile of wastes, chemicals, and/or petroleum will occur on this site. WASTE HANDLING PROVIDED BY 3RD PARTY VENDORS. 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. DIESEL AND GAS, SIZE TBD, ABOVE GROUND TANKS WITH SECONDARY CONTAINMENT, PROVIDED/LICENSED BY 3RD PARTY VENDOR. 6. If there will be washing of vehicles or equipment on site indicate how the wash water will be contained. LIMITED WASHING FACILITIES, WASTE TO SEPTIC TANK AND LEACH FIELD. 7. If there will be floor drains indicate how the fluids will be contained. TRENCH DRAINS, WASTE TO SEPTIC TANK AND LEACH FIELD. 8. Indicate if there will be any air emissions. (e.g. painting, oil storage, etc.) TYPICAL VEHICLE EXHAUST EMISSIONS. 9. Provide a design and operations plan if applicable. (e.g. composting, landfills, etc.) N/A 10. Provide a nuisance management plan if applicable. (e.g. dairies, feedlots, etc.) N/A 11. Additional information may be requested depending on type of land use requested. NOTED. Building questions: Jose Gonzalez 970-353-6100 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. FIRE STATION #9 - 8,325 SF., MAINTENANCE/STORAGE/OFFICES - 21,600 SF. 2. Explain how the existing structures will be used for this USR? FIRE APPARATUS MAINTENANCE SHOP, STORAGE, OFFICES AND FUTURE FIRE STATION. 3. List the proposed use(s) of each structure. MAINTENANCE SHOP, STORAGE, OFFICES AND EMERGENCY FIRE/AMBULANCE STATION W/ RESIDENTIAL FIREFIGHTER LIVING QUARTERS. ARCHITECTURE WEST LLC - 6.5►.18 May 23st, 2018 Attn: Property Owner Re: Use By Special Review Permit Submittal to Weld County Planning For: Mountain View Fire Department Erie Maintenance Facility - Site Plan Review Dear Land Owner; We would like to provide you with the advanced notice of our plans to submit a Site Plan Review (SPR) for the property just South of 5454 Weld County Road 7. Weld County Records notes that you are the record owner of a parcel of land within five hundred (500) feet of the property which is located approximately 1/4 mile north of Weld County Road 12 to the East of Weld County Road 7. Our proposed use for these Lots will be a future fire station, maintenance equipment storage, and light office type uses. See attached Drawings for more Information. As your neighbor we must give you thirty (30) days written notice stating our planned use. Please email me at the email below, or you may contact Weld County Planning Department with any questions you may have at phone number (970) 353-6100 ext. 3540. The Weld County planner for the Site Plan Review is Kim Ogle, he can be reached at kogle@co.weld.co.us. Thank you. Kind regards, Stephen J. Steinbicker Architect/Principal Architecture West LLC. E-mail: Steve@architecturewestllc.com Enc. Site Plan/ Elevations cc. Weld County Planning Department we"I ,_ -. , i , ' 1- - ? -0 II ll L I � Y I _el piriii ! .4 .....i: 44.1.1147. I ' e '- . ' le It i , 14lai Hi*' II M r kl 1 A II M �i � +,e _ •It'' i?�i _a � J 1 'WC : AIto ` _ ate- F� ��. . 1' jI`�^•` y . i I INI-. _ sic NU il il , bs 44,!.. I �. - : �, 1. �YM At S *, Gam'- `.t'� _ � 1. (71 - �i..‘-a " 71•■ �.- .1r a ',sat_ �.•6iXII �. i 1 'II [---1 - I� , Y� I iI �" i.1I `p t' jj+ :) —- .'rni irt- ; _ M ■ _ Y m. IIIIIIII • I _ 1r�1�r�y1.r1'1 .rS' ' M" \ I { . Es,1Y• _ : ,. re 141-74 'A 41 a It _ke . !! illr Y v - r — .4pmk. +! + as 0 - 4' ad lit �. asp • I a a • 'ic- .— sli I sit III Ifs I I I 1) 1Ili N 1,, V F Ur I =, N • II ��{y.,��J- �y Taro, . — - _�4' �Jk a'i1_ V}�W bpiU -.— �I �I J 1 till I. ,c 1 *it 111 1 , I f y, q II' Y gip, � . il P. lilipbmrL : - Pr - j ' __ . ■ _ ` I 1 4. 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Zit {•i L' L "pil'I if) * I 14S! 1•i0•F4 }F.J d -N1,1 •1' `OhvQE-E Ff_ -0 V4Ft= FLGV1 IT: r..1 C t Sim DE-ENTIOR eee° 5037 sou GGt c E P& e GVIR= FLCSN'TfF.I NTA N VIDN 5TR-ICT PHASE FI*I.E TRIJGc IRTENANCE/ I OF=F= GE5 AG=L RC•F=Gc* C�3�JTLI� £ 51.2Q" YV t- 23G-4'1 R BP LP E ES EG HANL,ICAF PARKINS STALL RAMP BARRIER POST LIGHT POLE ENTRY SIGN EMERGENCY GENERATOR TP T F VA S TELEF}4ONE FAC TRASH ENCLOSURE VITER FIRE VAN ACCrssIBLE SIGN ANApAcco Ear OOMF'ANY LP LOT 4, ZONING: A PHASE I SITE PLAN 3 ANAp4R'cD Ear COMPANY LP LOT A ZONING: A NCB -TI- O' 140' L 2 J] 2 PI • u1 Ali • v I 9 • emu II � 'r la Ih IL a u J • II1 H ri r• A { r t 2 to 9 n rui LL I. 0 S.L 0 ��0 0 z 111 1L W 'L z 0 1y in d i2 4 0 y ro :u ps Oir r I 3—} 4 77- L) -i z in J� I� 4 L7tJ� r A� iM All Notice of Inquiry Development within a Coordinated Planning Agreement or Intergovernmental Agreement (CPA or IGA) Boundary Date of Inquiry 11/16/2017 Municipality with CPA or IGA Frederick IGA Name of Person Inquiring Steve Steinbickeri Roger Rademacher Property Owner Anadarko Petroleum Corporation Planner Kim Ogle kogle@weldgov.com Legal Description Proposed Lot A, REC 17-0184, part W2SW4 3-1-68 Parcel Number 1467-03-3-00-054 Nearest Intersection County Road 7 and County Road 12 Type of Inquiry Special Use Permit (USR) for a Maintenance Building for Mountain View Fire The above person inquired about developing a property inside your designated CPA or IGA boundary. This person has been referred to community by Weld County Planning to discuss development options on this site. Visit Chapter 19 of the Weld County Code for specifics on your agreement. Weld County Comments Property is within the IGA between Frederick and Weld County. Applicant has been advised to seek comment on their proposed development with the Town prior to moving forward with the application. Options are Annexation, Pre -Annexation Agreement or release to Weld County for case processing. Name/Title of Municipality Representative Re resentative Zack Santee - Planner I Municipality Comments The property is outside of the Town of Frederick's Planning Area and is not contagious with existing town boundaries. The Town have no objections to the proposed development. Signature of Weld County Planner Signature of Municipality Representative Plase return the signed form to: Weld County Planning Department 1555 N 17th Avenue, Greeley, CO 8O631 (970) 353-61O0 x354O ^' (970)3O4-6498 fax ecky R ivl Engineering Preliminary Drainage Erosion. Control Report Mountain View Fire & Rescue Maintenance Facility Lot A Weld County Road 7 Erie, CO Prepared for: Mountain View Fire Rescue 3561 N. Stagecoach Rd Longmont, CO 80504 303-772-0710 Prepared by: ROCKY RIDGE CIVIL ENGINEERING, LLC 420 21st Avenue, Suite 101 Longmont, CO 80501 3O3 651,6626 March 2, 2018 FRCS Job# 231-7 "I hereby certify that this report (plan) for the final drainage design of Mountain View Fire & Rescue Maintenance Facility, Lot A, Weld County Road 7, was prepared by me • (or under my direct supervision) in accordance with the provisions of Weld County Storm Drainage Criteria Manual for the owners thereof" c Registered Professional Engineer State of Colorado No. 41755 Table of Contents I. General Location. and Description IL Historical Drainage III. Drainage Design Criteria IV. Drainage Facilities Design V. Erosion & Sediment Control Measures VI. Stormwater Quality VII. Conclusion Appendices Figures Hydrologic Calculations Hydraulic Calculations Detention Pond Calculations Map Pocket Grading, Drainage & Erosion. Control Plan (Sheet 4) Erosion Control Details (Sheet 5) Y. General Location & Description Location This proposed Maintenance Facility with a Future Fire Station is located approximately on WCR 7, halfway between WCR 12 and Colorado Highway 52. It is located on the east side of WCR 7 and otherwise described as Lot A, Section 3, Township 1. N, Range - 68 W (see Figure 1). The site is platted at 4.00 acres of light commercial & Agricultural. This 4.0 acre site is proposed to be developed for Light Industrial / Public Fire Station. See Figure 1 for a vicinity map for the project and USR Sheet 4 for the Grading Drainage plan for clarity. Topography and Property Description The historic drainage within the proposed development is very flat and sheet -flows across the property with an average slope being 035% from southwest to northeast for the entire area. The soils in this area are largely a sandy loam type. In the mapping shown in the Appendix (Figure 2-a, b, c), the Hydrologic Soils Group was classified as Type ' C. The property will be developed into a maintenance facility to service the Mountain View Fire Rescue's fleet of vehicles like Fire Trucks, Light Trucks and SUV's to ensure their road & use safety. A future, Fire Station will be developed at a later date when further surrounding development warrants the need by the community. It is within the foreseeable future for this Phase 2 to construct the Fire Station when the nearby residential development goes in on the East side of Weld County Road 7. IL Historic Drain ge Major Basin Description This site, located in Weld County, is predominantly surrounded by agricultural lands, and there is a residence & farm directly adjacent to the North property line. The project site lies in a FEM . designated area, Zone rarea of minimal flood hazard". The Mountain View Fire Maintenance Facility site is located in the Flood Insurance Rate Map (FIRM), Community Panel No. 08001 0025) with a revision date of 1/20/2016. There are no streams through the site. The property drains to the natural sump / irrigation ditch to the northeast of the site. If that were ever to overflow (unlikely), the storm ater would drain to a nearby irrigation ditch that eventually drains Northward toward Colorado Highway 52, Ofisite Runoff Basin Collects runoff from the center half of Weld. County Road 7 (referred to as WRC7 herein) and collects into a drainage ditch near the Westerly property line that runs adjacent to WCR7 and flows to the North. These flows will be un-detained and will be historically unchanged as this property is developed and will remain as a native grass swale. Basin OS1 The offsite flow that occurs comes from the Southern side of the property and is designated OS 1. From the historic high point located at the southwest corner of this property, sheet surface flow will be intersected by a built up pad at the southern property line created by the proposed development grading, and will drain via swale flow along said south property line, and resume it's natural course of sheet surface flow when it reaches the southeast corner of this site, near Design Point 1 (noted as DPI herein) which is the same as it has been historically, and will eventually resume it's connection with the drainage ditch that runs along the North side of the property. M. Drainage Design Criteria The County of Weld standards were used as the basis for developing the drainage plan. The County's criteria is largely based on "Urban Storm Drainage Criteria Manual" (USDCM). The hydrological criteria used for this report was based on the USDCM dated June 2017. The Rational Method was used to determine the 5 and 100 -year peak runoff values. Rainfall Intensity was based upon the Time Intensity Frequency Curve data taken from the NOAA Atlas 14, Volume 8, Version 2 for Erie, Colorado (see Figure A). Runoff coefficient values were taken from. Table 6.-5 of the LT DC . Flow calculation tables are found in the Runoff Calculations Section of the Appendix. There is one plan in the map pocket showing the flow patterns of the site (Sheet 4) which contains the detailed grading plan for the pond and the entire site which is the major piece to this report. The hydraulic criteria software utilized for the swale size verification was Flo master Haested software). The pond was sized using the USDCM software entitled "Modified FAA Method" for sizing ponds. Per Weld County's requirements, the allowable unit release rate was designed to be the historic 5 -year flow (0.17 cfs/acre) for the 100 -year event, Therefore the allowable Peak Outflow rate is o.6 8 cfs (0.17 .cfs/acre x 4.00 acres . Volumes required were taken after 60 minutes which requires the Major Storage Detention Volume to be 0.5754 acre -ft. JY. Drainage Facili Dwe i n._ There are only two onsite basins to be modeled with this site, Basin A and Basin B. These basins largely consist of 2 buildings, asphalt drives/parking, and concrete pans to direct the drainage, and landscaping, Basin A, B C make up the entire 4,0 acre site to be developed into 2 phases of construction. The first phase will be the maintenance facility and the second phase being the Future Fire Station. The offsite drainage from Basin C contains 0.50 Acres and will be a grass swale to capture a small portion of on - site flows, but will mainly consist of the historic offsite flows generated by runoff from the Centerline of WCR7 into the west side drainage ditch along this road. Basin A: Basin A is the east half of the developed property and will convey the overland flows to the proposed pond nearest the northeast corner of the site. The majority of the area is pavement and building with a gravel storage area. Grass landscaping will be utilized nearest the property lines along the North, East and South lines to stabilize the slope and to connect with the existing topography. The drainage from Basin A will flow east & north and be captured and directed within the 3' wide concrete drainage pans that will flow into the detention pond at the NE corner of the property (see Design Point 2, and referred to as DP2 herein). The calculations for the flow volume, swale hydraulics, pond volume, and the outlet orifice and pipe at DP3 are included in the Appendix of this report. Basin B: Basin B is the Middle/West Portion of the developed property arid will convey the overland flows to the proposed pond nearest the northeast corner of the site. The majority of the area is paved with buildings and landscaping. Grass landscaping will be utilized nearest the property lines along the South & West Property lines to stabilize the slope and to connect with the existing topography. There will be a small landscape berm in the grassy island adjacent to WCR 7 to divert the historic flows back into the drainage ditch, but the majority of that area will be directed into the concrete drain pan flowline which will then be carried to the pond in the northeast corner. The 3' wide concrete drainage pans that will initially flow to the west from the maintenance facility, then northward along the maintenance facility past the fire station, then eastward along. the north property line via a grassy swale, and draining into the detention pond at the NE corner of the property to DP2 as well. The calculations for the flow volume, swale hydraulics, pond volume, and the outlet orifice and pipe at DP2 are included in the .Appendix. of this report. Due to the constraints of the development, DP2 will have a water quality outlet structure consisting of a slotted/grated cap at the inlet of this pipe section in order to maintain the required allowable peak outflow rate. This system is designed to permit the release of the � 0.68 efs as mentioned earlier in this report. Details for detention pond can be located on Sheet 4 of the USR enclosed at the back of this report. This pipe will then intersect a weir wall that will have a rip rap energy dissipation basin at the outlet side, The intent of this basin is to return the concentrated flow back to a sheet surface flow condition which will be achieved when the water flows out of the energy dissipation basin along the original historic elevation that was at the northeast corner as weir as well. The weir length is approximately 51.6 feet tong and will allow the historic sheet surface flow to continue nor and once it leaves this property. The top of the weir wall will be set to the 100 -year water surface elevation and set back from the north & east property corner at 8,9 feet, and in case of that event, will restrict the Stormwater to overtop at this location then drop into the energy dissipation basin so as not to impact the residential property to the North of our site, and return to the sheet surface flow condition as it has hydraulically done at the historical condition. V. Erosion end Sediment Control Measures Silt fence will be installed along the North, East & South sides of the site. It will remain in place until construction and landscaping is completed or until 70% of the pre-existing cover has been restored to the site. A vehicle tracking control pad will be installed at the construction entrances along WCR7 to control tracking of soil onto the street system. Any stockpiling of material will be placed on the South end of the site. Once the earthwork subcontractor is selected, it will be determined if the topsoil will be stripped and where it will be stockpiled. Additional silt fencing will be required around the topsoil stockpile if created. It is essential that all of the B1'' P areas are well inspected, cleaned, and maintained every two weeks or after every significant storm event to insure the erosion control measures are working effectively. As areas are brought to finished grade, the final preparation will be surface roughening and mulching in areas not receiving other landscape treatment. Other areas likeconcrete washouts and fuel containment areas will be identified once the contractor has been selected. There are placeholders on the plans for those items currently, VI. Stonnwater Qualit The permanent BMP for the site is placed along the West side of the site, being the existing western drainage ditch in Basin C. This is shown in the area where the culvert crossings are at the entry locations on plan Sheet 4 of the USR. There is another grass swale in Basin B on the North side of the property that will convey flows from the south west sides of this property by means of the drain pans then into a grass swale as it reaches the northwest corner of the property nearest the Fire Station parking spaces. The drain pan detail is shown in Section 1/sheet 4 & the North drain swale is shown in section 2/sheet 4. The grass swale will filter out much of the sediment as it travels an average of 0.70 fps in the 100 -year storm to the east. The calculations are found in the Hydraulic Calculations section of the Appendix. To maintain water quality inside the pond, the inlet will be fabricated with a slotted or grated cap which will allow for the required release rate to be achieved. This can be done with a pre -manufactured grated, slotted cap, or cap with drilled holes in it. This inlet must be maintained to maintain continual flow in lesser storm events, and should be cleared of all debris every 2 weeks or after every storm event to ensure its' proper function. The stormwater management permit will be acquired by the contractor once that company has been selected. VII. Conclusion In conclusion, the 4.00 acre site of Lot A for Mountain View Fire Rescue Maintenance Facility & Fire Station will be developed assuming light industrial use. The rnaj or (100 - year) storm will be collected into the on -site facilities. Stormwater quality measures (permanent MAP sN have lien proposed for the development to insure a cleaner runoff downstream. The results of this study indicate that the proposed development will conform to the Weld County's requirements. The drainage facilities designed for the site will safely convey runoff from the site with no adverse effects or impacts on the surrounding developments. APPENDIX Figures ,44 „J n r>C. :0•: • J, ,Yn!v _ ♦r :'•a•-• • .Y .:.�••� �•- .Pil e6eTuo��J k_— r _ n r —i. i•` i .'.+'�'i iicc,� 't r.rr ��.,�+{r�w .r' . .}�4 >tiwsMn ;Y �.�` ♦ _.., - r,..r..K.x>»•-_,r• x+ara:,-w•hvr�cw:u- ,.�:s:•w: .0 -aa-�. J”. •ll....•;ii.,>.µ:_ ..>w.-__,• fxc �:�:. C: • ..py eleACF a„ it -u S-7:17&1<teYi.946T-C"-(4=�sz'<5 .E -Sec.% 'A . _ *_" ie. 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CS O co .= C C ,4 "E C 0) At 0 CIO CO r C 0 CC N CL clo a cu �> to a Lit O Natural Resources Conservation Service (iwint-te: ts-c. Soil Map ---Weld County, Colorado, Southern Part 231-7 MNINVIEW FIRE MAI NT. FAG It Map Unit Legend Map Unit Symbol Map Unit Name • Acres in A01 Percents of AOl 39 Nunn loam, 0 to 1 slopes percent 9,2 10.2% 40 r,. ,_. ' n t -s:41('''' ;. ,-.ti 4 .) ( . A . '{sue Fd ku�.. lw /CI* Nunn loam, 1 to 3 percent slopes 77.0 85.5% 47 . Olney fine sandy Dam, 1 to 3 percent slopes 0.1 0.1% 52 Otero sandy loam, 3 to 5 percent slopes 2.6 2.9% 57 Renohill clay loam, 3 to 9 percent slopes 0,7 0.8% 66 Ulm clay loam, 0 to 3 slopes _ percent 0,5 9,5% Totals for Area of Interest 90.1 100,0% f\ USDA Natural Resources Web Soil Survey ja Conservation Service National Cooperative Soil Survey 2/612018 Page 3 of 3 , � � � � �� .G� r ,� r .. .. k F ., ^'�'' , �- ° rl 'M" ' � 'l � ..'�-'i�`�.w..sv�UJ�TY '.5�" )�}ia i �i^Im' ('k m'm�zr5L'�v�a . 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' �� D � � � �L Q a' � � Q 0� � m (ll � � f U � � � � � � i C � i!) o � � C � . � � � � � 4�J L b � � t u�i � j o 4J .� � V7 C ,�-�, � C � v � � � � � � � � � � C � � � � y ,� �y � Q � LiJ � VF -Q s O � c6 �.. U q� � �+ [0 � � � O t LL � u� � S.} � � � G�.1 � 0 � m � Q �' fa6 � ' `r cn w v, a � � ro � � � o � � o � E o � _ � -- `� g c!� � � cn a� � � p �' c7 i "- � � � �. � . � 4� � � � � � 11 0 l o ° ,�p � d � @ i ,� '� � i i� a �' N WW z � � � o. c� [� � m a, ]- � a c � � � T � Hydrology Calculations t Chapter 7 Hydrologic Soil Groups Part 630 National Engineering Handbook from essentially 0 micrometers per second (0 inches per hour) to 0.0 micrometers per second (0.1 inches per hour). For simplicity, either case is9 considered im- permeable for hydrologic soil group purposes. In some cases, saturated hydraulic conductivity (a quantitative- ly measured characteristic) data are not always readily available or obtainable. In these situations, other soil properties such as texture, compaction (bulk density), strength of soil structure, clay mineralogy, and organic matter are used to estimate water movement. Tables 7-1. and 7-2 relate saturated hydraulic conductivity to hydrologic soil group. The four hydrologic soil groups (H Gs O are described as: w Group A -Soils in this group have low runoff poten- tial when thoroughly wet Water is transmitted freely though the soil. Group A soils typically have less than. 10 percent clay and more than 90 percent sand or gravel and have gravel or sand textures. Some soils having loamy sand, sandy loam, loam or silt loam textures may be placed in this group if they are well aggregated, of low bulk density, or contain greater than 35 percent rock fragments. The limits on the diagnostic physical characteristics of group A are as follows. The saturated hydraulic con- ductivity of all soil layers exceeds 40.0 micrometers per second (5,67 inches per hour). The depth to any water impermeable layer is greater than 50 centime- ters [20 inches] . The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a water imperme- able layer are in group A if the saturated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface exceeds 10 micrometers per econd (1.42 inches per hour). o . ;• B -Soils in this group have moderately low ati.nn.w.nwwY.S.h . _• •�wvsxu runoff $ # tential when thoroughly wet. Water traars s- sion throe: ' the soil is unimpeded. Group B soils typi- ) cally have be Len 10 percent and 20 percent day and 1/4 50 percent to 90 pe era sand and have loamy sand or sandy loam texture , . ore soils having loam, silt loam, silt, or sandy clay to . i textures may be placed in this group if they are well a, si a gated, of low bulk / density, or contain greater than 85 p r cent rock frag- ments. :.......:... ... ...rte ' The limits on the diagnostic physical character] Leis of group l-3 are as follows. The saturated hydraulic conductivity in the least transmissive layer between the surface and 50 centimeters [20 inches] ranges from 10.0 micrometers per second (1.42 inches per hour) to 40.0 micrometers per second (5.87 inches per hour). The depth to any water impermeable layer is greater than 50 centimeters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a water impermeable layer or water table are in group B if the saturated hydraulic conductivity of all soil layers within 100 centimeters [40 inches] of the surface exceeds 4.0 micrometers per second (0.57 inches per hour) but is less than. 10.0 micrometers per second (1.42 inches per hour). Lyctici472,7.a••r:r.i„'1Ie.J:.:1.•.d ivy.�;r�.•y:a.:_:..Khr...5w�:::.:. ro'up C Soils in ' is group have moderately high runoff potential when thoroughly wet. Water transmis- sion through the soil is somewhat restricted. Group soils typically have between 20 percent and 40 percent • clay and less than 50 percent sand and have loam, silt loam, sandy clay loam, clay loam, and siltyclay loam textures. Some soils havirr.g clay, silty clay, or sandy clay textures may be placed in this group if they are well aggregated, of low bulk density} or contain greater than 35 percent rock fragments. -.m*w-,..sAchltrrnrare,yneetsrawnrit=rvirnsratdaRr.rasYs-rr'ra�TY'•v� n a+rh�r'x'^x.'Yw,, S.anklaar•-a�av''�"i`'®''ialw:raS:-.f The limits on the diagnostic physical characteristics of group C are as follows. The saturated hydraulic conductivity in the least transmissive layer between the surface and 50 centimeters [20 inches] is between 1.0 micrometers per second (0.14 inches per hour) and 10.0 micrometers per second (1;42 inches per hour). The depth to any water impermeable layer is greater than 50 centimeters [20 inches]. The depth to the water table is greater than 60 centimeters [24 inches]. Soils that are deeper than 100 centimeters [40 inches] to a restriction or water table are in group if the saturated hydraulic conductivity of all soil ly- ers within 100 centimeters [40 inches] of the surface exceeds 0.40 micrometers per second (0.06 inches per hour) but is less than 440 micrometers per second (0.57 inches per hour). Group D —Soils in this group have high runoff poten- tial when thoroughly wet. Water movement through the soil is restricted or very restricted, Group B soils typically have greater than 40 percent clay, less than 50 percent sand, and have clayey textures. In some areas, they also have high shrink -swell potential. All soils with a depth to a water impermeable layer less than. 50 centimeters [20 inches] and all soils with a water table 72 (210--iVI--NEH, May 200 7) Map Un t Description: Nunn loam, 1 to 3 percent slopes --Weld County, Colorado, Southern 231-7 MNTNVIEW FIRE MANI'. Part FAC Weld County, Colorado, Southern Park 40 Nunn loam, '1 to 3 percent slopes Map Unit Setting National map unit symbol: 2tIn2 Elevation: 3,900 to 6,250 feet Mean annual precipitation: 13 to 16 inches Mean annual air temperature: 46 to 54 degrees F Frost -free period: 135 to 160 days Farmland classification: Prime farmland if irrigated Map Unit Composition Nunn and similar soils: 85 percent Minor components: 15 percent Estimates are based on observations, descriptions, and transacts of the mapunit, Description of Nunn Setting Landform: Terraces Landform position (three-dimensional): Tread Down -slope shape: Linear Across -slope shape: Linear Parent material: Pleistocene aged alluvium and/or colian deposits Typical profile Ap,0to6inches: loam Bt/ - 6 to 10 inches: clay loam 5t2 - 10 to 26 inches: clay loam Bt - 26 to 31 inches: clay loam k - 31 to 47 inches: loam Bk2 - 47 to 80 inches: loam Properties and qualities Slope: I to 3 percent Depth to restrictive feature: More than 80 inches Natural drainage class: Well drained Runoff class: Medium Capacity of the most limiting layer to transmit water (sat): Moderately low to moderately high (0.06 to 0.20 i nlhr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding: None Calcium carbonate, maximum in profile: 7 percent Salinity, maximum in profile: Nonsaline ine (0.1 to 110 mmhoslcm) Sodium adsorption ratio, maximum in profile: 0.5 Available water storage in profile: High (about 9.2 inches) Interpretive groups Land capability classification (irrigated): 3e USDA Natural Resources Web Soil Survey Conservation Service National Cooperative Soil Survey 12/29/2017 Page 1 of 2 Table 6-3. Recommended percentage imperviousness values Land Use or Surface Characteristics Percentage Imperviousness (%)- Business: Downtown Areas 95 Suburban Areas 75 Residential lots (lot area only): S ingle$family .5 acres or larger 12 0.75 — 2.5 acres 20 0.25 — 0.75 30 acres 0.25 acres or less 45 Apartments 75 Industrial: Light areas 80 Heavy areas 90 Parks, cemeteries 10 Playgrounds l 25 Schools 55 Railroad yard areas 50 Undeveloped Areas: Historic flow analysis 2 Greenbelts, agricultural 2 Off -site flow analysis (when land use not defined) 45 Streets: Paved 100 Gravel (packed) 40 Drive and walls 90 Roofs 90 Lawns, sandy soil 2 Lawns, clayey soil . 6-8 Urban Drainage and Flood Control District Urban Storm Drainage Criteria Manual Volume 1 March 2017 PAGE 4 Table 64. Runoff coefficients, c (continued) Total or Effective 1NRCS llydro10 1c Soil Grou I C :. _ ... . % Impervious 2 -Year 5 -Year 1OMYear 25 -Year 0 -Year 100 -Year 500 -Year 0.33 0,40 0.49 0.59 2% 0 ::::= 0,01 :;;::::::.0.05 0.15 0,35 0.42 0.5 0.6 5% 0.08 0.17 10% 0,06 0,12 -0.21 0.37 0.44 052 062 15% 0.1 0116 0.24 0,4 0147 0,55 0.64 20% 0.14 0.2 0.28 0,43 0,49 0.57 0.65 25% 0.18 0,24 0,32 0,46 0,52 0.59 0.67 30% 0,22 01.28 0135 0.49 054 0.61 0.68 35% 0,26 0,32 039 031 0.57 0,63 0.7 ter:.•ca0-.3 0.54 0.59 0,05 0,71 40% 1 0.3 * 43. ._ 0.57 0.62 0.67 0.73 45% 0,34 0.4 0,46 50%. 0133 0.44 0.5 0.6 0,64 0,69 075 55% 0143 0.48 0.54 0.63 0.66 '_f 0.7.1 0{76 60% 0,47 0.52 . 0,57 0,65 0,69 0.73 0,78 65% 0.51 Q.56 . _ ___ 0.61 �_ 0,63 0,71 0.75 0479 70% 0.56 0,61 0,65 . 0.71 0.74 0.77 0,81 . 75% 0.6 0,65 0168 0,74 0,76 0.79 0182] 80% 0,65 0,69_- 0172 0,77 0.79 0.81 0,84 85� 0/ 0.73_ - 0,76 0,79 0,81 0.83 0.86 0,82 0.84 0.85 0,87 . 90% 0.74 0:77, - - . t 0.79 95% 9.79 081 0r83 0,85 0.86 0t87 029 0.88 0.89 . 0,89 0.9 100% :i } 85 0.87 _ ' . .:� x . 1.00 0.80 0_f10 O 0.40 C 0.20 0.00 10 20 30 40 50 60 70 BO 90 . 100 Watershed Percentage Imperviousness, % Figure 64. Runoff coefficient vs. watershed imperviousness NRCS E r t 2-yr ---r 5-yr Wyr — 50-yr 100-yr March 2017 Urban Drainage and Flood Control District 641 Urban Storm Drainage Criteria I"Mfanual Volume 1 • . SOIL TYPE 'C' • C factors & Impervious % Mountain View Fire Rescue JINI 231:7 2/12/2018 BASIN A -Developed (76,995s1) AREA (sf) C2 C5 C10 CIOO % 1 PER , f/-i��, �y)y `//�y'� fyl�� if'��• GRAVEL [ EL STORAGE JV E AREA -..._. _........... .. 3477 ��}{ j��]j 0.30 �j�% 0,36 [j'�� f�{, V. 73 0.65 [(�} 4V �j�-7i T Ij �'�{F,�i �T{jam; ROOF/BUILDING IN [fjF 15085 ['I��, 0,7 1 �{�] •}fy/'�fy( 0. i ( +5/y''.. ... .. ... 0.79 .. 0.85 90 �((��yy,,��ff�� WALKS T �i PANSAPRONS CONC. YY ALKS, Pi�l.'lS, 7850 �} �'J f� 0. f 4 0.77 �j �J(� 0. f 9 (} 0.85 j'� 90 ASPHALT 35310_ 0.83 0.85 0.87 0.89 100 LAWNS (CLAYEY)/Native Grasses 15273 0.01 0.05 0415 0,49 2 area total (s0= C2= C5= C10= 76995 0.62 0.65 0,68 C100= 0.79 ;... • Total Basin Area . 177 ac Basin Impervious 75% BASIN B-Developed((75t3? AREA (sf) C2 C5 C10 C100 % IMPERV .sf) GRAVEL STORAGE AREA 0 0.30 0.36 0.43 0.65 40 R V LF7 B UILDIi l G . 15085 0.74 4 0.77 039 0,85 90 COIN. WALKS, PANS, APRONS 4584 0.74 0.77 0.79 0.85 90 ASPHALT 38404 0,83 0.85 0.87 0,89 100 LAWNS (CLAYEY)Native Grasses 17285 0.01 0.05 0,15 0.49 , 2 area total Oft C2= C5— C10— C100= 75358 0.62 0,65 0,68 0.79 Total Basin Area ac Basin Impervious 75% BASIN 0S1 -Developed (21,971 sf) AREA (sf) C2 C5 CO C100 % I PFRV GRAVEL STORAGE AREA 0 0.30 0.36 0.43 0.65 40 ROOF/BUILDING 0 0.74 0.77 0.79 0.85 90 pcONC, WALKS, PANS, APRONS . 0 0.74 0.77 0.79 0.85 90. ASPHALT 10821 0.83 a 0.85 . 0.87 0,89 100 LAWNS (CLAYEY)/Native Grasses 11150 0.01 0.05 0.15 0.49 2 area total (se— C2 — 05= C1 C100= 21-971 0,41 0.44 0.50 0.69 Total Basin Area 0..50 ac Basin Impervious 50% TOTAL SITE AREA.(sf) C2 C5 C10 C100 % IMPERV GRAVEL STORAGE AREA 3477 0.30 0.36 0.43 0.65 40 ,ROOF/BUILDING 30170 0.74 0.77 0.79 0,85 90 CONC. WALKS, PANS, APRONS 12434 0.74 0177 0.79 0.85 90 ;ASPHALT 84535 0.83 0.85 0.87 0.89 • 100 'LAWNS (CLAYEY)/Native Grasses 43708 0.01 0.05 0.15 0,49 2 area total (s= C2— C5= C10= C 100= 174324 0459 0,62 0.66 0.78 Total Basin Area 4.00: ac Basin Impervious 72% 231-7 NE _BA iN&DETENTIO 8-1 8.xls 5 SOIL TYPE'' L. C factors Impervious % Mountain View Fire Rescue J 1231-7 2/12/2018 TOTAL SITE historic AREA (s C2 C5 C10 C100 % B.4PEIV GRAVEL STORAGE AREA 0 0.29 0.32 a38 0.61 H 40 ROOF/BUILDING 0 0.74 0.76 0.78 0.84 i 90 CONC. WALKS, PANS, APRONS 0 0,74 0.76 0.78 0.84 I 90 ASPHALT 0 0.84 0,86 0.86 0.89 100 LAWNS (CLAYE (Native Grasses 174324 0.01 0,05 0.15 0.49 2 area total (s= C2= C5= CIO= C100= X 74324 0.01 0.05 0.15 0.49 Total Basin Area 4.00 ac Basin Impervious • 2% ' I I • •::....'.e,:.> ..r.......... :::: ... ..:-•,:•• . :". :... .....:....•--::::•. :,..:•\:::: • -.. ... . .• .. ♦. >.. . .S... \•.., .. .. ..1 .. r. .r .. ...... ,\....... .. 41.>.. 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U. 1 1 It CO , 0 1 o 00 co trp ii i2 co T 5 se LENGTH (ft) r 0 ❑ 1 O CON E ILL • co 1 N P in O 1 c I I �J W_ VEL IZ h 1 t 1 _ a 0 r r I L� I LO t' ri�l to V 0id Cr?:1LC)1 0 id �` rn Z W C 1_ i !,' ,�.� ,,,r , t :; r I O I— e .- �f � c‘,1 ::=1:),1,1,/may SLOPE -,r Lo Lc !Z O O Fi r- cs iii Q I SUB -BASIN DATA I INITIAI `'t C/ / CyO '! `. ° I ` Z1 .. to co W ,1 r' l� mcrt O la to r Ncr Z co 3 I 'c AREA �'� LL' I, 4.00 ci coil I� co to M 0 r 1 J o] I~ PO D p -7 N Ellf BAST N DETENT] ON 2- Detention Pond Calculations STORAGE DRAINAGE CRITERIA MANUAL {V, 2) attempt to account for the effects of the MM ON/ on all control levels whenever it performs watershed -level drainage and flood control system master plans. 8.2 izinn of On -Site Detention Facilities 8.2,'1 Maximum Allowable Unit Release Rates for On -Site Facilities. The maximum allowable unit release rates per acre for on -site detention facilities for a number of design return periods are listed in Table SO -1. These rates apply unless other rates are recommended in a District -approved master plan. The predominant soil group for the total tributary catchment shalt be used for determining the allowable release rates, Multiply the unit rates provided in Table SO -1 by the tributary catchment's area to obtain the actual design release rates in cubic feet per second (cfs), Whenever Natural Resources Conservation Service (NR) soil surveys are not available for the portion of a county being studied, extrapolate their types using soil investigations at the site, TABLESO-1 , Recommended Maximum Allowable Unit Flow Release Rates (cfs/acre) of Tributary Catchment Design Return Period NISCS Hydrologic Soil Group - A ... 4. i. B . C & D -==_. . ........ r. -rib_ 2 0,02 , ., 0.0 _.• w-i 0.04 ::::..:5... ice �•�: �.� 1 t ._..••1 10 .13 O. 0.30 25 0. 0.41 \ 0.52 50 0..33 0,56 0,68 :'10.x! • 0.50 I 0.85 'l.00 ,i 3.2.2 Empirical Equations for the Sizing of On -Site Detention Storage Volumes. Urbonas and Glidden (1983), as part of the District's ongoing hydrologic research, conducted studies that evaluated peak storm runoff flows along major drainageways. The following set of empirical equations provided preliminary estimates of on -site detention facility sizing for areas within the District, They are not intended for use when off -site inflows are present or when multi -stage controls are to be used (e.g., 10- and 100 - year peak control) at the storage facility. In addition, these equations are not intended to replace detailed hydrologic and flood routing analysis, or even the analysis using the Rational Formula -based FAA method for the sizing of detention storage volumes, The District does not promote the use of these empirical equations. It does not object, however, to their use by local governments who have adopted them or want to adopt them as minimum requirements for the sizing of on -site detention for small catchments within their jurisdiction, if the District has a master plan that contains specific guidance for detention Y • • /- SO -8. 06/2001 Urban Drainage and Flood Control District IDETENTION VOLUME BY THE MODIFIED FAA METHOD Project: 231-7 mountain view fire Basin ID: historic (For catchments less than 160 acres only. For larger catchments, use hydrograph routing method) (DOTE: for catchments larger than 00 acres, CUHP hydrograph and routing are recommended) Determination of MINOR Detention Volume Using Modified FM Method• Determination of MAJOR Detention Volume Using Mlodif�ed �a Method , ' Desinn nformation flnput): 4�95tStr1 Inforr at on [ nt�utl: Catchment Drainage Imperviousness la= ..• 73.40 ' percent Catc}lment Drainage Imperviauertaa 1= _ - 75.00 pQr;ent Catchment Drainage Area A = • 4.000 acres Catchment Dralnege,E�rea A = 4.000 acres Predevelopment NRCS Soil Group Type = 1._ :'... - A, 9, 0, or 0 Predevetopmant NRCS Sail Group Type a Return Period for 1etentian Control T = 5 - :years (215, 10, 25, 50, at 100) Return Period for I3ekentian trontrol T= 100 years {Z, 5, 10, 26, 64, at 100} ' Time of Concentration of Watershed Tor 20 'minutes _ Time of Concenlre�cn of Watershed Tc = 20 minutes Allowable Unti Release Rate q F...0.17.. ;...- :cfsracre Allowable unit Pele$se Rata r{ _ •--. •4.17 ctslacre ' One -hour Precipitation Pi= • tie :Inches One -hoot Ptec1plka on P� _ _..2.€ tnchag Design Rainfall 1DF Formula I = Ott Pi/(024T)ACa Design Rainfall IDF Formula t' t♦u' P1 Q2a )Ac _ . Coefficient One Cr = _ •, Coefif dent One Ci = 28.50 Coefficient Two C2= 1(3 l Coefiftcie Two = 10 Coefficient Three Cr-71.iiiii Coedent Throe G� _ Y 0.769 f terminat on of Average r utflow tom theRAsjp (Catc I : Determination of Av ≥racia Out low imam the Basin lie colored : - Runoff Coaft-iciant C , +x.65 .... , Runoff Coefficient C 0.64 InilowPaak Runofr Qp-in 11.71 cfs la8aw Peak Runoff Qp4n 14.46 cfs AlEovrehta Peak Outflow Rasie Dp-ou# � � 4!8_.....,,, cfar Allowable Peak Outflow Raia 4 out f � 68 cis ? Mod, FAA Minor Storage Volumes 7,068 cubic feet I Mod, FAA Major Storage Volume .r 25, 0E�3 curio feet Mod, FAA i inor Storage Vowma � 0.182 aere-ft Mod. FAA Major Storage Volume +� 0.675 acne -ft 0.€ - Enfer Rainfall Duration Incremen'al Increase Value Here e.q: 6 Far 5 -Minutes Rainfall Duration minutes (input) Intensify Incises Rainfall tar (output) Inflow Volume acre-feet toutputt Adjustment Factar 'm° a c« Lit Average Outflow c.fs out ut Outflow Volume acre -reef out • ut S#crags Volume ', sore -feet otrt- ut; Ralntall Duration rrrFnutAS In • ut rainfall Intensity Inches r out ut hr Irtilaw Volume acre-feet au • ut Adjustment Factor °rn" auE ut Average Outflow G#S vuk • ut Outflo> plume acne -fleet out • ut Storage Volume acre -feel flout • of 5 . 3,70 0,058 tO0 0.88 0.005 0,051 0,05 0.172 1.00 1 0.005 0.167 6 3.63 0.083 1.40 0.88 0.008 0,058 8 8,64 0.194 1.00 0.65 0.006 0.109 8,28 0.215 1.00 0.65 0.006 0108 7 3,38 0.070 1.40 0.88 0.006 0,064 MINIENM 8 i 3.24 tom 1.00 0.88 0.007 0.069 8 7492 i 0.234 1.00 0.65 0.07 0.220 7.51 0.251 1.00 1 :: ► . 1 : 0.243 0 3.11 °A1: 1.00 0.BB 0.008 0.074 9 JO 3.00 0.0r 1+ t D.BB 4.009_ 0.078 I 10 7.33 0.267 1.00 0.68 0.0o- 0.258 11 zeo 0.092 1t t D.68 0.010 0.082 TM? 0.293 1.00 0.68 F1aai 1 0.273 • 1,1 i 270 0.097 1.00 an fl__________0.086 111 1.00 0.68 F D11 ► t 12 1 230 4.101 1.00 0.88 0.012 0.090 6,60 I 0,310 1.00 0.68 0.012 0.299 13 1 2,62 0.105 too ass a112aD12 0.093 • 0,40 E 0,323 1.00 0.68 0.012 i 0.311 14 2,64 0.109 1 1 0,138 0.013 1 096 0.21 0.335 1.00 0.88 0.013 0.322 16 i 2.x#6 1 1.00 0.68 0.014 4.099 15 6,G3 1 4.346 1.00 0.08 0.014 ' 0.332 6,86 F 0.357 1.00 0.08 G.0t5 a 0.342 10 i 2,39 0.116 1.00 0,88 0.015 0.101 17 2.33 0.120 t00 0.66 0.018 0.104 6.70 0,367 1.00 4.68 8.416 0.352 10 2.27 0.123 1.00 0.88 0.017 E 103 - 5,55 E 0,377 1.00 0.68 1.+17 t •_ 19 2.21 4,126 1.00 0.68 0.018 0.106 5.41 i 0,387 1.00 5.68 0.D1B • 1.00 0.68 a018 aello 20 5.28 0,396 1.00 4.68 ►. / 1 : 1.377 22 2,01 0.137 1 • • 0.64 D.020 G.117 22 +1.92 0.420 0.94 0.84 ' 0.020 0.401 4.61 0.420 0,93 0.83 0,020 1 • + = 0,140 0,93 0.63 0.020 4.119 23 24 0 0.142 0,91 0.62 0.021 4.121 24 4.71 0.436 0,91 0.82 0,021 D.415 25 - 0.144 0,90 0.61 0.021 4.123 25 4.61 0,443 0,90 0.021 0.421 20 1.55 0.147 1:; 0.60 0.022 0.126 25 4.62 0,450 0,38 0.80 awn 0.425 1.91 0.140 0,87 0,59 0.022 + 0,450 ► c • - 4.0.22 0.434 28 1.75 0,161 0,86 0,58 0.022 • inillralln 0.463 0,86 0.58 1omon 0.440 4.27 0.469 0,85 0.58 0.023 0A46 zs 1,74 0,153 0,as ■ , : o.023 0.190 29 ,:• a.7 0.0241 D.131 30 4.19 ok476 044 0.67 0.023 0.452 1 1,71 0,155 31 1,08 04157 0.83 4,66 0.424 1 0.481 0.63 .. 0.024 0.457 0,82 0.65 i 0.024 0.134 32 4.04 0.487 0.320.65 0.0N 0462 32 r 1.55 04159 33 r 1.62 0,1(0 0,01 0,65 0.025 DIM 33 3.97 4,492 0.81 0.65 0.025 0.488 191 0.496 0.50 0,54 0.025 0.473 34 r 1.60 0,162 0.80 0.64 0.025 0,137 34 1.67 0.164 0.70► 54 1 025 0.138 3.84 0.503 C.7o 0,64 0.026 0.477 35 1 55 0.160 0.70 ■ •' 1 - 0.140 36 3.78 E 0.503 0.70 0,53 0.426 4.482 36 1.52 0,167 R 0,53 U28 0.141. 36 3 72 0.61.3 Ole 0,63 0.021} E 4.4;7 37 1.50 t:- 0.71 I. U27 0.14237 3.66 0.518 0.77 0,62 0.027 4.491 38 1.48 0,170 0.10 0452 0.027 0.143 3.61 0.623 - 0,52 0.027 E 4.496 39 1.45 0.1n ■ j 0,61 i 4.428 0.144 ■ - 0,51 4.426 i 0.5017 40 E 1.43 r 1 0461 1 0.028 0.145 • 3.50 0.6320.15 0,51 4.025 0.500 41 I t41 t • 0.74 0.51 E 0.020 0.146 41 0 0.637 0.14 0,51 0.029 0.508 42 1.39 0.176 4J4 • 50 ao2o t 147 a 140 0.641 0474 0.50 0.512 0.178 4.73 0,60 0,0200.14a 43 3.35 0.545 0.73 ■ E 0,029 0.516 0.179 0.73 0,50 0,030 1 44 3.31 0.549 0.73 ■ t 0,030 0.520 0.180 0.72 0,49 04030 0.150 45 0.554 0.72 0.4'; 0,030 0.123 45 0.182 0.72 0,49 04031 0 151 45 0.659 0,72 ■ .. 0,031 0.527 45 130 0.183 0.72 0,49 04031 1 D.931 0.72 0,49 a031 0.530 1.25 4.184 4.71 0.4s 0,032 0.153 47 3.14 I 565 0.71 0.4a 0,032 0.534 4B 1.27 D.186f}.71 0.46 _ 0,154 t 0.669 0.71 ■ 0,637 • 1.25 + 4.70 0.48 0,032 3.164 + 1 573 0.70 0.46 4.032 0,644 1 1.24 0.188 0.70 0.46 0.433 0,165 50 3.03 0.577 0.70 0.45 0.033 i 0.64x4 Si r 1.22 0.189 0.70 0.47 0.033 ■ 2.99 E 0.5B0 030 + 4.033 t 0,647 S2 1.210.19D Imo 0.47 0.034 0.167 2.98 0.5B4 0.69 0.47 0,034 0,550 53 1.20 0.191 0.69 0.47 E 0.031 - 0.1567 53 2.92 E 0.587 0.69 0.47 a 034 0.5ss :Ellrliall. . 0.192 D.69 0.47 0.035 0.156 54 2.89 0.591 0.69 0.47 0.035 0.194 0.68 0.46 0.035 0.150 I 55 allilill 0.594 0.68 DAB 0.035 0,059 0.195 0.68 , 0.035 arm • $6 2,83 0.597 0.68 1 • - a 035 0.002 67 1,14 0.196 OM 0.43 0.436 $ e° 67 + 0.600 0.68 4.45 D.036 0.505 57 r 1,13 0.197 0.67 0.48 0.434 MOO 57 2,76 0,604 0.67 a48 0.036 0.567 58 r 1,12 0,198 0.67 0.46 0.037 mei 58 2,73 0.607 0.67 0,46 D.037 0.570 59 i 1,11 0,199 0.67 0.45 r 0.037 '0.162 69 Z71 I 1 • 1 0.67 D.45 0.037 0.573 60 j 141€7 04240 1 0.45 1 0.438 0.162 80 • - 2.68 0.6.10 • r1 + I 1 r Most. FM Minor Storage Volume {eubie 1t.} m 7,086 Mod. PM Major Storage Volume (cubic N.) �+ Mai. FAA Minor storage Vilume jade -fit.} s 0.1622 Mcd, FAA Major Storage Volume (aors-fl.) UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Versi©n 2,35, Released January 2015 25,083 0.5754 UD-Detention_v2.35 - 712.xtsm, Modified FM 211 018, 1:13 PM • Project: 231-7 mountain view fire Basin ID: historic Inflow and Outflow Volumes ors. Rainfall Duration Volume (acre-feet) 0.7 0,8 0.5 0.4 0.3 0,2 0.1 - -- - • ,_ • • ., _ ........, ....... • . -.. _. —. - .- . -••••-- �-_ ,._ ., ..-.-.- -... .. ... ...- .............. ... --....--- . . - .: - - - - _. r. - -..,_ „ . . _.. . • . . S • • • • • • .• � • d• 1 . • ------ . • _.. - • -- - --• -• --=- - , cod • �, cook 0000o_.._ ................................... • 10 20 30 40 Duration (Minutes) 50 • 60 .-- Minor Blom Irelow%alum* •Minor Storm Outflow Volume a Mlnar Slam Sforage Volume domi Mayor Morin rnftvry Volume •Nit Major Storm Ouff!ow Volume. a Melo, Slant~ StompVolume 70 UDFCD DETENTION BASIN VOLUME ESTIMATING WORKBOOK Version 2.35, Released January 2015 0 LID-Datentlon v135 - 712.tm, Modified FM 21!!2018, 1:13 PM Pond Calcs Pond Sizing ALL ACCESS STORAGE JN: 726-1 2112/2018 VOLUME AVAILABLE -Main Pond A Elevation h Atop Abottom Vpand Side . Notes ft sf s# cf Ac -ft Slopes 5036.66 - - - bottom of pond 5037 0.34 2,892 - 328 0.01 3:1 on all sides 5038 1 3,691 2,892 3,283 ! 0.08 3:1 on all sides 5039 1 4,562 3,691 4,119 0.0$ 3:1 on all sides 5040 1 5,505 4,562 5,026 0.12 3:1 oh all sides 5041 1 6,721 5,505 6,103 r 0.14 3:1 on all sides 5042 1 8 647 6,721 7,664' 0.18 3:1 on all sides 5042.31 0.31 111779 , 8,647 - 3,154 0.07 3:1 on all sides total Vol. 29,676 0.29 freeboard at 5042.31 4:1 max size wv/ 1' of freeboard':to street) 55 DETERMINE 100-YR WSEL BY INTERPOLATION: ,. OL REQD 0.575 AC -FT : = 25,047 Cu, ft ELEV: VOLUME . 5041 18,859 5041.311<--WSEL AT 109-YR 25, 047 5042 26,523 231-7 NEW! BASIN&DETENTION 2-12-16.xIs 3/5/2018 N D S 6 in. Plastic Round Black Foam Polyolefin Grate -40 - The Horne Depot Similar Options to Consider NDS 6 in, Plastic Structural Foam $467/each r-. NDS 4 in, Plastic Round Black Foam P4 (3) I /each 4 in, Polyethylene Pop -Up Drainage ■ 1 1 ail (15) $ 491/each Home / Plumbing / Pipes & Fittings / Accessories , Drain Grates Model # 40 Internet #100377396 Store SKU #703362 Share Save to List Print NDS 6 in, Plastic Round Black Foam Polyolefin Grate **'*•*'* (3) Write a Review Questions & Answers (4) NDS 3 in, Plastic Green tructural- r Lm i , Ps (5) $209/each S NDS 24 it r torrn Wa $80°71ei istsw Opt 4ivs https://ww v.homedepc teem/piNDS-6-in-Plastic-Round-Black-Foam-Polyolefin-Grate-401100377396 1/4 3/5/2018 NOS 6 in. Plastic Round Black Foam Polyolefin Grate -40 - The Home Depot The NDS 6 in. Round Black Foam Polyolefin Grate features added UV inhibitors to help the grate withstand exposure to the elements. The grate is 1 -piece injection molded from structural foam polyolefin for strength. For use in outdoor applications. • Use with the Spee-D basin, 6 in. sewer and drain pipe and fittings and 6 in. corrugated pipe • Open surface area 9.1.0 sq. in. • 11.92 GPM • DA compliant and heel proof • Black finish Specificati. ns Dimensions Product Depth (in.) 6.75 Product Height (in.) 2.38 Product Length (in,) 6,75 in Product Width (in.) - PIP ..,_ A• /JO! ... ............... .. .......... It. ..,... _ ,.....uµ.........._..w.V..._.........._...... ...AIM -- - 6,75 in Details Accessory Type Drain/Grate Color/Finish Family Black Features Corrosion Resistant a.i ti h#tps://w'vw.hornedepot.corn}p/NDS-8-in-Plastic-Round-Black-Foam-PoIyoIefin-Grate-40)100317308 3/4 EZ; cD r 4 IZ4 Entaq MOUNTAIN TOWN OF ERIE, WELD 1`4aU3,.. A9 IictelfiOd317 'JXM? 'OW 74PI,dPY'Srpa.JerSiit =lit CC yuou.Ouo-i Kg Pifl M' IAw aa+ 5upea la -IS a6pi� O Fps. 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S1t'di d--d'd#v #31r Wb d5 h9 NSC1 6uUeau16u3 HAD a6pm Mocru L—L€z Ott Or asweti€z 0M CYO AlI1I3Vd "1NIV ' 3IIJ ] ANN/LW-II:PIA 6 LU i i '1 I i ! b I 1 I ;E .0 9 I i 41 j 1 i i ! ii g 1 0 0 il li HSI OrSIli 1 10 + N tin 1iIHril in rd0.mil Ill I til Silt Fence (SF) 0 I I 0 --.-' .,1,.. ,:,.......i..... ....%..t...,:.,...: r :a:::;::.�;� .�.Y:;;.'it: .�11'4'1.� Y' :;::•:-;,.......i.,.;: �11 ti;i;v;a,� ;;b?•� .!' �i:i.1.i1 t .�:..tt.' iii::::-::-.:. v. ii' N PLY Ekg O 0.7 I 0 a 8 ' 1 2 w o U g!„ t ;; g 5 l}}oill V' F 4 E riKilt] Id z I si 2F _ 1C! r J - 5 I ' r r P TL -.F.'I L �. iii.11 '1 F iT5 V ; k. ... • `5, Ib rt.i(7�J { s` F I I: 'I 2? rs F I S 6 • , I.j. 7 p LEI0.;I k_ . w v a c S `�. KJ4L2' �' ' F is s .16l ! N ' 1 JE i bipItt.11. N r CZ A it J �,�- " ] P C 1 �J'�4 � ^� II of h y.. jfj� f Prit au a p 1 P. t+ql ig ' I 1F• -ElFF E }I, 'Fi'.,'-"t-' _.Zl)....:...f..__'li—u.1¢.�. I r t 1 C F'` {�� //�� / E 11 P@ yr _ .rte " it 'tilt I TM , f• F —I � .; .t. rs.N I' �y 3 a �' � PIt ^^F lq 5Ss� 4 a,r, f a: friL d wair � g 5Ai 14 H�pHp�11 �' I � h� .J" p\ 8CIALE: NOME IN 74 r L 8 CTL I THOMPSON INCORPORATED GEOTECHNICAL INVESTIGATION PROPOSED FIRE STATION AND MAINTENANCE BUILDING MOUNTAIN VIEW FIRE RESCUE ERIE, COLORADO ARCHITECTURE WEST 160 Palmer Drive Fort Collins, Colorado 80525 Attention: Steve Stein bicker Project No. FC08158-125 March 1, 2018 400 North Link Lane I Fort Collins, Colorado 80524 Telephone: 970-206-9455 Fax: 970-206-9441 TABLE OF CONTENTS S COPE SUMMARY OF CONCLUSIONS PROPOSED CONSTRUCTION INVESTIGATION S UBSURFACE CONDITIONS Groundwater GEOLOGIC HAZARDS Expansive Soils Seismicity S ITE DEVELOPMENT Fill Placement Excavations FOUNDATIONS Footings Drilled Piers Bottomed in Bedrock Laterally Loaded Piers Closely Spaced Pier Reduction Factors BELOW GRADE AREAS FLOOR SYSTEMS OVER -EXCAVATION PAVEMENTS Pavement Selection Subgrade and Pavement Materials and Construction Pavement Maintenance WATER-SOLUBLE SULFATES S URFACE DRAINAGE CONSTRUCTION OBSERVATIONS GEOTECHNICAL I CAL RISK LIMITATIONS ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CIII T PROJECT NO. FO08158-125 1 1 3 3 4 4 4 5 5 6 6 7 7 8 9 10 11 12 13 16 16 18 19 19 20 20 21 21 22 FIGURE 1 - LOCATIONS OF EXPLORATORY BORINGS FIGURE 2 - SUMMARY LOGS OF EXPLORATORY BORINGS FIGURES 3 THROUGH 10 - DRAIN DETAILS APPENDIX A - RESULTS OF LABORATORY TESTING APPENDIX B - SAMPLE SITE GRADING SPECIFICATIONS APPENDIX C - PAVEMENT CONSTRUCTION RECOMMENDATIONS APPENDIX D - PAVEMENT MAINTENANCE PROGRAM ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL. T PROJECT NO. FC08158-125 SCOPE This report presents the results of our Geotechnical Investigation for the proposed Fire Station and Maintenance Buildings in Erie, Colorado. The pur- pose of the investigation was to evaluate the subsurface conditions and provide foundation recommendations and geotechnical design criteria for the project. The scope was described in our Service Agreement (Proposal No. FC-17-0409) dated January 8, 2018. The report was prepared from data developed during field exploration, la- boratory testing, engineering analysis and experience with similar conditions. The report includes a description of subsurface conditions found in our explora- tory borings and discussions of site development as influenced by geotechnical considerations. Our opinions and recommendations regarding design criteria and construction details for site development, foundations, floor systems, slabs - on -grade, lateral earth loads, pavements and drainage are provided. The report was prepared for the exclusive use of Architecture West in design and construc- tion of the proposed improvements. If the proposed construction differs from de- scriptions herein, we should be requested to review our recommendations. Our conclusions are summarized in the following paragraphs. SUMMARY OF CONCLUSIONS 1. Subsurface conditions encountered in our borings consisted of 9 to 141/2 feet of sandy clay over 21/2 to 13 feet of weathered sandy clay - stone underlain by interbedded sandstone and claystone bedrock to the maximum depths explored. 2. Groundwater was measured at depths ranging from 11 to 16 feet in three borings during drilling. When measured several days later, groundwater was encountered at depths of 13 to 15 feet in three borings. Existing groundwater levels are not expected to signifi- cantly affect site development, but may affect drilled pier installa- tion. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 1 3. The presence of expansive soils and bedrock constitutes a geologic hazard. There is risk that slabs -on -grade and foundations will heave or settle and be damaged. We judge the risk is high. To re- duce the risk of poor performance of shallow foundations and slabs -on -grade, we recommend over -excavation of native soils to a depth of 6 feet below footings and slabs -on -grade. Over -excavation consists of removal, moisture treatment and recompaction of in -situ soils. We anticipate the risk to slabs and foundations will be low to moderate following over -excavation. We believe the recommenda- tions presented in this report will help to control risk of damage; they will not eliminate that risk. Slabs -on -grade and, in some in- stances, foundations may be damaged. 4. Footing foundations designed to maintain a minimum dead load placed on properly over -excavated and re -compacted fill are rec- ommended for the proposed construction. Drilled piers may also be considered as a lower risk option. Design and construction criteria for shallow and deep foundations are presented in the report. 5. We believe a slab -on -grade floor is appropriate for this site if con- structed on over -excavated material. Some movement of slab -on - grade floors should be anticipated. After over -excavation, we ex- pect movements will be minor, on the order of 1 to 2 inches or less. If movement cannot be tolerated, structural floors should be consid- ered. 6. Surface drainage should be designed, constructed and maintained to provide rapid removal of surface runoff away from the proposed structures. Conservative irrigation practices should be followed to avoid excessive wetting. Samples of the subgrade soils generally classified as AASHTO A-6 soils. Laboratory tests indicate high swelling potential at shallow depths in all borings. We recommend pavements be placed on a minimum 2 feet of over -excavated soil. SITE CONDITIONS The site is located east of Weld County Road 7, approximately 2,000 feet north of Weld County Road 12 in Erie, Colorado (Figure 1). The vacant 6± -acre tract slopes down gradually to the north and east. At the time of our investigation, site grading had yet to begin and ground cover consisted of grasses and weeds. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 2 The site borders agricultural fields to the west. Irrigation of these fields may affect groundwater levels at the site. PROPOSED CONSTRUCTION We understand the proposed construction will include two structures. The Fire Station will be a two-story, wood, masonry or steel -framed structure with at- tached garage bays and may have a basement. The maintenance building will be a pre-engineered steel building with a partial second floor and no below grade areas. Parking lots and access roads are planned and buried utilities will be con - studied. INVESTIGATION The field investigation included drilling three exploratory borings at the lo- cations presented on Figure 1. The borings were drilled to depths of approxi- mately 10 to 34 feet using 4 -inch diameter, continuous -flight augers and a truck - mounted drill. Drilling was observed by our field representative who logged the soils and bedrock. Summary logs of the borings, including results of field pene- tration resistance tests, are presented on Figure 2. Soil and bedrock samples obtained during drilling were returned to our la- boratory and visually examined by our geotechnical engineer. Laboratory testing was assigned and included moisture content, dry density, swell -consolidation, particle -size analysis, Atterberg limits, and water-soluble sulfate tests. Swell -con- solidation test samples were wetted at a confining pressure which approximated the pressure exerted by the overburden soils (overburden pressures). Results of the laboratory tests are presented in Appendix A and summarized in Table A -I. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 ' SUBSURFACE CONDITIONS Subsurface conditions encountered in our borings consisted of 9 to 141/2 feet of sandy clay over 21/2 to 13 feet of weathered sandy claystone underlain by interbedded sandstone and claystone bedrock to the maximum depths explored. Samples of the clay soils tested indicated 0.7 to 11.6 percent swell. Samples of the bedrock tested indicated 0.1 percent compression to 2.9 percent swell. Fur- ther descriptions of the subsurface conditions are presented on our boring logs and in our laboratory test results. Groundwater Groundwater was measured at depths ranging from 11 to 16 feet in three borings during drilling, When measured several days later, groundwater was en- countered at depths of 13 to 15 feet in three borings. Groundwater may develop on or near the bedrock surface or other low permeable soil or bedrock when a source of water not presently contributing becomes available. Groundwater lev- els are expected to fluctuate seasonally and with irrigation of nearby agricultural sites. Groundwater is not expected to affect below -grade construction at the site. We recommend a minimum separation of 3 feet from groundwater to foundations and floor systems. GEOLOGIC HAZARDS Our investigation addressed potential geologic hazards, including mine -re- lated subsidence, expansive soils and seismicity that should be considered dur- ing planning and construction. None of these hazards considered will preclude proposed construction. The following sections discuss each of these geologic hazards and associated development concerns. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 Mine -Related Subsidence A previous geotechnical investigation conducted at this site by Ground En- gineering in 2009 was made available for our review. The previous report showed seams of lignite and coal within the bedrock. Lignite or coal were not en- countered in our borings. Seams identified in the previous investigation were en- countered at depths of 33 to 176 feet. Two borings in the previous investigation encountered voids and timber, indicative of previous mining activity, at depths of 171 and 176 feet. The locations of these two borings were farther east, where the oil and gas facilities proposed in the previous report were constructed. We con- sulted the Colorado Geological Survey's Historic Underground Coal Mine Extents Map which indicated that the site is not located over previous coal mining activi- ties. We judge the risk of mine -related subsidence at this site to be low. Expansive Soils Expansive soils and bedrock are present at the site. The presence of ex- pansive soils and bedrock, collectively referred to as expansive or swelling soils, constitutes a geologic hazard, There is a risk that ground heave will damage slabs -on -grade and foundations. The risks associated with swelling soils can be mitigated, but not eliminated, by careful design, construction, and maintenance procedures. We believe the recommendations in this report will help control risk of foundations and/or slab damage; they will not eliminate that risk. Seismicity This area, like most of central Colorado, is subject to a low degree of seis- mic risk. As in most areas of recognized low seismicity, the record of the past earthquake activity in Colorado is incomplete. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 5 According to the 2015 International Building Code and the subsurface con- ditions encountered in our borings, this site probably classifies as a Site Class C. Only minor damage to relatively new, properly designed and built buildings would be expected. Wind loads, not seismic considerations, typically govern dynamic structural design for the structures planned in this area. SITE DEVELOPMENT Fill Placement The existing onsite soils are suitable for re -use as fill material provided de- bris or deleterious organic materials are removed. If import material is used, it should be tested and approved as acceptable fill by CTLIThompson. In general, import fill should meet or exceed the engineering qualities of the onsite soils. Ar- eas to receive fill should be scarified, moisture -conditioned and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D698, AASHTO T99). Sand soils used as fill should be moistened to within 2 percent of optimum moisture content. Clay soils should be moistened between optimum and 3 percent above optimum moisture content. The fill should be moisture -con- ditioned, placed in thin, loose lifts (8 inches or less) and compacted as described above. We should observe placement and compaction of fill during construction. Fill placement and compaction should not be conducted when the fill material is frozen. Site grading in areas of landscaping where no future improvements are planned can be placed at a dry density of at least 90 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Example site grading spec- ifications are presented in Appendix B. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 6 Water and sewer lines are often constructed beneath areas where im- provements are planned. Compaction of trench backfill can have a significant ef- fect on the life and serviceability overlying structures. We recommend trench backfill be moisture conditioned and compacted as described above, Placement and compaction of backfill should be observed and tested by a representative of our firm during construction. Excavations We believe the materials found in our borings can be excavated using conventional heavy-duty excavation equipment. Excavations should be sloped or shored to meet local, State and Federal safety regulations. Based on our in- vestigation and OSHA standards, we believe the clay and weathered bedrock soils classify as Type B soils and the interbedded bedrock as Type A soils. Type A soils require a maximum slope inclination of 3,4:1 in dry conditions. Type B soils require a maximum slope inclination of 1:1 (horizontal:vertical) in dry conditions. Excavation slopes specified by OSHA are dependent upon types of soil and groundwater conditions encountered. The contractor's "competent person" should identify the soils and/or rock encountered in the excavation and refer to OSHA standards to determine appropriate slopes. Stockpiles of soils, rock, equipment, or other items should not be placed within a horizontal distance equal to one-half the excavation depth, from the edge of excavation. Excavations deeper than 20 feet should be braced or a professional engineer should design the slopes. FOUNDATIONS Our investigation indicates high -swelling soils are present at the antici- pated foundation levels. Footing foundations designed to maintain a minimum dead load are recommended for the proposed construction, following over -exca- vation. Drilled or helical piers bottomed in bedrock may also be considered. If ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 piers are elected for the building foundation, a structural slab floor should be con- structed and supported by similar foundations. Design criteria for footing and pier foundations developed from analysis of field and laboratory data and our experi- ence are presented below. Footings 1. Footings should be constructed on properly compacted fill placed for an over -excavation as described in the SITE DEVELOPMENT section of this report. Over -excavation should extend 6 feet below footings. Footings should be designed for a net allowable soil pressure of 3,000 psf and a minimum dead load pressure of 1,000 psf. The soil pressure can be increased 33 percent for transient loads such as wind or seismic loads. We recommend a minimum 3 -foot separa- tion between foundation elements and groundwater. Footings should have a minimum width of at least 18 inches. Foun- dations for isolated columns should have minimum dimensions of 24 inches by 24 inches. Larger sizes may be required depending on loads and the structural system used. 4. The soils beneath footing pads can be assigned an ultimate coeffi- cient of friction of 0.45 to resist lateral loads. The ability of grade beam or footing backfill to resist lateral loads can be calculated us- ing a passive equivalent fluid pressure of 300 pcf. This assumes the backfill is densely compacted and will not be removed. Deflec- tion of grade beams is necessary to mobilize passive earth pres- sure; we recommend a factor of safety of 2 for this condition. Back - fill should be placed and compacted to the criteria in the Fill Place- ment section of this report. 5. To meet the minimum dead load criteria, a continuous void with minimum 4 -inch thickness should be placed below grade beams, between pads to concentrate the load of the structures on the foot- ing pads. Exterior footings should be protected from frost action. We believe 30 inches of frost cover is appropriate for this site. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 8 7. Foundation walls and grade beams should be well reinforced both top and bottom. We recommend reinforcement sufficient to simply span 10 feet. The reinforcement should be designed by a structural engineer. 8. We should observe completed footing excavations to confirm whether the subsurface conditions are similar to those found in our borings. Drilled Piers Bottomed in Bedrock 1 Piers should be designed for a maximum allowable end pressure of 25,000 psf and an allowable skin friction of 2,500 psf for the portion of pier in bedrock. Skin friction should be neglected for the upper feet of pier below grade beams. Pier end pressure can be in- creased 30 percent for short duration live loads such as wind loads. Piers should penetrate at least 8 feet into the comparatively fresh interbedded claystone and sandstone bedrock. Piers should have a total length of at least 29 feet in non -basement areas and 24 feet in basement areas. Longer piers may be necessary to achieve proper bedrock penetration. Drilled piers should be designed to resist an ultimate uplift force cal- culated as (65 kips x pier diameter in feet) to resist tension in the event of swelling. Reinforcement should extend into grade beams and foundation walls. There should be an 8 -inch (or thicker) continuous void beneath all grade beams and foundation walls, between piers, to concentrate the dead load of the structure onto the piers, 5. Foundation walls and grade beams should be well reinforced. A qualified structural engineer should design the reinforcement. Lat- eral earth pressures and the effects of large openings within base- ment walls should be considered. 6. Pier borings should be drilled to a plumb tolerance of 1.5 percent relative to the pier length. 7, Some of the bedrock encountered in our investigation was very hard, and may present added challenges in boring for pier installa- tion. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 9 8. Piers should be carefully cleaned prior to placement of concrete. Ground water was encountered during this investigation. We rec- ommend a "drill -and -pour" procedure for pier installation. Concrete should be on site and placed in the pier holes immediately after the holes are drilled, cleaned and observed by our representative to avoid collecting water and possible contamination of open pier holes. We anticipate tremie equipment and/or pumping may be necessary for proper cleaning, dewatering, and concrete place- ment. Concrete should not be placed by free fall if there is more than about 3 inches of water at the bottom of the hole. 9. Concrete placed by the free fall method should have a slump be- tween 5 inches and 7 inches. Concrete placed by pump, tremie or when temporarily cased should have a slump between 6 inches and 8 inches. 10. Formation of "mushrooms" or enlargements at the top of piers should be avoided during pier drilling and subsequent construction operations. 11. We should observe installation of drilled piers to confirm the sub- surface conditions are those we anticipated from our borings. Laterally Loaded Piers Several methods are available to analyze laterally loaded piers. With a pier length to diameter ratio of 7 or greater, we believe the method of analysis developed by Matlock and Reese is most appropriate. The method is an iterative procedure using applied loading and soil profile to develop deflection and mo- ment versus depth curves. The computer programs LPILE and COM624 were developed to perform this procedure. Suggested criteria for LPILE analysis are presented in the following table. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 10 TABLE A SOIL INPUT DATA FOR LPILE or COM624 Clay Soils, Weath- ered Bedrock or Clay Fill Claystone Bedrock Soil Type Stiff Stiff Clay w/o Clay w/o Free Water Free Water Effective Unit (pci) Weight 0.07 0.07 Cohesive Strength, (psi) c 15 40 Degrees Angle Friction Soil Strain, C5o (in/in) 0.005 0.003 p -y Modulus ks (pci)11,000 1 2,000 The £50 represents the strain corresponding to 50 percent of the maximum principle stress difference. Closely Spaced Pier Reduction Factors For axial loading, a minimum spacing of three diameters is recommended. At one diameter (piers touching) the skin friction reduction factor for both piers would be 0.5. End bearing values would not be reduced provided the bases of the piers are at similar elevations. Linear interpolation can be used between one and three diameters. Piers in -line with the direction of the lateral load should have a minimum spacing of six diameters (center -to -center) based upon the larger pier. If a closer spacing is required, the modulus of subgrade reaction for initial and trailing piers should be reduced. At a spacing of three diameters, the effective modulus of subgrade reaction of the first pier can be estimated by multiplying the given mod- ulus by 0.6. For trailing piers in a line at three -diameter spacing, the factor is 0.4. Linear interpolation can be used for spacing between three and six diameters. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 11 Reductions to the modulus of subgrade reaction can be accomplished in LPILE by inputting the appropriate modification factors for the p -y curves. Re- ducing the modulus of subgrade reaction in trailing piers will result in greater computed deflections on these piers. In practice, the grade beam can force de- flections of piers to be equal. Load -deflection graphs can be generated for each pier in the group using the appropriate p -multiplier values. The sum of the piers' lateral load resistance at selected deflections can be used to develop a total lat- eral load versus deflection relationship for the system of piers. For lateral loads perpendicular to the line of piers a minimum spacing of three diameters can be used with no capacity reduction. At one diameter (piers touching) the piers can be analyzed as a single unit. Linear interpolation can be used for intermediate conditions. BELOW GRADE AREAS We understand a basement may be constructed for a portion of the fire station. Lateral earth pressure can be calculated using an equivalent fluid density of 60 pcf. This value is for horizontal backfill conditions and does not include pressure due to surcharge or hydrostatic pressure. Water from surface irrigation of landscaping can flow through relatively permeable backfill placed adjacent to below -grade walls and collect on the surface of less permeable soils occurring at the bottom of basement or foundation excavations. This process can cause wet or moist conditions in below -grade areas after construction. To reduce the likeli- hood water pressure will develop outside foundation walls and the risk of accu- mulation of water in below grade areas, we recommend provision of an exterior foundation drain around the perimeter of the foundation excavation. The provision of a drain will not eliminate slab movement or prevent moist conditions in crawl spaces. The exterior drain should consist of a 4 -inch diame- ter open joint or slotted pipe encased in free draining gravel. The drain should ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 12 lead to a positive gravity outlet, such as a sub -drain located beneath the sewer, or to a sump where water can be removed by pumping. If the drain discharges to the ground surface, the outlet should be a permanent fixture that provides pro- tection from blockage from vegetation or other sources. Typical foundation drain details are presented on Figures 3 through 10. We have observed occasional incidents of water in basement window wells after construction. We recommend considering a drain pipe to connect the bottom of window wells to the basement foundation drain. Section R310.2.2 of the 2015 IRC requires a drain in the window wells. Typical window well drain de- tails are provided on Figures 7 and 8. Our experience indicates moist conditions can develop in non -basement crawl space areas resulting in isolated instances of damp soils, musty smells and, in rare cases, standing water. Crawl space areas should be well ventilated, depending on the use of a vapor retarder on the exposed soils and the floor ma- terial selected. Perimeter drains for non -basement crawl space areas should be installed as required by the 2015 IRC. Proper design, construction and maintenance of surface drainage are crit- ical to the satisfactory performance of foundations, slabs -on -grade and other im- provements. FLOOR SYSTEMS In our opinion, it is reasonable to use slab -on -grade floors for the pro- posed construction if placed on a minimum 6 -foot over -excavation. Any fill placed for the floor subgrade should be built with densely compacted, engineered fill as discussed in the Fill Placement section of this report. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 13 It is impossible to construct slab -on -grade floors with no risk of movement. We believe movements due to swell will be less than 2 inches at this site. If movement cannot be tolerated, structural floors should be used. Structural floors can be considered for specific areas that are particularly sensitive to movement or where equipment on the floor is sensitive to movement. Where structurally supported floors are selected, we recommend a mini- mum void between the ground surface and the underside of the floor system of inches. The minimum void should be constructed below beams and utilities that penetrate the floor. The floor may be cast over void form. Void form should be chosen to break down quickly after the slab is placed. We recommend against the use of wax or plastic -coated void boxes. Slabs may be subject to heavy point loads. The structural engineer should design floor slab reinforcement. For design of slabs -on -grade, we recom- mend a modulus of subgrade reaction of 75 pci for on -site soils. If the owner elects to use slab -on -grade construction and accepts the risk of movement and associated damage, we recommend the following precautions for slab -on -grade construction at this site. These precautions can help reduce, but not eliminate, damage or distress due to slab movement, 1. Slabs should be separated from exterior walls and interior bearing members with a slip joint that allows free vertical movement of the slabs. This can reduce cracking if some movement of the slab oc- curs. 2. Slabs should be placed directly on exposed soils or properly mois- ture conditioned, compacted fill. The 2015 International Building Code (IBC) requires a vapor retarder be placed between the base course or subgrade soils and the concrete slab -on -grade floor. The merits of installation of a vapor retarder below floor slabs depend on the sensitivity of floor coverings and building use to moisture. A properly installed vapor retarder (minimum -mil; 10 -mil recom- mended) is more beneficial below concrete slab -on -grade floors ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 14 where floor coverings, painted floor surfaces or products stored on the floor will be sensitive to moisture. The vapor retarder is most effective when concrete is placed directly on top of it, rather than placing a sand or gravel leveling course between the vapor retarder and the floor slab. The placement of concrete on the vapor retarder may increase the risk of shrinkage cracking and curling. Use of concrete with reduced shrinkage characteristics including mini- mized water content, maximized coarse aggregate content, and reasonably low slump will reduce the risk of shrinkage cracking and curling. Considerations and recommendations for the installation of vapor retarders below concrete slabs are outlined in Section 3.2.3 of the 2006 report of American Concrete Institute (ACI) Committee 302, "Guide for Concrete Floor and Slab Construction (ACI 302.R1- 04 )". 3. If slab -bearing partitions are used, they should be designed and constructed to allow for slab movement. At least a 2 -inch void should be maintained below or above the partitions. If the "float" is provided at the top of partitions, the connection between interior, slab -supported partitions and exterior, foundation supported walls should be detailed to allow differential movement. 4 Underslab plumbing should be eliminated where feasible. Where such plumbing is unavoidable it should be thoroughly pressure tested for leaks prior to slab construction and be provided with flexi- ble couplings. Pressurized water supply► lines should be brought above the floors as quickly as possible. 5. Plumbing and utilities that pass through the slabs should be iso- lated from the slabs and constructed with flexible couplings. Where water and gas lines are connected to furnaces or heaters, the lines should be constructed with sufficient flexibility to allow for move- ment. 6. HVAC equipment supported on the slab should be provided with a collapsible connection between the furnace and the ductwork, with allowance for at least 2 inches of vertical movement. 7. The American Concrete Institute (ACI) recommends frequent con- trol joints be provided in slabs to reduce problems associated with shrinkage cracking and curling. To reduce curling, the concrete mix should have a high aggregate content and a low slump. If desired, a shrinkage compensating admixture could be added to the con- crete to reduce the risk of shrinkage cracking. We can perform a mix design or assist the design team in selecting a pre-existing mix. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 15 OVER -EXCAVATION Basement floor slabs and footings can be used if they are placed on a uni- form mat of soil that has been over -excavated, moisture conditioned, and recom- pacted. The over -excavation should extend at least 6 feet below footings and at least 2 feet beyond the perimeter of the building. The existing on -site soils are suitable for re -use as fill material provided debris or deleterious organic materials are removed. Areas to receive fill should be scarified, moisture -conditioned and com- pacted to at least 95 percent of standard Proctor maximum dry density (ATM D 698, AASHTO T 99). Clay fill soils placed below the building should be moisture conditioned between optimum and 3 percent above optimum moisture content. The fill should be moisture -conditioned, placed in thin, loose lifts (8 inches or less) and compacted as described above. We should observe placement and test compaction of fill during construction. Fill placement and compaction activi- ties should not be conducted when the fill material or subgrade is frozen. For pavement areas, over -excavation should be performed to a depth of 2 feet into the native subgrade. Details regarding subgrade preparation including moisture treatment are presented in Appendix C. PAVEMENTS The project will include parking lots and access drives. The performance of parking areas and roadways is dependent upon the characteristics of the sub - grade soil, traffic loading and frequency, climatic conditions, drainage and the driving surface materials. We drilled two exploratory borings and conducted la- boratory tests to characterize the subgrade soils, which consisted of sandy clay. The subgrade soil classified as A-6 soil in accordance with AASHTO procedures. The subgrade soil will likely provide fair to poor support for new pavement. if fill is needed, we have assumed it will be soils with similar or better characteristics. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 16 Traffic loading of a parking lot can be estimated based on type of usage and number of parking spaces. We understand there will be approximately 27 parking spaces for lightly -loaded passenger vehicles. Delivery and garbage truck traffic is anticipated to be isolated to certain areas of the parking lot. The pro- posed construction will include indoor parking and maintenance areas for fire trucks. Fire truck traffic may also be limited to certain areas of the parking lot. Ar- eas of fire truck traffic will require a more robust pavement section. We envision that a member of the design team that ultimately configures the parking and ac- cess drives will select the locations for which the different pavement sections will be used. Flexible hot mix asphalt (HMA) over aggregate base course (ABC) is likely planned for pavement areas. Rigid portland cement concrete (FCC) pavement should be used for trash enclosure areas and where the pavement will be sub- jected to frequent turning of heavy vehicles. Our designs are based on the AA' To design method and our experience. Using the criteria discussed above we recommend the minimum pavement sections provided in Table A. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 17 TABLE A RECOMMENDED PAVEMENT SECTIONS Classification Hot Mix Asphalt (HMA) + Aggregate Base Course (ABC) + Moisture Treated Subgrade (MTS) Portland Cement Concrete (FCC) + Moisture Treated Subgrade (MTS) Passenger Vehicle ing Area Park- '} AEA �, 4 H�,+ + 24}} TS 6�, PCC 24,} + MTS Passenger Vehicle Ac- cess Drives 6 P + 24,} MTS �, ABC 5" HMA + + 24}, MTS 6"HMA + 7"+ FCC 24" IS Fire Truck Traffic Areas 6" ABC + 24" lT Trash Enclo- sures - �, + }, � PCC 24 T Pavement Selection Composite H MA/ABC pavement over a moisture treated subgrade is ex- pected to perform well at this site based on the recommendations provided. HMA provides a stiff, stable pavement to withstand heavy loading and will pro- vide a good fatigue resistant pavement, However, HMA does not perform well when subjected to point loads in areas where heavy trucks turn and maneuver at slow speeds. FCC pavement is expected to perform well in this area; PCC pave- ment has better performance in freeze -thaw conditions and should require less long-term maintenance than HMA pavement. The PCC pavement for trash en- closures should extend out to areas where trash trucks park to lift and empty dumpsters. m pste rs . Both HMA and PCC are susceptible to distresses from swelling soils. Given the swell potential of shallow soils at the site, performance of pavements is expected to be erratic. Over -excavation and moisture treatment will help to limit ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 18 the magnitude and frequency of swell -related pavement distresses, but these dis- tresses will not be eliminated. Pavement heave and associated cracking should be expected within the design service life. Cracks in HMA and PCC can create hydraulic connections between the subgrade and pavement surface, exacerbat- ing heave. To reduce potential heave of the subgrade soils and related pavement distresses, over -excavation is recommended. Over -excavation of all pavement areas to a depth of 2 feet is expected to improve performance. Subgrade and Pavement Materials and Construction The design of a pavement system is as much a function of the quality of the paving materials and construction as the support characteristics of the sub - grade. The construction materials are assumed to possess sufficient quality as reflected by the strength factors used in our design calculations. Moisture treat- ment criteria and additional criteria for materials and construction requirements are presented in Appendix C of this report. Pavement Maintenance Routine maintenance, such as sealing and repair of cracks, is necessary to achieve the long-term life of a pavement system. We recommend a preven- tive maintenance program be developed and followed for all pavement systems to assure the design life can be realized. Choosing to defer maintenance usually results in accelerated deterioration leading to higher future maintenance costs, and/or repair. Cracks in HMA and FCC can create hydraulic connections be- tween the subgrade and pavement surface, exacerbating heave and associated pavement distresses. A recommended maintenance program is outlined in Ap- pendix D. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 19 Excavation of completed pavement for utility construction or repair can de- stroy the integrity of the pavement and result in a severe decrease in serviceabil- ity. To restore the pavement top original serviceability, careful backfill compac- tion before repaving is necessary. WATER-SOLUBLE SULFATES Concrete that comes into contact with soils can be subject to sulfate at- tack. We measured water-soluble sulfate concentrations in two samples from this site. Concentrations were below measurable limits. Sulfate concentrations less than 0.1 percent indicate class 0 exposure to sulfate attack for concrete that comes into contact with the subsoils, according to the American Concrete Insti- tute (AOl). For this level of sulfate concentration, ACI indicates there are no spe- cial requirements for sulfate resistance. Superficial damage may occur to the exposed surfaces of highly permea- ble concrete, even though sulfate levels are relatively low. To control this risk and to resist freeze -thaw deterioration, the water-to-cementitious materials ratio should not exceed 0,50 for concrete in contact with soils that are likely to stay moist due to surface drainage or high water tables. Concrete should have a total air content of 6 percent ± 1.5 percent. We advocate all foundation walls and grade beams in contact with the soil (including the inside and outside faces of garage and crawl space grade beams) be damp -proofed. SURFACE DRAINAGE Performance of foundations, flatwork and pavements are influenced by changes in subgrade moisture conditions, carefully planned and maintained sur- face grading can reduce the risk of wetting of the foundation soils and pavement subgrade. We recommend a minimum slope of 5 percent in the first ten feet out- side foundations in landscaped areas. Backfill around foundations should be ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 20 moisture treated and compacted as described in Fill Placement. Roof drains should be directed away from buildings. Downspout extensions and splash blocks should be provided at discharge points, or roof drains should be con- nected to solid pipe discharge systems. We do not recommend directing roof drains under buildings. CONSTRUCTION TRUCTION OBSERVATIONS We recommend that CTL I Thompson, Inc. provide construction observa- tion services to allow us the opportunity to verify whether soil conditions are con- sistent with those found during this investigation. Other observations are recom- mended to review general conformance with design plans. If others perform these observations, they must accept responsibility to judge whether the recom- mendations in this report remain appropriate. GEOTECHNICAL AL RISK The concept of risk is an important aspect with any geotechnical evalua- tion primarily because the methods used to develop geotechnical recommenda- tions do not comprise an exact science. We never have complete knowledge of subsurface conditions. Our analysis must be tempered with engineering judg- ment and experience. Therefore, the recommendations presented in any ge- otechnical evaluation should not be considered risk -free. Our recommendations represent our judgment of those measures that are necessary to increase the chances that the structures will perform satisfactorily. It is critical that all recom- mendations in this report are followed during construction. Owners must assume responsibility for maintaining the structures and use appropriate practices regard- ing drainage and landscaping. Improvements performed by owners after con- struction, such as construction of additions, retaining walls, landscaping and ex- terior flatwork, should be completed in accordance with recommendations in this report. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 21 LIMITATIONS This report has been prepared for the exclusive use of Architecture West for the purpose of providing geotechnical design and construction criteria for the proposed project. The information, conclusions, and recommendations presented herein are based upon consideration of many factors including, but not limited to, the type of construction proposed, the geologic setting, and the subsurface con- ditions encountered. The conclusions and recommendations contained in the re- port are not valid for use by others. Standards of practice evolve in the area of geotechnical engineering. The recommendations provided are appropriate for about three years. If the proposed construction is not constructed within about three years, we should be contacted to determine if we should update this report. Three borings were drilled during this investigation to obtain a reasonably accurate picture of the subsurface conditions. Variations in the subsurface con- ditions not indicated by our borings are possible. A representative of our firm should observe foundation excavations to confirm the exposed materials are as anticipated from our borings or the drilling of pier holes to confirm proper pier construction. We should also test compaction of fill if over -excavation is used. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FO08158-125 22 We believe this investigation was conducted with that level of skill and. care ordinarily used by geotechnical engineers practicing under similar condi- tions. No warranty, express or implied, is made. of we can be of further service in discussing the contents of this report or in the anM sis of the influence of sub- surface conditions on design of the structures, please call, CTIL I THO P ON i INC.. Taylor 1 . Ray Spencer Se Project Engine& inn& Staff Geoteohnical Engineer THR:SAS:RBL A :EBL (2 Copies) Viae-mail: steve_@architecturw stll .icom ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL T PROJECT NO FCUe i 58- t 25 23 APP ROXI MATE SCALE: 1" - 80' 0' 40' 80' LEGEND: TH-1 INDICATES APPROXIMATE LOCATION OF • EXPLORATORY BORING TB M INDICATES APPROXIMATE LOCATION OF TEMPORARY BENCHMARK; BASE OF POWER POLE (ASSUMED ELEVATION 100') • 1 i f f 7 ee F �r �.5 ACRES r Eriperieicr (31 14 4 ACRES) HWY 52 SITE CR-1 VICINITY MAP (ERIE, COLORADO) NOT TO SCALE i 31G' ST A. iE YARD pP Jf f. d� / ii re �{ I. R er ilit A Il 1 ■1 Ti,77ii, O1::::) • I / / / / TH- •r . 1 1 r r'� I I a Locations of Exploratory Borings ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL I T PROJECT NO. FC08158-125 FIGURE 1 0 vt W CLAY, SANDY, MOIST, VERY STIFF TO HARD, BROWN (CL) WEATHERED CLAYSTONE, SANDY, MOIST, MEDIUM HARD, BROWN, GRAY, RUST ,III II��II�I II 0 INTERBEDDED SANDSTONE AND CLAYSTONE, MOIST TO WET, BROWN, GRAY, RUST i�L'III inn IIIIa+I� FALLING 30 INCHES WERE REQUIRED TO DRIVE A 2.5 -INCH O.D. SAMPLER 12 INCHES. WATER LEVEL MEASURED AT TIME OF DRILLING. WATER LEVEL MEASURED SEVERAL DAYS AFTER DRILLING. Ni ors� Ii w Lu V z ci z O N CO r W W W ci a LLI J J_ LLI U) Z a r O z J J a w 0 IY C a fz uJ W LL 0 Z I= 0 BORING ELEVATIONS WERE SURVEYED BY A REPRESENTATIVE OF OUR FIRM 0.1 1Th - NOIIVAE1E REFERENCING THE TEMPORARY BENCHMARK SHOWN ON FIGURE 1. THESE LOGS ARE SUBJECT TO THE EXPLANATIONS. LIMITATIONS AND CONCLUSIONS IN Cr; THIS REPORT. 0 2.9 W 0 cc 3 a W W Col W 0 z W CO w 0 W O LW r W z LU LLJ LU C.) J cn c W W z I- H H a J CJ} W U LI a. 0 W I- W 0) W A- 0 u W LL 0 W Ca Z Z Z Z Z Z Z NDICATES SOLUBLE SULFATE CONTENT M.). a I U U) ti - O .= CO co As Es to E • x CO URI I I II N O O Lc) r r b Lea co N - b O 5 5 U, N W CE LL 133 - NOIIVA�1R 7,</\\\\ ;N./Ask 4 SLOPE EXCAVATION PER OSHA GEOTEXTILE COVER GRAVEL DRAIN PIPE NOTES: SLOPE PER REPORT ATTACH PLASTIC SHEETING TO FOUNDATION WALL %.5>\/;),,,,\7;,;(\<<Kx, 8" MIN. 40 4 4 FOOTING OR PAD /*ki/e<> \\\://,,,,\` FOUNDATION WALL SLOPE GROUND SURFACE AWAY FROM FOOTING NO STEEPER THAN 1:1 TO DRAIN AWAY FROM FOOTING 1. DRAIN PIPE SHOULD CONSIST OF 4 -INCH DIAMETER RIGID PERFORATED PIPE. 2. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 1/8 INCH DROP PER FORT OF DRAIN DOWNWARD TO A POSITIVE GRAVITY OUTLET (DAYLIGHTED) OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. . THE BOTTOM OF THE DRAIN PIPE SHOULD BE AT LEAST 2 INCHES BELOW THE BOTTOM OF THE FOOTING AS MEASURED FROM THE HIGHEST POINT. 4. ENCASE DRAIN PIPE IN 1/4 -INCH TO 3/4 -INCH WASHED GRAVEL. EXTEND GRAVEL LATERALLY TO FOOTING AND AT LEAST 1/2 HEIGHT OF FOOTING. FILL ENTIRE TRENCH WITH GRAVEL. 5. COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTEXTILE (MIRAFIr 140N, OR EQUIVALENT). ROOFING FELT IS AN ACCEPTABLE ALTERNATIVE. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT Na FC08158-125 Exterior Foundation Wall Drain etail FIGURE 3 SLOPE PER REPORT CicX/r*\\ de//)\,,:\ j SLOPE EXCAVATION PER OSHA GEOTEXTILE COVER GRAVEL DRAIN PIPE NOTES: 1 BACKFILL--.,.\\ ATTACH PLASTIC SHEETING TO FOUNDATION WALL \>/:;\ <4>,„ d' IC 4 4 I FOUNDATION WALL STRUCTURAL FLOOR 1 FOOTING OR PAD d c\i/ifekKs( ///e/v\.\\.'\ - \\A<R\ 8" MIN. Ic....2RAWL SPACE OR VOID jr-SEE NOTE 6 SLOPE GROUND SURFACE AWAY FROM FOOTING NO STEEPER THAN 1:1 TO DRAIN AWAY FROM FOOTING 1. DRAIN PIPE SHOULD CONSIST OF 4 -INCH DIAMETER RIGID PERFORATED PIPE. 2. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 1/8 INCH DROP PER FOOT OF DRAIN DOWNWARD TO A POSITIVE GRAVITY OUTLET (DAYLIGHTED) OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 3. THE BOTTOM OF THE DRAIN PIPE SHOULD BE AT LEAST 2 INCHES BELOW THE BOTTOM OF THE FOOTING AS MEASURED FROM THE HIGHEST POINT. 4. ENCASE DRAIN PIPE IN 1/4 -INCH TO 3/4 -INCH WASHED GRAVEL. EXTEND GRAVEL LATERALLY TO FOOTING AND AT LEAST 1/2 HEIGHT OF FOOTING. FILL ENTIRE TRENCH WITH GRAVEL 5. COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTEXTILE (MIRAFI 140N, OR EQUIVALENT). ROOFING FELT IS AN ACCEPTABLE ALTERNATIVE. 6. TO HELP CONTROL HUMIDITY IN THE CRAWL SPACE, A MINIMUM 6 -MIL (10 -MIL FOR BETTER DURABILITY) VAPOR RETARDER SHOULD BE PLACED OVER THE CRAWL SPACE SOILS. THE RETARDER SHOULD BE ATTACHED TO CONCRETE FOUNDATION ELEMENTS AND EXTEND UP FOUNDATION WALLS AT LEAST 8 INCHES ABOVE THE TOP OF FOOTING. OVERLAP JOINTS 3 FEET AND SEAL PER MANUFACTURER'S RECOMMENDATIONS. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO. FC08158-125 Exterior Foundation Wall Drain Detail FIGURE 4 6/\\\\&\,,. SLOPE EXCAVATION PER OSHA GEOTEXTILE COVER GRAVEL DRAIN PIPE NOTES, SLOPE PER REPORT ATTACH PLASTIC SHEETING TO FOUNDATION WALL 1. DRAIN PIPE SHOULD CONSIST OF 4 -INCH DIAMETER RIGID PERFORATED PIPE. FOUNDATION WALL SLAB -ON -GRADE VOID 2. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 1/8 INCH DROP PER FOOT OF DRAIN DOWNWARD TO A POSITIVE GRAVITY OUTLET (DAYLIGHTED) OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 3. THE BOTTOM OF THE DRAIN PIPE SHOULD BE AT LEAST 2 INCHES BELOW THE BOTTOM OF THE VOID AS MEASURED FROM THE HIGHEST POINT. 4. ENCASE DRAIN PIPE IN 1/4 -INCH TO 3/4 -INCH WASHED GRAVEL. EXTEND GRAVEL LATERALLY TO VOID AND AT LEAST 112 HEIGHT OF VOID. FILL ENTIRE TRENCH WITH GRAVEL. 5. COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTEXTILE (MIRAFIC 140N, OR EQUIVALENT). ROOFING FELT IS AN ACCEPTABLE ALTERNATIVE. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT Na FC08158-125 Exterior Foundation Wall Drain Detail FIGURE 5 % \\"\\;)7,0c\ SLOPE EXCAVATION PER OSHA GEOTEXTILE COVER GRAVEL DRAIN PIPE NOTES: SLOPE PER REPORT ATTACH PLASTIC SHEETING TO FOUNDATION WALL \\//1/./0/4/ \.;11.7 1. DRAIN PIPE SHOULD CONSIST OF 4 -INCH DIAMETER RIGID PERFORATED PIPE. FOUNDATION WALL STRUCTURAL FLOOR CRAWL SPACE OR VOID 1 -SEE NOTE 6 °KV, 1\41 it>1/ 4/11/ 191\6\ VOID Jr 2. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 118 INCH DROP PER FOOT OF DRAIN DOWNWARD TO A POSITIVE GRAVITY OUTLET (DAYLIGHTED) OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 3. THE BOTTOM OF THE DRAIN PIPE SHOULD BE AT LEAST 2 INCHES BELOW THE BOTTOM OF THE VOID AS MEASURED FROM THE HIGHEST POINT. 4. ENCASE DRAIN PIPE IN 1/4 -INCH TO 3/4 -INCH WASHED GRAVEL. EXTEND GRAVEL LATERALLY TO VOID AND AT LEAST 1/2 HEIGHT OF VOID. FILL ENTIRE TRENCH WITH GRAVEL. 5. COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTEXTILE (MIRAFI® 140N, OR EQUIVALENT). ROOFING FELT IS AN ACCEPTABLE ALTERNATIVE. 6. TO HELP CONTROL HUMIDITY IN THE CRAWL SPACE, A MINIMUM 6 -MIL (10 -MIL FOR BETTER DURABILITY) APPROVED VAPOR RETARDER MAY BE PLACED OVER THE CRAWL SPACE SOILS. THE RETARDER SHOULD BE ATTACHED TO CONCRETE FOUNDATION ELEMENTS AND EXTEND UP FOUNDATION WALLS AT LEAST 8 INCHES ABOVE THE TOP OF VOID. OVERLAP JOINTS 3 FEET AND SEAL PER MANUFACTURER'S RECOMMENDATIONS. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT Na FC08158-125 Exterior Foundation Wall Drain Detail FIGURE 6 WINDOW WELL COVER -\ SLOPE EXCAVATION PER OSHA 4 -INCH DIAMETER PVC PERFORATED PIPE WRAPPED WITH GEOTEXTILE FABRIC GEOTEXTILE COVER G RAVEL DRAIN PIPE st\st /4/ / //>\\/ \\/ 70 el /je/q \S\ 8" MIN. 40, ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT Na FC08158-125 I FOUNDATION WALL. 6 INCHES OF FREE -DRAINING GRAVEL SLOPE GROUND SURFACE AWAY FROM FOOTING NO STEEPER THAN 1:1 TO DRAIN AWAY FROM FOOTING Window Well Drain Detail - Exterior Drain FIGURE 7 WINDOW WELL COVER SLOPE PER ORIGINAL SOILS REPORT SLOPE PER OSHA BACKFILL SHOULD BE WELL -COMPACTED, ON -SITE SOILS 4 -INCH DIAMETER PVC PERFORATED PIPE WRAPPED WITH GEOTEXTI LE FABRIC COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTEXTILE FABRIC (MIRAFI 140N OR EQUIVALENT). ROOFING FELT IS AN ACCEPTABLE ALTERNATIVE. ENCASE PIPE IN 1/2" TO 1-1/2" WASHED GRAVEL. FILL ENTIRE TRENCH WITH GRAVEL. EXTEND GRAVEL LATERALLY TO VOID. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT Na FC08158-125 :::•:.. • •.•_•.•:::. 1.• ..• •.. •••••V ..... •..••D.•• .......... .................... COVER PIPE WITH A CAP 6 INCHES OF FREE -DRAINING GRAVEL STRUCTURAL FLOOR >-< . •••.• • • ••• •............._... ... . ATTACH PLASTIC SHEETING TO FOUNDATION WALL k\,,,s CRAWL SPACE VOID DRILLED PIER 4 -INCH DIAMETER PERFORATED RIGID DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 1/8 -INCH DROP PER FOOT OF DRAIN. Window Well Drain Detail - Exterior Drain FIGURE 8 SLOPE PER OSHA SLOPE PER REPORT ATTACH PLASTIC SHEETING TO FOUNDATION WALL COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN GEOTE TILE FABRIC (MIRAF 1 4O OR EQUIVALENT) . ROOFING FELT IS AN ACCEPTABLE ALTERNATIVE. 1; .• • � 4a . • a.• d ' d J . , •-• ' 4 -- - . A :i •A* --•:t r 4 '‘‘LIN---f-LISLOPE TO DRAIN STRUCTURAL FLOOR CRAWL SPACE OR VOID (SEE NOTE 2) FOOTING OR PAD 2" MINIMUM 8" MINIMUM OR BEYOND 1:1 SLOPE FROM BOTTOM OF FOOTING B OTTO M OF EX CAVATI O N 4 -INCH DIAMETER PERFORATED RIGID DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 1/8 INCH DROP PER FOOT OF DRAIN. ENCASE PIPE IN 1/2" TO 1 -1 2 WASHED GRAVEL. FILL ENTIRE TRENCH WITH GRAVEL. EXTEND GRAVEL LATERALLY TO VOID. NOTE: 1. THE BOTTOM OF THE DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF FOOTING AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING.? 2 TO HELP CONTROL THE HUMIDITY IN THE CRAWL SPACE, A 6 -MIL (10MILFOR BE ER DURABILITY) APPROVED VAPOR RETARDER SHOULD BE PLACED OVER THE CRAWL SPACE SOILS, THE RETARDER SHOULD BE ATTACHED TO CONCRETE FOUNDATION ELEMENTS AND EXTEND UP FOUNDATION WALLS AT LEAST 8 INCHES ABOVE TOP OF FOOTING. OVERLAP JOINTS 3 FEET AND SEAL. Exterior Foundation Wall Drain ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO. FC08158-125 FIGURE 9 COVER ENTIRE WIDTH OF GRAVEL WITH NON -WOVEN CEDTE TILE FABRIC (MIRAFI 140N OR EQUIVALENT). ROOFING FELT IS AN ACCEPTABLE ALTERNATIVE, SLOPE PER REPORT ATTACH PLASTIC SHEETING TO FOUNDATION I WALL STRUCTURAL FLOOR CRAWL SPACE OR VOID VOID BOTTOM OF EXCAVATION DRILLED PIER 4 -INCH DIAMETER PERFORATED RIGID DRAIN PIPE. THE PIPE SHOULD BE PLACED IN A TRENCH WITH A SLOPE OF AT LEAST 1 /4 -INCH DROP PER FOOT OF DRAIN. ENCASE PIPE IN 1/2" TO 1 -1 /2" WASHED CRAVE, FILL ENTIRE TRENCH WITH GRAVEL. EXTEND GRAVEL LATERALLY TO TOP OF VOID. NOTES: 1. THE BOTTOM OF THE DRAIN SHOULD BE AT LEAST 2 INCHES BELOW BOTTOM OF VOID AT THE HIGHEST POINT AND SLOPE DOWNWARD TO A POSITIVE GRAVITY OUTLET OR TO A SUMP WHERE WATER CAN BE REMOVED BY PUMPING. 2. TO HELP CONTROL THE HUMIDITY IN THE CRAWL SPACE, A MINIMUM 6 -MIL (10 Mt FOR DURABILITY) VAPOR RETARDER SHOULD BE PLACED OVER THE CRAWL SPACE SOILS. THE RETARDER SHOULD BE A-TACHED TO CONCRETE FOUNDATION ELEMENTS AND EXTEND UP FOUNDATION WALLS AT LEAST 8 INCHES ABOVE TOP OF FOOT NC. OVERLAP JOINTS 3 FEET AND SEAL. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO. FC08158-125 Exterior Foundation Wall Drain FIGURE 10 APPENDIX A RESULTS OF LABORATORY TESTING 14 13 12 11 10 9 8 7 6 5 4 3 z O (0 2 z 4 X Iii a z O COMPRESS -2 0.1 I I I I 1 I I I I I I I I I I I I I I I i I I I I I I I I 1 1 1 1 I I 1 1 1 1 I I 1 1 1 1 1 I 1 J J J I I I I I I I I I I I I I I I I I I I I I I I I t I t -r-art I I I I I I I I I I I I I 11 I I I I I L r I 1 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1 J J J I I I I I I I I I I I I I I I I I I I I I I I I t I t -1 1 -1 I I I I I I I I I I I I I I I I I I I I ✓ I I I I I I I I I I I I I I I I I I I I I I I I t r I r t t I I I I I I I I L I I I I I I I I I I I I I I I I I I I I I I I I L L I L 1 1 I I I I I I I I I I I I I I I I I I I I I I I I 1- r I r fi t I I 1 I I I I I I I I I 1 1 1 1 I I I I I 1 1 1 1 I I I I I I I I I I I 1 1 1 1 I I I I I 1 1 1 1 I I I I I I I I I I I I I 1 11 I I I I I 1 1 11 I I I I I I I I I I I I I 1 11 I I I I I 1 1 11 I I I I I I I I I I I I I I I I I I I I 1 1 11 I I I I I I I I I I I I 1 11 I I I I I I + -I-+�-I� 1- I I I I I I I I I I I I I I I 1 11 I I I 1 11 4 I + 4 -4 4 I I I I I I I I I 1 11 I I I 1 11 I I I 1 11 T I T 7 -1 7 I I I I I I I I I I I I I I I I I I I I 4- r L I I I I I I 1 I 1 1 1 1 1 I 1 1 1 1 1 I 1 I 1 I 1 I 1 J J J I I I I I I I I I I I I I I I I I I I I L I I I I I I 1 I 1 I r I I I I I I I I I I I I I I I I I I I I I I I I 4- 1- I 1- 4- + I I I I I I I I I I I I I I I I I I I I I I I I T r I r T T I I I I I I I I I I I I I I L L I L 1 1 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) 1.0 From TH-1 AT2FEET ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL J T PROJECT NO. FC08158-125 10 100 DRY UNIT WEIGHT= MOISTURE CONTENT= 120 PCF 12.0 % Swell Consolidation Test Results FIGURE A-1 z O -4 Z 4 XC -5 W a Z O -6 COMPRESS 1 1 i I i I I I I I I I I I I I I I I I I I I I I I I I I I 6 r I T T I T7-17 I I I I I 1 I 1 I I I I I 1 I 1 I I 1 1 I 1 I 1 I I I 1 I 1 1 1 5 r I T T I T7-17 I I I I I 1 I 1 I I I I I 1 I 1 I I I I I 1 I 1 I I I I I 1 I 1 4 r I T T I T7-17 I I 1 1 I 1 1 1 I I 1 1 I 1 1 1 I I 1 1 I 1 I 1 I I 1 1 I 1 1 1 3 r I T T I T7-17 I I 1 1 I 1 1 1 I I 1 1 I 1 I 1 I I 1 1 I 1 1 1 I I 1 1 I 1 1 1 2 r I rt -r I T1-11 I I 1 1 I 1 I 1 I I 1 1 I 1 1 1 I I 1 1 I 1 I 1 I I 1 1 I 1 I 1 t I -r t I rt rt 1 rt I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I 1- 1- I rt rt 1 rt I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I 1- I 1- 1- I rtrt11 I I I I I 1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I - 2 r I rt -r I T1-11 I I 1 1 I 1 I 1 I I 1 1 I 1 1 1 I I 1 1 I 1 I 1 I I 1 1 I 1 I 1 - 3 r I -r t I rtrt11 I I I I I I I I I I I I I I I I I I I I I 1 1 1 I I I I I I I I 1- I 1- 1- I rt rt 1 rt I I I I I I I I I I I I I 1 1 1 I I I I I I I I I I I I I I I I 1- I 1- 1- I T1-11 I I 1 1 I 1 I 1 I I 1 1 I 1 I 1 I I 1 1 I 1 1 1 I I 1 1 I 1 1 1 r I 1- -r I T1-11 I I 1 1 I 1 I 1 I I 1 1 I 1 1 1 I I 1 1 I 1 I 1 I I 1 1 I 1 1 1 - 7 r I -r t I rtrt11 - 8 1 1 I 1 1 1 1 1 I 1 I 1 1 1 I 1 I 1 1 1 I 1 I 1 I I I 1 1 1 1 I I I I 1111 I I I 1 1 1 1 I I I I 1111 I I I 1 1 1 1 I I 1 I 1111 T T I I NO MOVEMENT DUE TO WETTING I I T I I T I I I I r I r r I 1 -TT r r r r r r r r r r r I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I 11 I I I 1 1 I I I I I 11 T I I 1 I r I T r I 1 -TT I 1 1 1 1 I I I I I I I I I 1 1 1 1 I I I I I I I 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I 1 I I I 1 1 T I I 1 I r I r r I 1 -TT I 1 1 1 1 I I I I I I I I I 1 1 1 1 I I I I I I I I I 1 1 1 1 I I 1 I I I I I I 1 1 1 1 I I I I I I I I T I 1 I r I r r I r t t I I 1 1 1 I I I I I I I I I I 1 1 1 I I 1 I I I I 1 I I I I I I I I I I 11 I I I I I I I I I I 11 1 r I r t I I 1 1 1 I I 1 I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I 1 1 I I I I I I I I I I 1 1 r I r r I r t rt I I I 1 1 I I I I I I I 1 I I I I I I I I I I 11 1 I I I I I I I I I I 11 1 I I I I I I I I I I 11 1 T I I I I r I r r I r t rt I 1 1 1 1 I I I I I I I 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I 1 I I I 1 1 1 1 1 1 1 I I I I I I 1 1 T 1 1 1 1 1- I r r I rtrt I 1 1 1 1 I I I I I I I I I 1 1 1 1 I I 1 I I I I 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I I I I I 1 1 T I I 1 I 1- I r r I rtt I 1 1 1 1 I I 1 I I I I I I 1 1 1 1 I I I I I I I 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I I I I I 1 1 T 1 1 1 1 1- I r r I rtrt I 1 1 1 1 I I I I I I I I I 1 1 1 1 I I I I I I I 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I 1 I I I 1 1 T I I 1 1 1- I r r I rtrt I 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I 1 I I I 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1- I r r I rtrt I 1 1 1 1 I I I I I I I 1 1 1 1 1 1 I I 1 I I I 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I I I I I 1 1 T I I 1 I 1- I r r I rtt I 1 1 1 1 I I 1 I I I 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 I I I I I I 1 1 0.1 1.0 APPLIED PRESSURE - KSF Sample of INTERBEDDED SANDSTONE AND CLAYSTONE From TH-1AT14FEET ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL J T PROJECT NO. FC08158-125 10 100 DRY UNIT WEIGHT= MOISTURE CONTENT= 122 PCF 10.6 % Swell Consolidation Test Results FIGURE A-2 10 COMPRESS 7 6 5 4 3 2 - 4 r r r r 1- 1- 1- I 1 I I I I I 1 I I I I I I 1 1 I 1 I 1 I 1 1 I 1 I 1 I T T I T7-17 - 5 0.1 I 1 I I 1 11 1 1 I I I I I I I I I I I I I I f T I T777 7 7 I I I I I I I 1 I I I 1 11 I I I T I T777 7 7 I I I I 1 1 I 1 I 1 1 I 1 1 1 1 I 1 I 1 T I T777 7 7 I I I I I I I I 1 11 I I I I I I I I I 11 - r I T1 -I rt I I I 1 11 I I I I I I I I 1 I I I I I I - r I rt rt 1 rt I I I I 1 1 I 1 1 1 1 I 1 I 1 1 I 1 1 1 T I 1-111 I I I 1 1 I I I I I I I I 1 11 I I I I I - r I rt rt 1 rt I I I I I I I I 1 11 I I I I I I I I 1 I - r I t1 1 1 1- I I I 1 11 I I I I I I I I 1 1 I I I I I - r I rt rt 1 rt I I I I I I I I 1 1 1 I I I I I I I I I I I I I I rt 1- I I I I I I I I I I I I I I 1 1 I I I I I 1 1 I I I I I t 1- I t1 1 1 I I I I I I I I I I I I I I I I I I I I I I I I I I I I rt -r I T1-11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I - r -r I rt rt 1 rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1111 1 1 1 1 1 1 1 1 1 I 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ✓ T EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING I I ✓ I I T I 1 I 1 r I r r I 1 -TT I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 1 1 1 I I I I I I 1 1 I I I 1 I 1 1 1 I I I I I I I 1 ✓ I I T I I 1 1 r I r r I 1 -TT I I I I I I I I I I I I I I I I I I I I 1 1 1 1 I I I I I I I I I I I I I I 1 1 I I I I I 11 I I I I I I 1 1 I I I I I 11 ✓ I I T I I 1 1 r I r r I r T T I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 I I I I I I I I I I I I I I 1 1 I I I I I I I I ✓ I I T I I 1 I 1- I r r l rtrt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 1 11 I I I I I I I I 1- I -r I I I I r I r r I r t -I- I 1 I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 1 ✓ I I rt I I I I r I r r I r t rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 1 ✓ I I T I I I I r I r r I r t rt I I I I I I I I I I I I I I I I I I I I I 1 11 I I I I I I I 1 I I I 1 I I 1 1 I I I I I I I 1 I I I 1 I I I I I I 1 I I I I 1 ✓ I I T I I 1 I 1- I r r I rtrt I I I I I 1 1 1 I I 1 I I I I I I I I I I I I I I I I I I I I 1 I I I 1 I 1 1 1 4I I 1 I I I I 1 I I I 1 I I 1 1 I I I I I I 1 1- I I T I 1 1 1 I r r I r t -I- I I I I I I I I I I I I I I I I I I 1 11 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I 1 11 I I I I I 1 I ✓ I 1 t I I I I r I r r I r t -I- I I 1 I I I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I I 1 11 I I I I I I I 1 I I I I I I I I I I I I I I I 1 ✓ I I T I 1 1 I 1- I r r I rtrt I I I I I I I I I I I I I I 1 1 I I I I I 1 1 1 I I 1 I I I 1 1 I I I I I I I I I I I I I 11 1 I I I I I 1 I I I I I I I I 1 1 ✓ I 1 1 1 1 1 1 r I r r I r t rt I I I I I 1 11 I I I I I I 1 1 I I I I I I I I I I I I I I 1 1 I I I I I 1 11 I I I I I I 1 1 I I I I I I I I I I I I I I 1 1 1- I I T I 1 1 1 1- I r r I rtt I 1 1 1 1 I I I I I I 1 1 I 1 1 1 1 I I 1 I I I 1 1 I 1 1 1 1 I I I I I I 1 1 I 1 1 1 1 I I 1 I I I 1 APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) 1.0 From TH -2AT4 FEET ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL J T PROJECT NO. FC08158-125 10 100 DRY UNIT WEIGHT= 127 PCF MOISTURE CONTENT= 8.8 % Swell Consolidation Test Results FIGURE A-3 2 1 z 0 z ct a. -1 W z O -2 CO W -3 a. 2 0 C 4 I I I I 1 I I I I I I I I I I I I I I I I T I T T EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING I I I I I I I I I I 0.1 APPLIED PRESSURE - KSF Sample of From 3 2 1 z co a- -1 X W z -2 C CO W ce -3 a- 2 0 C) -.4 CLAY, SANDY (CL) 1.0 TH -2AT9 FEET 10 DRY UNIT WEIGHT= 100 124 PCF MOISTURE CONTENT= 10.2 % r r I I I r r I IT 1T 7 7 I I I I I I I I r r I rrrr r r r r I r r NO MOVEMENT DUE TO WETTING r I r r I I I I I I I I I I I I • 0.1 APPLIED PRESSURE - KSF 1.0 Sample of WEATHERED CLAYSTONE From TH-2AT14FEET ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL I T PROJECT NO. FC08158-125 10 DRY UNIT WEIGHT= 100 119 PCF MOISTURE CONTENT= 15.0 % Swell Consolidation FIGURE A-4 2 z 0 0 z a. -1 W z O -2 CO W -3 a. 2 0 a -4 r T F T ADDITIONAL COMPRESSION UNDER' CONSTANT PRESSURE DUE TO WETTING T T I I I I I I I I 0.1 APPLIED PRESSURE - KSF Sample of From z 0 co a - X W o` z 0 CO W ce a- 2 0 C) 3 2 - 2 - 3 - 4 1.0 WEATHERED CLAYSTONE TH-2AT19FEET 10 100 DRY UNIT WEIGHT= 115 PCF MOISTURE CONTENT= 15.4 r I r r r I r r r -r EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING r I r r 0.1 APPLIED PRESSURE - KSF 1.0 Sample of WEATHERED CLAYSTONE Fro m TH - 2 AT 24 FEET ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL I T PROJECT NO. FC08158-125 10 DRY UNIT WEIGHT= 100 106 PCF MOISTURE CONTENT= 24.7 Swell Consolidation FIGURE A-5 6 5 4 3 2 1 4 - 2 - 3 z O -4 Z 4 XC -5 W a Z O -6 COMPRESS - 7 - 8 0.1 r r r ✓ 1- 1- 1- 1- 1- 1- 1- 1- 1- 1- I I I I I I I I I I T T I I I I I I I I T T I I I I I I I I T T I I I I I I I I T T I I I I I I I I rt -r I I I I I I I I - r -r I I I I I I I I 1- 1- I I I I I I I I I I rt -r I I I I I I I I - r -r I I I I I I I I 1- 1- I I I I I I I I 1- 1- I I I I I I I I rt -r I I I I I I I I - r -r I I I I I I I I I I I I I I I I I I I I I I I I I I I I T7-17 I I I I I I I I I I I I I I I I T7-17 I I I I I I I I I I I I I I I I T7 -17 I I I I I I I I I I I I I I I I T7 -17 I I I I I I I I I I I I I I I I T1 -I1 I I I I 1-111 1-111 I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r 1.0 r r r r r r 1 I I I I I I I I I I I I I I I I I I I I ill I I I I I Ill EXPANSION UNDER CONSTANT PRESSURE DUE TO WETTING I I I I T I I I I I I I T I I I I I I I I ✓ I r r I 1 -TT I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I 1 -TT I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I 1 -TT I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I r I rtt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t rt I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t t I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I ✓ I r r I r t I I I I I I I I APPLIED PRESSURE - KSF Sample of CLAY, SANDY (CL) From TH -3AT9 FEET ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL J T PROJECT NO. FC08158-125 10 100 DRY UNIT WEIGHT= 133 PCF MOISTURE CONTENT= 9.9 Swell Consolidation Test Results FIGURE A-6 TABLE A - O I- U) W H 0 0 J 0 LL 2 DESCRIPTION W D EL <—I WA - SOLI SULF (9 (%) EAEIS 00Z 'ON ONISSYd SWELL TEST RESULTS* SWELL PRESSURE (PSF) APPLIED PRESSURE (PSF) 4c J J -a- W a co ATTERBERG LIMITS O x - co� C J 0_ dI— Cs 2 J J T W 0 MOISTURE CONTENT (%) --- 1— n W W W d O z E2 O to CLAY, SANDY (CL) CLAY, SANDY (CL) INTERBEDDED SANDSTONE AND CLAYSTONE CLAY, SANDY (CL) CLAY, SANDY (CL) WEATHERED CLAYSTONE WEATHERED CLAYSTONE WEATHERED CLAYSTONE CLAY, SANDY (CL) up v r d C7 V OD CO Co bC= N 300 00C'6 200 CD 0 CO r 500 Q o r r C CD CO r 2,400 C3 C O Cf) C C r r CC? r. O © CO ti P- o 0 o r c? C3? cNiri h- h- r Co C ) N r N N r I^ti N r -St N r cp r r in r r co 0 r CO CY) r C0 06 2 N CD C) Co 0,6 N en C? LD It. LC? N ct (\J 01 Cy r r r r r ON 14 sf a) 14 Cr N cn N HHHHHH N N H N H N H CIIIIIIIi H r H r * NEGATIVE VALUE INDICATES COMPRESSION. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO_ FCD8158-125 APPENDIX B SAMPLE SITE GRADING SPECIFICATIONS SAMPLE SITE GRADING SPECIFICATIONS 1. DESCRIPTION This item shall consist of the excavation, transportation, placement and compac- tion of materials from locations indicated on the plans, or staked by the Engineer, as necessary to achieve building site elevations. 2. GENERAL The Geotechnical Engineer shall be the Owner's representative. The Geotech- nical Engineer shall approve fill materials, method of placement, moisture con- tents and percent compaction, and shall give written approval of the completed fill. 3. CLEARING JOB SITE The Contractor shall remove all trees, brush and rubbish before excavation or fill placement is begun. The Contractor shall dispose of the cleared material to pro- vide the Owner with a clean, neat appearing job site. Cleared material shall not be placed in areas to receive fill or where the material will support structures of any kind. 4. SCARIFYING AREA TO BE FILLED All topsoil and vegetable matter shall be removed from the ground surface upon which fill is to be placed. The surface shall then be plowed or scarified to a depth of 8 inches until the surface is free from ruts, hummocks or other uneven fea- tures, which would prevent uniform compaction by the equipment to be used. 5. COMPACTING AREA TO BE FILLED After the foundation for the fill has been cleared and scarified, it shall be disked or bladed until it is free from large clods, brought to the proper moisture content and compacted to not less than 95 percent of maximum dry density as deter- mined in accordance with ASTM D 698 or AASHTO T 99. 6. FILL MATERIALS On -site materials classifying as CL, SC, SM, SW, SP, GP, GC and GM are ac- ceptable. Fill soils shall be free from organic matter, debris, or other deleterious substances, and shall not contain rocks or lumps having a diameter greater than three (3) inches. Fill materials shall be obtained from the existing fill and other approved sources. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL. T PROJECT NO. FC08158-125 B-1 7. MOISTURE CONTENT Fill materials shall be moisture treated. Clay soils placed below the building en- velope should be moisture -treated to between optimum and 3 percent above op- timum moisture content as determined from Standard Proctor compaction tests. Clay soil placed exterior to the building should be moisture treated between opti- mum and 3 percent above optimum moisture content. Sand soils can be mois- tened to within 2 percent of optimum moisture content. Sufficient laboratory com- paction tests shall be performed to determine the optimum moisture content for the various soils encountered in borrow areas. The Contractor may be required to add moisture to the excavation materials in the borrow area if, in the opinion of the Geotechnical Engineer, it is not possible to obtain uniform moisture content by adding water on the fill surface. The Con- tractor may be required to rake or disk the fill soils to provide uniform moisture content through the soils. The application of water to embankment materials shall be made with any type of watering equipment approved by the Geotechnical Engineer, which will give the desired results. Water jets from the spreader shall not be directed at the em- bankment with such force that fill materials are washed out. Should too much water be added to any part of the fill, such that the material is too wet to permit the desired compaction from being obtained, rolling and all work on that section of the fill shall be delayed until the material has been allowed to dry to the required moisture content. The Contractor will be permitted to rework wet material in an approved manner to hasten its drying. 8. COMPACTION OF FILL AREAS Selected fill material shall be placed and mixed in evenly spread layers. After each fill layer has been placed, it shall be uniformly compacted to not less than the specified percentage of maximum dry density. Fill materials shall be placed such that the thickness of loose material does not exceed 8 inches and the com- pacted lift thickness does not exceed 6 inches. Fill placed under foundations, ex- terior flatwork and pavements should be compacted to a minimum of 95 percent of maximum standard Proctor dry density (ATM D698). Compaction, as specified above, shall be obtained by the use of sheepsfoot roll- ers, multiple -wheel pneumatic -tired rollers, or other equipment approved by the Engineer. Compaction shall be accomplished while the fill material is at the specified moisture content. Compaction of each layer shall be continuous over the entire area. Compaction equipment shall make sufficient trips to insure that the required dry density is obtained. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL. T PROJECT NO. FC08158-125 B-2 9. COMPACTION OF SLOPES Fill slopes shall be compacted by means of sheepsfoot rollers or other suitable equipment. Compaction operations shall be continued until slopes are stable, but not too dense for planting, and there is no appreciable amount of loose soil on the slopes. Compaction of slopes may be done progressively in increments of three to five feet (3' to 5') in height or after the fill is brought to its total height. Permanent fill slopes shall not exceed 3:1 (horizontal to vertical). 10. DENSITY TESTS Field density tests shall be made by the Geotechnical Engineer at locations and depths of his choosing. Where sheepsfoot rollers are used, the soil may be dis- turbed to a depth of several inches. Density tests shall be taken in compacted material below the disturbed surface. When density tests indicate that the dry density or moisture content of any layer of fill or portion thereof is below that re- quired, the particular layer or portion shall be reworked until the required dry den- sity or moisture content has been achieved. 12. SEASONAL LIMITS No fill material shall be placed, spread or rolled while it is frozen, thawing, or dur- ing unfavorable weather conditions. When work is interrupted by heavy precipi- tation, fill operations shall not be resumed until the Geotechnical Engineer indi- cates that the moisture content and dry density of previously placed materials are as specified. 13. NOTICE REGARDING START OF GRADING The contractor shall submit notification to the Geotechnical Engineer and Owner advising them of the start of grading operations at least three (3) days in advance of the starting date. Notification shall also be submitted at least 3 days in ad- vance of any resumption dates when grading operations have been stopped for any reason other than adverse weather conditions. 14. REPORTING OF FIELD DENSITY TESTS Density tests performed by the Geotechnical Engineer, as specified under "Den- sity Tests" above, shall be submitted progressively to the Owner. Dry density, moisture content and percent compaction shall be reported for each test taken. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTL. T PROJECT NO. FC08158-125 B-3 APPENDIX PAVEMENT CONSTRUCTION REOMMENDA►TION SUBGRADE B RARE PREPARATION Moisture Treated Subgrade (MTS) I. The subgrade should be stripped of organic matter, scarified, mois- ture treated and compacted to the specifications stated below in Item 2. The compacted subgrade should extend at least 3 feet be- yond the edge of the pavement where no edge support, such as curb and gutter, are to be constructed. 2. Sandy and gravelly soils (A -1-a, A -1-b, A-3, A-2-4, A-2-5, A-2-6, A- 2-7) should be moisture conditioned near optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). Clayey soils (A-6, A-7-6, A-7-6) should be moisture conditioned between optimum and 3 per- cent above optimum moisture content and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). 3 Utility trenches and all subsequently placed fill should be properly compacted and tested prior to paving. As a minimum, fill should be compacted to 95 percent of standard Proctor maximum dry density. Final grading of the subgrade should be carefully controlled so the design cross -slope is maintained and low spots in the subgrade that could trap water are eliminated. 5. Once final subgrade elevation has been compacted and tested to compliance and shaped to the required cross-section, the area should be proof -rolled using a minimum axle load of 18 kips per axle. The proof -roll should be performed while moisture contents of the subgrade are still within the recommended limits. Drying of the subgrade prior to proof -roll or paving should be avoided. 6. Areas that are observed by the Engineer that have soft spots in the subgrade, or where deflection is not uniform of soft or wet subgrade shall be ripped, scarified, dried or wetted as necessary and recom- pacted to the requirements for the density and moisture. As an al- ternative, those areas may be sub -excavated and replaced with properly compacted structural backfill. Where extensively soft, yielding subgrade is encountered; we recommend a representative of our office observe the excavation. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08 158-125 C-1 PAVEMENT MATERIALS AND CONSTRUCTION Aggregate Base Course (ABC) 1. A Class 5 or 6 Colorado Department of Transportation (CDOT) specified ABC should be used. A reclaimed concrete pavement (RCP) alternative which meets the Class 5 or 6 designation and de- sign R-valuelstrength coefficient is also acceptable. Blending of re- cycled products with ABC may be considered. Bases should have a minimum Hveem stabilometer value of 72, or greater. ABC, RAP, RCP, or blended materials must be moisture stable. The change in R -value from 300 -psi to 100 -psi exudation pressure should be 12 points or less. 3. ABC or RCP bases should be placed in thin lifts not to exceed 6 inches and moisture treated to near optimum moisture content. Ba- ses should be moisture treated to near optimum moisture content, and compacted to at least 95 percent of standard Proctor maximum dry density (ASTM D 698, AASHTO T 99). 4 Placement and compaction of ABC or RCP should be observed and tested by a representative of our firm. Placement should not com- mence until the underlying subgrade is properly prepared and tested. Hot Mix Asphalt (HMA) 1. HMA should be composed of a mixture of aggregate, filler, hydrated lime, and asphalt cement. Some mixes may require polymer modi- fied asphalt cement, or make use of up to 20 percent reclaimed as- phalt pavement (RAP). A job mix design is recommended and peri- odic checks on the job site should be made to verify compliance with specifications. 2. HMA should be relatively impermeable to moisture and should be designed with crushed aggregates that have a minimum of 80 per- cent of the aggregate retained on the No. 4 sieve with two mechani- cally fractured faces. 3. Gradations that approach the maximum density line (within 5 per- cent between the No. 4 and 50 sieves) should be avoided. A gra- dation with a nominal maximum size of 1 or 2 inches developed on the fine side of the maximum density line should be used. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO. FC08158-125 C-2 4. Total void content, voids in the mineral aggregate (VMA) and voids filled should be considered in the selection of the optimum asphalt cement content. The optimum asphalt content should be selected at a total air void content of approximately 4 percent. The mixture should have a minimum VMA of 14 percent and between 65 per- cent and 80 percent of voids filled. Asphalt cement should meet the requirements of the Superpave Performance Graded (PG) Binders. The minimum performing as- phalt cement should conform to the requirements of the governing agency. 6. Hydrated lime should be added at the rate of 1 percent by dry weight of the aggregate and should be included in the amount pass- ing the No. 200 sieve. Hydrated lime for aggregate pretreatment should conform to the requirements of ASTM C 207, Type N. 7, Paving should be performed on properly prepared, unfrozen sur- faces that are free of water, snow and ice. Paving should only be performed when both air and surface temperatures equal, or e- ceed, the temperatures specified in Table 401-3 of the 2006 Colo- rado Department of Transportation Standard Specifications for Road and Bridge Construction. 8. HMA should not be placed at a temperature lower than 245°F for mixes containing PG 64-22 asphalt, and 290°F for mixes containing polymer -modified asphalt. The breakdown compaction should be completed before the HIM► temperature drops 20°F. 9. Wearing surface course shall be Grading S or SX for residential roadway classifications and Grading S for collector, arterial, indus- trial, and commercial roadway classifications. 10. The minimum/maximum lift thicknesses for Grade SX shall be 11/2 inches/2% inches. The minimum/maximum lift thicknesses for Grade S shall be 2 inches/3% inches, The minimum/maximum lift thicknesses for Grade SG shall be 3 inches/5 inches. 11. Joints should be staggered. No joints should be placed within wheel paths. 12. HMA should be compacted to between 92 and 96 percent of Maxi- mum Theoretical Density. The surface shall be sealed with a finish roller prior to the mix cooling to 185°F. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO. FC08158-125 C-3 13. Placement and compaction of HMA should be observed and tested by a representative of our firm. Placement should not commence until approval of the proof rolling as discussed in the Subgrade Preparation section of this report. Sub base, base course or initial pavement course shall be placed within 48 hours of approval of the proof rolling. If the Contractor fails to place the sub base, base course or initial pavement course within 48 hours or the condition of the subgrade changes due to weather or other conditions, proof roll- ing and correction shall be performed again. Portland Cement Concrete (PCC) 1. Portland cement concrete should consist of Class P of the 2011 CDOT - Standard Specifications for Road and Bridge Construction specifications for normal placement or Class E for fast -track pro- jects. FCC should have a minimum compressive strength of 4,200 psi at 28 days and a minimum modulus of rupture (flexural strength) of 650 psi. Job mix designs are recommended and periodic checks on the job site should be made to verify compliance with specifica- tions. 2. Portland cement should be Type II "low alkali" and should conform to ASTM C 150. 3. Portland cement concrete should not be placed when the subgrade or air temperature is below 40°F. 4. Concrete should not be placed during warm weather if the mixed concrete has a temperature of 90°F, or higher. 5. Mixed concrete temperature placed during cold weather should have a temperature between 50°F and 90°F. 6. Free water should not be finished into the concrete surface. Atom- izing nozzle pressure sprayers for applying finishing compounds are recommended whenever the concrete surface becomes difficult to finish. 7. Curing of the portland cement concrete should be accomplished by the use of a curing compound. The curing compound should be applied in accordance with manufacturer recommendations. 8. Curing procedures should be implemented, as necessary, to pro- tect the pavement against moisture loss, rapid temperature change, freezing, and mechanical injury. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO. FC08158-125 C-4 9. Construction joints, including longitudinal joints and transverse joints, should be formed during construction or sawed after the con- crete has begun to set, but prior to uncontrolled cracking. 10. All joints should be properly sealed using a rod back-up and ap- proved epoxy sealant. 11. Traffic should not be allowed on the pavement until it has properly cured and achieved at least 80 percent of the design strength, with saw joints already cut. 12. Placement of portland cement concrete should be observed and tested by a representative of our firm. Placement should not com- mence until the subgrade is properly prepared and tested. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLIT PROJECT NO. FC08158-125 C-5 APPENDIX D PAVEMENT MAINTENANCE PROGRAM MAINTENANCE RECOMMENDATIONS FOR FLEXIBLE PAVEMENTS A primary cause for deterioration of pavements is oxidative aging resulting in brittle pavements. Tire loads from traffic are necessary to "work" or knead the asphalt concrete to keep it flexible and rejuvenated. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal or rejuvenating the asphalt binder to extend pavement life. 1. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information on effective times to apply pre- ventive maintenance treatments. c. Crack sealing should be performed annually as new cracks ap- pear. 2. 3 to 5 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approxi- mate intervals of 3 to 5 years to reduce oxidative embrittlement problems. b. Typical preventive maintenance treatments include chip seals, fog seals, slurry seals and crack sealing. 3. 5 to 10 Year Corrective Maintenance a. Corrective maintenance may be necessary, as dictated by the pavement condition, to correct rutting, cracking and structurally failed areas. b. Corrective maintenance may include full depth patching, milling and overlays. c. In order for the pavement to provide a 20 -year service life, at least one major corrective overlay should be expected. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE CTLI T PROJECT NO. FC08158-125 D-1 MAINTENANCE RECOMMENDATIONS FOR RIGID PAVEMENTS High traffic volumes create pavement rutting and smooth polished sur- faces. Preventive maintenance treatments will typically preserve the original or existing pavement by providing a protective seal and improving skid resistance through a new wearing course. 1. Annual Preventive Maintenance a. Visual pavement evaluations should be performed each spring or fall. b. Reports documenting the progress of distress should be kept current to provide information of effective times to apply preven- tive maintenance. C. Crack sealing should be performed annually as new cracks ap- pear. 4 to 8 Year Preventive Maintenance a. The owner should budget for a preventive treatment at approxi- mate intervals of 4 to 8 years to reduce joint deterioration. b. Typical preventive maintenance for rigid pavements includes patching, crack sealing and joint cleaning and sealing. c. Where joint sealants are missing or distressed, resealing is mandatory. 3. 15 to 20 Year Corrective Maintenance a. Corrective maintenance for rigid pavements includes patching and slab replacement to correct subgrade failures, edge dam- age, and material failure. b. Asphalt concrete overlays may be required at 15 to 20 -year in- tervals to improve the structural capacity of the pavement. ARCHITECTURE WEST MOUNTAIN VIEW FIRE RESCUE OTLI T PROJECT NO. FC08158-125 D-2 Hello