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Project Address Garfield County Building & Planning Department 108 8th Street Suite 401 Glenwood Springs, CO 81601 - Phone: (970)945-8212 Fax: (970)384-3470 Parcel No. Permit NO. BLCO-9-10-1749 Permit Type: Commercial Building Work Classification: New Permit Status: Active Issue Date: 10/14/2010 Expires: 04/12/2011 Subdivision Section Township Range 16605 HWY 6 & 24 PARACHUTE, CO 217325200036 Owner Information Tri State Trucking, LLC Address PO Box 789 Venal UT 84078 Phone Celt 435-828-2688 Contractor(s) Phone Primary Contractor Proposed Construction 1 Details Temporary construction trailer FEES DUE Fee Amount Commercial Building Fee $881.75 Penalty Fee S881.75 , Plan Check Fee 5573.14 Total: $2,336.64 Valuation: $ 83,543.04 Total Sq Feet: 500 FEES PAID Inv Total Paytype Amt Paid Amt Due Inv # BLCO-9-10-20512 $ 2,336 64 Check # 140294 Credit Card 5100.00 52,236 64 $ 0.00 Required Inspections: For Inspections call: 1(888)868-5306 Inspection IVR See Permit Record Building Department Copy Thursday, October 14, 2010 2 GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8r" Street, Suite 401, Glenwood Springs, Co 81601 Phone: 970-945-8212 Fax: 970-384-3470 / Inspection Line: 888-868-5306 gOTl}eki-001.111(1' E l':11 1 Parcel No: (this information is available at the assessors office 970-945-9134) 217325200036 2 Job Address: (if an address has not been assigned, please provide Cr. Hwy or Street Name & City) or and legal description Parcel of land in SE4NW4 and SW4NE4 Section 25, T6S, R95W 16605 Hwy 6 and 24 Parachute, CO 3 Lot No: Block No: Subdi Exemption: 4 Owner: (property owner) Th -State Trucking, LLC Mailing Address: PO Box 789 Vemal, UT 84078 Ph: 435-828-2456 Alt Ph: 970-625-1228 5 Contractor: same as above Mailing Address: Ph: Alt Ph: 6 Architect; Engineer: Mailing Address: Ph: Alt Ph: 7 Sq. Ft. of Building: see attached plans Sq. Ft. or Acres of Lot: 44 acres Height: see attached plans No. of Floors: 8 Use of Building: Temporary construction trailer 9 Describe Work: Permit a CDOH certified unit as a temporary construction trailer 10 Class of Work: d(New o Alteration a Addition 11 Garage: ❑ Attached o Detached Septic: OF ISDS o Community I2 Driveway Permit: CDOT permit attached Owners valuation of Work: $ WO CO Authortt . This application for a Building Permit must be signed by letter of authority. signed by the Owner. must be provided A Building Permit cannot be issued without proof of legal NOTICE the Owner of the property. de cribcd above, or an authorized agent. lithe signature below is not that of the Owner. a separate with this Application. and adequate access to the property for purposes of inspections by the Building Department. Electrical Permit, (2) County ISDS Permit. (3) another permit required for use on the propeny identified above. e.g. State or Discharge Pennil. is not commenced within 180 days oldie dale of issuance and if work is suspended or abandoned fora period 01 180 CERTIFICATION contained above is true and correct. 1 understand that the Building Department accepts the Application. along with the plans based upon my certification as to accuracy. a Building Permit will be issued granting permission to roe, as Owner. to construct the structure(s) and facilities detailed on my agents will comply with provisions of any federal, state or local law regulating the work and the Garfield County Building I acknowledge that die Building Permit may be suspended or revoked, upon notice from die County. Willie location. are not in compliance with County Regulation(s) or any other applicable law. described above. to inspect the work. I further acknowledge that the issuance of the Building Permit does not prevent the if any, discovered after issuance: or (2) stopping construction or use of the structures) or facility(ies) if such is in violation work by the Building Department do not constitute an acceptance of responsibility or liability by the County of errors, omissions compliance with federal. stale and local laws and County Regulations rest with me and my authorized agents. including without TIIE NOTICES& CERTIFICATION ABOVE' 9-.2--/o Leval Access. Other Permits. Multiple separate pennies may be required: (1) Stale County Highway, Road Access or a Stale Wastewater Void Permit. A Building Permit becomes null and void if the work authorized 1 hereby certify and specifications Assuming the submittals En consideration Code. ISDS construction 1 hereby grant Building Official of County Review of or discrepancies. limitation 1 HEREBY OWNERS days ober commencement. that I have read Ibis Application and that the information and other data submitted by me or on my behalf (submittals). completeness of the submittals and approval of this Application. reviewed by the Building Department. order issuance of the Building Permit. I agree that land regulations and applicable land use regulations (County Regulation(s)), or use of the structure(s) and facility(ies). described above, permission to the Building Depanmenl to enter the property, from: (1) requiring the correction of errors in the submittals, Regulations) or any other applicable law. this Application. including submittals. and inspections of the As the Owner. I acknowledge that responsibility for my architect designer. engineer and: or builder. ACK s MIDGE THAT I I IAVE READ AND UNDERSTAND .1. • w ..Ar _a l--] SIGNATURE DATE STAFF USE ONLY Special Conditions: Adjusted Valuation: 83,54/3.01/ Plan Check Fee: 575.1t/ Permit Fee: 88/. 73 Manu home Fee: Misc Fees: ZX FEE 881.75 ISDS Fee: —13. O° Total Fees: 2/936.611 Fees Paid:Balance !_i 5.00 Due: 2 3cP.CPL1 BP No & Issue Date: —1149 ISDS No & Issued Date: 1750 Setbacks: /00� /40/ me, / OCC Group: .3 Const Type: iQ Zoning: j f L. BLDG DEPT: \\ PLNG'fjDEPT: I AP ROVAL DATE APPROVAL DATE Building Plan Review Description of Work: Temporary construction trailer Bin #: Location Address: 16605 6 & 24 PARACHUTE, CO J Gereral Information Case Manager: David Bartholomew Plan Case Number: BLDG -9-10-6587 Parcel: 217325200036 Application Date: 09/10/2010 OEM Owner: Tri State Trucking, LLC Applicant Tri State Trucking, LLC Applicant Phone: 435-828-2688 Email: Building Engineered Foundation Driveway Permit Surveyed Site Plan Septic Permit and Setbacks Grade/Topography 30% Attach Residential Plan Review List Minimum Application Questionnare Subdivision Plat Notes Fire Department Review Valuation Determination/Fees ed Line Plans/Stamps/Sticker Attach Conditions pplication Signed -Plan Reviewer To Sign Application Parcel/Schedule No. 40# Snowload Letter - Manu. Homes Soils Report Planning/Zoning Property Line Setbacks 30ft Stream Setbacks 7 Building height _ zoning Sign -off _Road Impact Fees "1/_ -H_OAIDRC Approval Grade/Topography 40% Flood Plain ✓ Planning Issues Subdivision Plat General Comments: N/A N/A Applicant Address Date VALUATION FEE DETERMINATION Tri-State Trucking 16605 Hwy 6 & 24 Parachute 10/12/2010 Subdivision Lot/Block Contractor Finished (Livable Area): Main sq.ft Upper sq.ft Lower sift Other sq.fl X $74.68 Total Square Feet 0 sq.ft Valuation Basement: Unfinished Conversion of Unfinished to Finished Total Valuation Garage/Storage (wood framed) Carport Total Valuation Crawl Space Total Valuation Decks/ Patios/Porches Covered Open Total Valuation Type of Construction: xC Occupancy: S Valuation sq.ft X $41.00 sq.fl X $33.68 sq.ft X $18.00 sq.ft X $12.00 sq.ft X $9.00 sift X $24.00 sq.ft X $12.00 Commercial 784 sf X sf X sf X sf X sf X sf X 5106.56 Owner 0.00 0.00 0.00 0.00 0.00 83,543.04 Total Valuation 83,543.04 O.\ OLSSON ASSOCIATES September 8, 2010 Garfield County Building and Planning Department 108 8th Street, Suite 401 Glenwood Springs, CO 81601 RE: TRI-STATE TRUCKING, 16605 HWY 6 AND 24, PARACHUTE, CO TEMPORARY CONSTRUCTION TRAILER BUILDING PERMIT AND ISDS APPLICATIONS On behalf of Tri-State Trucking, LLC, Olsson Associates hereby submits the enclosed building permit and ISDS applications, along with the required attached documents, for a temporary construction office at the location described above. Please refer also to the enclosed email correspondence from Senior Planner Kathy Eastley regarding this matter. If you have any questions regarding this submittal, please contact me at (970) 263-7800. Sincerely, Mike Markus Project Scientist I Olsson Associates Enclosures as stated 826 211/ Road TEL 970 263 7800 Grand Junction, CO 81505 FAX 970.263.7456 www.oaconsulting.com Special Use Permit Tri-State Trucking O\OLSSON ASSOCIATES OA Project No. 010-1732 September 2010 826 21 1/2 Road !Grand Junction, CO 81505 1 970.263.78001 Fax 970.263.7456 AUG -31-2010 14:31 FROM:GARCO,ACCT 9703845011 1111 NI FiliriAIlLMiit. fAli 'Gd 116111.14k'i 1III R.eep1101 N: 7as184 0710f! OU 0110807 PPI Ji.n Alborleo 1 of 1 Ree fee:50 00 Doo Fp 0 00 OF0F!ELO COUNTY CO SPECIAL USE PERMIT /Parcel IdentI/Jcation Number: 217325100024 TO:92637456 This Special Use Permit is issued to a property, owned byHarry and Rhonda Naugle, situated in Section 25, Township 6 South, Range 95West of the 6th Principal Meridian and is practically located at the Interstate 70 Rulison Interchange, in the Resource Lands -- Gentle Slopes Lower Valley Floor Zone District: In accordance with and pursuant to the provisions of the Garfield County Zoning Resolution of 1978, as amended, and Resolution No. 2008-63 of the Board of County Commissioners of Garfield County, State of Colorado, hereby authorizes, by Special Use Permit, the following activity: "Industrial Support Facility Including Warehouse/Staging Facilities" The Special Use Permit is issued subject to the conditions set forth in the above-mentioned resolution, and shall be valid only during compliance with such conditions and other applicable provisions of the Garfield County Zoning Resolution, Subdivision Regulations, Building Code, and other regulations of the Board of County Commissioners of Garfield County, Colorado. ATTEST: GARFIELD COUNTY BOARD OF COMMISSIONERS, GARFIELD COUNTY C RADO rk of the Board Chai Email Correspondence Tri-State Trucking Temporary Construction Trailer O\OLSSON ASSOCIATES OA Project No. 010-1732 September 2010 826 21 Y3 Road 1 Grand Junction, CO 81505 1 970.263.7800 1 Fax 970.263.7456 Mike Markus From: Kathy A. Eastley [keastley©garfield-county.com] Sent: Friday, August 20, 2010 9:44 AM To: Lorne Prescott Cc: Michael Markus; Gale Carmoney; Andy Schwaller; Fred Jarman Subject: Tri-State Trucking Gentlemen, It is my understanding that Tri-State Trucking would like to move forward with the construction of the truck maintenance shop as approved in their Special Use Permit. Further, Tri-State is requesting allowance to keep the modular unit on-site until such time as the construction is completed on the permanent structure. The modular is proposed to be served by vault and haul water and sanitation. After having discussed this issue with the both Fred Jarman and Andy Schwaller, the County find this acceptable if: 1. A building permit is obtained for the modular unit, with submittal occurring within the next week to ten days. 2. The temporary vault and haul scenario will require a septic permit. 3. The building permit for the truck maintenance shop must be submitted within the next four to six weeks. 4. Removal of the modular will be required upon completion of the truck maintenance structure. Please let me know if you have any questions on this issue. Kathy Eastley, AICP Senior Planner Garfield County Building & Planning 108 8th Street, #401 Glenwood Springs, CO 81601 Phone: 970-945-1377 ext. 1580 Fax: 970-384-3470 keastlev( Barfield-countv.com Please consider the environment before printing this e-mail. t THESE PLANS MUST BE KEPT AT BUILDING SITE OR INSPECTION DELAYS MAY OCCUR. CONSTRUCTION SHALL CONFORM TO THESE PLANS. ALL CHANGES SHALL BE APPROVED BY THE BUILDING OFFICIAL. oys:ia awns o f PPrwc� All cuoa.sM cowtp/if gm * fie Zao4 .tee, rm c, rrc, =FGc, rFC, And m u�'i c 1urevv Speer/cit# o,s5 . • Frwt 1 eIec11IJc41 AppROVA ( 1 s Required PRJOR. to Cer4-Ar4 or bccup1nc4 . . All Requrre* f 5 0i Specs I ase grow,; �'sdl�or, Ne:zceR- ' 63 marl -le � 4eod riziog f , Cer4PicA4e o Dmup )41) con dehons of S'wcy !Nome; r *1, F H 's Y ul 8*Y/a e -T✓ o} i 1 correspantitutepw5fic 5,44/ prior OrhArmie d` Derapmey. APPROVED SUBJECT TO NOTED EXCEP'T'IONS & INSPE'i IONS GARFIELD COUNTY BUILD , G DEPAR NT Date/0 / By LD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE page of OFF/cg F/GE- Cop, c/EG D COPY Building Permit Application Tri-State Trucking Temporary Construction Trailer O\OLSSON ASSOCIATES OA Project No. 010-1732 September 2010 826 21 1/7 Road 1 Grand Junction, CO 81505 1 970.263.7800 1 Fax 970.263.7456 David Bartholomew From: Michael Markus [mmarkus@oaconsulting.com] Sent: Tuesday, October 12, 2010 4:47 PM To: David Bartholomew Cc: Lorne Prescott; Bebe Byrd Subject: RE: Tri-State Trucking Attachments: image001.jpg; image002.jpg Thank you Dave — I appreciate your quick response. Mike Markus 1 Olsson Associates 826 21 1/2 Road 1 Grand Junction, CO 81505' mmarkus4oaconsultinu.com TEL 970.263.7800 1 CELL 970 210.5783 I FAX 970.263.7456 OLsSON ASSOCIATES Fa'7 Please consider the environment before printing this e-mail. From: David Bartholomew [mailto:dbartholomew@garfield-county.com] Sent: Tuesday, October 12, 2010 2:06 PM To: Michael Markus Cc: Bebe Byrd; Andy Schwaller; Matt Provost; Gale Carmoney; Kathy A. Eastley Subject: RE: Tri-State Trucking Mike, This will satisfy the anchoring requirements. I will attach the info to the plans and forward the permit for issuance. You will receive a call when it is ready to pick up. Thanks, Dave From: Michael Markus [mailto:mmarkus@oaconsulting.com] Sent: Tuesday, October 12, 2010 12:57 PM To: David Bartholomew Cc: Bebe Byrd Subject: RE: Tri-State Trucking Dave, Please review and let me know if this will meet your request. Thanks, Mike L Mike Markus 1 Olsson Associates 826 21 1/2 Road 1 Grand Junction, CO 81505 1 mmarkus@oaconsulting.com TEL 970.263.7800 1 CELL 970.210.5783 I FAX 970.263.7456 OOLSSON ASSOCIATES „„A Please consider the environment before printing this e-mail. From: David Bartholomew [mailto:dbartholomew@garfield-county.comj Sent: Monday, October 11, 2010 12:29 PM To: Michael Markus Cc: Bebe Byrd; Lorne Prescott; Andy Schwaller; Matt Provost; Gale Carmoney Subject: RE: Tri-State Trucking Mike, Thanks for the update. In addition to the pictures and installation documentation, please include the approved anchor specifications. I look forward to hearing from you and hope to issue this permit soon. Feel free to contact me with any questions or concerns. Thanks, David From: Michael Markus [mailto:mmarkus@oaconsulting.comj Sent: Monday, October 11, 2010 9:26 AM To: David Bartholomew Cc: Bebe Byrd; Lorne Prescott Subject: RE: Tri-State Trucking David, I know it has been a while, but 1 did just here from our client this morning. The anchoring is in place for the temporary construction trailer. I am having them take pictures and provide documentation that the anchoring was installed according to the specs. I should have that available for you within the next day or two. Thanks, Mike Markus 1 Olsson Associates 826 21 1/2 Road 1 Grand Junction, CO 81505 1 mmarkus@oaconsulting.com 2 TEL 970.263.7800 1 CELL 970.210.5783 I FAX 970.263.7456 OLSSON ASSOCIATES Please consider the environment before printing this e-mail. From: David Bartholomew [mailto:dbartholomew@garfield-county.comj Sent: Wednesday, September 22, 2010 3:02 PM To: Michael Markus Cc: Matt Provost Subject: RE: Tri-State Trucking Mike, Thanks for following up. Dave From: Michael Markus [mailto:mmarkus@oaconsulting.com] Sent: Wednesday, September 22, 2010 3:00 PM To: David Bartholomew Subject: RE: Tri-State Trucking Dave, I just talked to Tri-State, they will get the information to me as soon as they can. Thanks, Mike Markus 1 Olsson Associates 826 21 1/2 Road 1 Grand Junction, CO 81505 1 mmarkus@oaconsulting.com TEL 970.263.7800 1 CELL 970.210.5783 I FAX 970.263.7456 OLSSON ASSOCIATES • 4) Please consider the environment before printing this e-mail. From: David Bartholomew [mailto:dbartholomew@garfield-county.comj Sent: Wednesday, September 22, 2010 12:27 PM To: Michael Markus; Matt Provost Cc: Kathy A. Eastley; Lorne Prescott Subject: RE: Tri-State Trucking Hi Mike, I am currently reviewing your plans. I do need documentation on how the unit is to be anchored in place. The foundation notes recommend using an approved ground anchor, (rated for a 1000 Ib overturning force) but no anchor information is provided. Please forward via e-mail or fax information of the approved system to be used. Thanks, Dave David Bartholomew Plans Examiner Garfield County Bldg & Ping P)970-945-8212 F) 970-384-3470 dbartholomew@garfield-county.com From: Michael Markus [mailto:mmarkus@oaconsulting.com] Sent: Wednesday, September 22, 2010 9:37 AM To: Matt Provost; David Bartholomew Cc: Kathy A. Eastley; Lorne Prescott Subject: RE: Tri-State Trucking Matt and Dave, I'm just checking on the status of your review for the permit applications that were submitted on September 10`h for Tri- StateTrucking, 16605 Hwy 6 and 24 Parachute, CO. Thanks, Mike Markus 1 Olsson Associates 826 21 1/2 Road 1 Grand Junction, CO 81505 1 mmarkus(a7oaconsulting.com TEL 970.263.7800 1 CELL 970.210.5783 I FAX 970.263.7456 OLSSON ASSOCIATES Please consider the environment before printing this e-mail. From: Kathy A. Eastley [mailto:keastley@garfield-county.com] Sent: Tuesday, September 14, 2010 9:48 AM To: Lorne Prescott Cc: Matt Provost; David Bartholomew; Michael Markus Subject: RE: Tri-State Trucking 4 Thank you all —the question was asked this morning so I just thought I would check. They are here and will be reviewed shortly. I appreciate the quick response. Kathy Eastley, AICP Senior Planner Garfield County Building & Planning 108 8th Street, #401 Glenwood Springs, CO 81601 Phone: 970-945-1377 ext. 1580 Fax: 970-384-3470 keastlev@garfield-county.com Please consider the environment before printing this e-mail. From: Lorne Prescott [mailto:Iprescott@oaconsulting.com] Sent: Tuesday, September 14, 2010 9:47 AM To: Kathy A. Eastley Cc: Matt Provost; David Bartholomew; Michael Markus Subject: RE: Tri-State Trucking Kathy, Both the Building Permit and ISDS Permit applications were submitted on September 10. Please let us know if they are making their way through the system. Thanks, Lorne Lorne C. Prescott 1 Olsson Associates 826 211/2 Road 1 Grand Junction, CO 81505 1 Iprescott@oaconsulting.com TEL 970.263.7800 ext. 2011 1 CELL 970.210.68891 FAX 970.263.7456 OLSSON ASSOCIATES From: Kathy A. Eastley [mailto:keastley@garfield-county.com] Sent: Tuesday, September 14, 2010 9:39 AM To: Michael Markus; Lorne Prescott Cc: Matt Provost; David Bartholomew Subject: Tri-State Trucking Mike, Just checking up on progress regarding submittal of a building permit to construct the facility for Tri-State Trucking on the Naugle site. It was our understanding that a building permit would be submitted, however we have not received anything to -date. Please provide an update on the timing so that the County may determine whether issuance of a notice of violation is necessary. Thank you. Kathy Eastley, AICP Senior Planner Garfield County Building & Planning 5 108 8th Street, #401 Glenwood Springs, CO 81601 Phone: 970-945-1377 ext. 1580 Fax: 970-384-3470 keastlev@garfield-countv.com Please consider the environment before printing this e-mail. 6 The following items are required by Garfield County for a final Inspection: 1) A final Electrical Inspection from the Colorado State Electrical Inspector. 2) Permanent address assigned by Garfield County Building Department and posted at the structure and where readily visible from access road. 3) A finished roof; a lockable building; completed exterior siding; exterior doors and windows installed; a complete kitchen with cabinets, sink with hot & cold running water, non-absorbent kitchen floor covering, counter tops and finished walls, ready for stove and refrigerator; all necessary plumbing. 4) All bathrooms must be complete, with washbowl, tub or shower, toilet, hot and cold running water, non-absorbent floors, walls finished, and privacy door. 5) Steps over three (3) risers, outside or inside must be must have handrails. Balconies and decks over 30" high must be constructed to all IBC and IRC requirements including guardrails. 6) Outside grading completed so that water slopes away from the building; 7) Exceptions to the outside steps, decks, grading may be made upon the demonstration of extenuating circumstances., i.e. weather. Under such circumstances A Certificate of Occupancy may be issued conditionally. 8) A final inspection sign oft by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, and/or State Agencies where applicable. A CERTIFICATE OF OCCUPANCY (C.O.) WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. A C.O. MAY TAKE UP TO 5 BUSINESS DAYS TO BE PROCESSED AND ISSUED. OWNER CANNOT OCCUPY OR USE DWELLING UNTIL A C.O. IS ISSUED. OCCUPANCY OR USE OF DWELLING WITHOUT A C.O. WILL BE CONSIDERED AN ILLEGAL OCCUPANCY AND MAY BE GROUNDS FOR VACATING PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a C.O. for the building identified in the Building Permit. 9- 2-/0 OWNERS SIGNATURE DATE Bappl icaliondcccmbcr2007 GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS FOR CONSTRUCTION OF COMMERCIAL OR MULTI -FAMILY RESIDENTIAL BUILDINGS Including NEW CONSTRUCTION ADDITIONS ALTERATIONS And MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. When reviewing a plan and it's discovered that required information has not been provided by the applicant, this will result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor shall be required to provide this information before the plan review can proceed. Other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. Also, please consider using a design professional for assistance in your design and a construction professional for construction of your project. Any project with more than ten (10) occupants requires the plans to be sealed by a Colorado Registered Design Professional. To provide for a more understandable plan and in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. TWO (2) SETS OF CONSTRUCTION DRAWINGS & TWO (2) SITE PLANS MUST BE SUBMITTEDFOR ALL APPLICATIONS. Plans to be included for a Building Permit must be on draft paper at least 18"x 24"" and drawn to scale. Plans must include a floor plan, a concrete footing and foundation plan, elevations all sides with decks, balcony steps, hand rails and guard rails, windows and doors, including the finish grade and original grade line. A section showing in detail, from the bottom of the footing to the top of the roof, including re -bar, anchor bolts, pressure treated plates, floor joists, wall studs and spacing, insulation, sheeting, house -rap, (which is required), siding or any approved building material. Engineered foundations may be required. 1 Check with the Building Department. A window schedule. A door schedule. A floor framing plan, a roofing framing plan, roof must be designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, a 90 M.P.H. windspeed, wind exposure B or C, and a 36 inch frost depth. All sheets need to be identified by number and indexed. All of the above requirements must be met or your plans will be returned. All plans submitted must be in compliance with the 2009 IBC, IPC, IMC, IFGC, and IFC, 2009 IECC. Applicants are required to indicate appropriately and to submit completed checklist at time of application for a permit: 1. Is a site plan included that identifies the location of the proposed structure, additions or other buildings, setback easements, and utility easements showing distances to the property lines from each comer of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Slopes of 30% or more on properties must be show on site plan. (NOTE: Section 106.2) Any site plan for the placement of any portion of a structure within 50 ft. of a property line and not within a previously surveyed building envelope on a subdivision final plat shall be prepared by a licensed surveyor and have the surveyors signature and professional stamp on the drawing. Any structure to be built within a building envelope of a lot shown on a recorded subdivision plat, shall include a copy of the building envelope as it is shown on the final plat with the proposed structure located within the envelope. Yes Proposed construction trailer is greater than 50 from property line 2. Does the site plan when applicable include the location of the I.S.D.S. (Individual Sewage Disposal System) and distances to the property lines, wells (on subject property and adjacent properties), streams or water courses? This information must be certified by a licensed surveyor with their signature and professional stamp on the design. Yes Not necessary for this project 3. Does the site plan indicate the location and direction of the State, County or private road accessing the property? Yes x 4. Have you provided any RESOLUTIONS and: or LAND USE PERMIT(S) associated with this property? Yes x if Yes please provide a COPY. No 5. Is the 1.S.D.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado Registered Engineer? Yes Not necessary for this project 6. Are the plans submitted for application review construction drawings and not drawings that are stamped or marked identifying them as "Not for construction, for permit issuance only", "Approval drawings only", "For permit issuance only" or similar language? Yes Not necessary for this project 7. Do the plans include a foundation plan indicating the size, Iocation and spacing of all reinforcing steel in accordance with the building code or per stamped engineered design? Yes Not necessary for this project_ x 8. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this building? Yes _ Not necessary for this project,_ x 9. Do the plans indicate the location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes Not necessary for project x_ 10. Do the plans indicate the size and location of the ventilation openings for the attic, roof joist spaces and soffits? Yes Not necessary for this project 11. Do the plans include design loads as required under the IBC or IRC for roof snowloads, (a minimum of 40 pounds per square foot in Garfield County)? Yes x Not necessary for this project 12. Do the plans include design loads as required for floor Toads under the IBC or IRC? Yes x Not necessary for this project 13. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? Yes x Not necessary for this project 14. Is the wind speed and exposure design included in the plan? Yes x Not necessary for this project 15. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes x Not necessary for this project 16. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes x Not necessary for this project 3 17. Does the elevation plan indicate the height of the building or proposed addition from the undisturbed grade to the midpoint between the ridge and eave of a gable or shed roof or the top of a flat roof? (Check applicable zone district for building height maximum) Yes x Not necessary for this project 18. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or Phase I1 EPA certification? Yes Not necessary for this project x 19. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the IBC or IRC? Yes Not necessary for this project x 20. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the IBC or IRC? Yes x Not necessary for this project 21. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes x Not necessary for this project 22. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes Not necessary for this project x 23. Do the plans include a complete design for all mechanical systems planned for installation in this building? Yes No Not necessary for this project x 24. Have all areas in the building been accurately identified for the intended use? (Occupancy as identified in the IBC Chapter 3) Yes Not necessary for this project x 25. Does the plan indicate the quantity, form, use and storage of any hazardous materials that may be in use in this building? Yes Not necessary for this project x 26. Is the Location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? Yes Not necessary for this project x 4 27. Do the plans indicate the location and dimension of restroom facilities and if more than four employees and both sexes are employed, facilities for both sexes? Yes Not necessary for this project x 28. Do the plans indicate that restrooms and access to the building are handicapped accessible? Yes _ Not necessary for this project x 29. Have two (2) complete sets of construction drawings been submitted with the application? Yes x 30. Have you designed or had this plan designed while considering building and other construction code requirements? Yes x 31. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield County Building Department? Yes x 32. Do your plans comply with all zoning rules and regulations in the County related to your zone district? For corner lots see supplemental section 3-301 in the Garfield County Zoning Resolution for setbacks. Yes x 33. Do you understand that approval for design and;'or construction changes are required prior to the implementation of these changes? Yes x 34. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit" fee as well as any "Septic System" or "Road Impact" fees required, at the time you pick up your building permit? Yes x 35. Are you aware that you are required to call for alI inspections required under the IBC including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes 36. Are you aware that the Permit Application must be signed by the Owner or a written authority be given for an Agent and that the party responsible for the project must comply with the Uniform Codes? Yes 5 37. Are you aware that you must call in for an inspection by 3:30 the business day before the requested inspection in order to receive it the following business day? Inspections will be made between 7:30 a.m. and 3:30 p.m. Monday through Friday. Inspections are to be called in to 888-868-5306. Yes x 38. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.00 re -inspection fee? Yes x 39. Are you aware that prior to submittal of a building permit application you are required to show proof of a legal and adequate access to the site? This may include (but is not limited to) proof of your right to use a private easement/right of way; a County Road and Bridge permit; a Colorado Dept. of Highway Permit including a Notice to Proceed; a permit from the federal government or any combination. You can contact the Road & Bridge Department at 625-8601. See Phone book for other agencies Yes x 40. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perform installations and hookups? The license number will be required at time of inspection. Yes x 41. Are you aware, that on the front of the building permit application you will need to fill in the Parcel/ Schedule Number for the lot you are applying for this permit on prior to submittal of the building permit application? Your attention in this is appreciated. Yes x 42. Do you know that the local fire district may require you to submit plans for their review of fire safety issues? Yes x (PIease check with the building department about this requirement) 43. Do you understand that if you are planning on doing any excavating or grading to the property prior to issuance of a building permit that you will be required to obtain a grading permit? Yes Not necessary for this project x 44. Did an Architect seal the plans for your commercial project? State Law requires any commercial project with occupancy of more than 10 persons as per Section 1004 of the IBC to prepare the plans and specifications for the project. Yes Not Necessary for this project x 45. If you anticipate obtaining a water tap from the City of Rifle, please provide a letter indicating that the City will provide water service. No building permit application will be accepted without such a letter. Yes 6 1 hereby acknowledge that I have read, understand, and answered these questions to the best of my ability. J21,1., A .9- Signa ure Date Phone: 17 0 1 tg (days); (evenings) Project Name: Tri-State Trucking Construction Office Project Address: 16605 Hwy 6 and 24 Parachute CO Note: On any of these questions you may be required to provide this information. If required information is not supplied, delays in issuing the permit are to be expected. Work may not proceed without the issuance of the permit. *If you have answered "Not necessary for this project" on any of the questions and it is determined by the Building Official that the information is necessary to review the application and plans to determine minimum compliance with the adopted codes, please expect the following: A. The application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review. B. Delay in issuance of the permit. C. Delay in proceeding with construction. bpminrepcommJun20 1 0 7 BOARD OF COUNTY COMMISSIONERS OF GARFIELD COUNTY CERTIFICATION AND AFFIDAVIT REGARDING ILLEGAL ALIENS The Contractor, whose name and signature appears below, certifies and agrees as follows: 1. The Contractor shall comply with the provisions of C.R.S. 8-17.5-101 et seq. The Contractor shall not knowingly employ or contract with an illegal alien to perform work for the Board of County Commissioners of Garfield County, Colorado ("BOCC") or enter into a contract with a subcontractor that knowingly employs or contracts with an illegal alien. 2. The Contractor represents, warrants, and agrees that it has verified that it does not employ any illegal aliens; that it has participated or attempted to participate in the Basic Pilot Employment Verification Program administered by the Social Security Administration and Department of Homeland Security; and otherwise shall comply with the requirements of C.R.S. 8-17.5-102(2)(b). 3. The Contractor shall comply with all reasonable requests made in the course of an investigation under C.R.S. 8-17.5-102 by the Colorado Department of Labor and Employment. If the Contractor fails to comply with any requirement of this provision or C.R.S. 8-17.5-101 et seq., the BOCC may terminate work for breach and the Contractor shall be liable for actual and consequential damages to the State. 4. If the Contractor is a sole proprietor, the undersigned hereby swears or affirms under penalty of perjury under the laws of the State of Colorado that (check one): I am a United States citizen, or I am a Permanent Resident of the United States, or I am lawfully present in the United States pursuant to Federal law. I understand that this sworn statement is required by law because I am a sole proprietor entering into a contract to perform work for the BOCC. I understand that state law requires me to provide proof that I am lawfully present in the United States prior to starting work for the BOCC. I further acknowledge that I will comply with the requirements of C.R.S. 24-76.5-101 et seq. and will produce the required form of identification prior to starting work. I acknowledge that making a false, fictitious, or fraudulent statement or representation in this sworn affidavit is punishable under the criminal laws of Colorado as perjury in the second degree under C.R.S. 18-8-503. CERTIFIED and AGREED to this .1 day of , 2000. CONTRACTOR: (Contractor Full Legal Name) By: 65-724/6 73S" FEIN or Social Security Number 4,(7'427c. ignature of Author zed Rep Title Immigration Affidavit (09/06) Final EXHIBIT Colorado Department of Transportation (CDOT) Access Permit Tri-State Trucking Temporary Construction Trailer ON,OLSSON ASSOCIATES OA Project No. 010-1732 September 2010 826 21 Y. Road 1 Grand Junction, CO 815051 970.263.7800 1 Fax 970.263.7456 COLORADO DEPARTMENT OF TRANSPORTATION STATE HIGHWAY ACCESS CODE NOTICE T O PROCEED COOT Permit No. 306236 SHIP t)70A1081.190/L LacalJud$dldiGarfield County ermittee(s): Applicant; Rhonda Naugle William Critton PO Box 829 Sopris Engineering Rifle, CO 81650 502 Main Street, Suite A3 970-625-1139 Carbondale, CO 81623 ° 970-704-0311 . The pemiittee is hereby authorized to proceed with access construction within state highway right-of-way in accordance with the above referenced State Highway Access Permit and this Notice to Proceed. This Notice to Proceed is valid only if the referenced Access Permit has not expired.. Access Permits expire one year from date of Issue if not under construction, or completed. Access Permits may be extended in accordance with Section 2.3(11)(d), of the Access Code. Adequate advance warning is required at all times during access construction, in conformance with the Manual on Uniform Traffic Control Devices for Streets and Highways. All construction shall be completed in an expeditious and safe manner and shall be finished within 45 days from Initiation. The permittee or applicant shall notify the Department prior to commencing construction as Indicated on the Access Permit. . Both the Access Permit and this Notice To Proceed shall be available for review at the construction site. This Notice to Proceed is conditional. The following items shall be addressed prior to or during construction as propriate. ''Hone idittligi F:" so , r., S22r, Municipality or County Approval (When the appropriate local authority retains issuing authority) By (X) `title Date This Notice is not valid until signed by a duly authorized representative of the Department Colorado Department of Transportation ) Title Access Manager Date January 4, 2007 Copy Distribution: Required 1. Region Pe -files - Staff Access Section. As needed: Local Authority, MTCE Patrol, Inspector Form 1285 8/98 COLORADO DEPARTMENT OF TRANSPORTATION COLORADO STATE HIGHWAY ACCESS PERMIT i] YZ Cal - Q LI - 0-1 Permit No. 306236 Stale Highway No/kip/Side 070Ai081.190/L Permit Fee 100.00 Date of transmittal 11/03/2006 Region/Section/Patrol .03/02/09 Local Jurisdiction Garfield County The Permittee(s); Rhonda Naugle PO Box 829 Rifle, CO 81650 970-625-1139 Applicant; William Critton Sopris Engineering 502 Main Street, Suite A3 Carbondale, CO 81623 970-704-03I1 Ref No. 06-242 Is hereby granted permission to have en access to the state highway el the Iocalion noted below. The access shall be constructed, maintained and used In accordance with this permit, Including the State Highway Access Code and any attachments, lens, conditions and exhibits. This permit may be revoked by the issuing authority it at any time the permitted access and its use violate any parts of this permit. The issuing authority, the Department and their duly appointed agents and employees shall be held harmless against any action for personal injury or property damage sustained by reason of the exercise of the permit. Location: Located on 1-70 Frontage, a distance of 1000 feet east of RP 81, also known as 16605 Hwy 6. This access is north of 1-70. and at the very end of a frontage road. Access to Provide Service to: Industrial Park ..» 50DHV 100.00% Other terms and conditions: s See Attached Pages 2 and 3 and Other Enclosures for Additional Terms and Conditions. MUNICIPALITY OR COUNTY APPROVAL Required only when the appropriate focal authority retains issuing authority. By (x) Date Upon the signing of this permit the permittee agrees to the terms and conditions and referenced attachments contained herein. All construction shall be completed in an expeditious and safe manner and shall be finished within 45 days from Initiation. The permitted access shall be completed in accordance with the terms and conditions of the permit prior to being used. The permittee shall notify Brad Brophy with the Colorado Department of Transportation In Grand Junction at 970- 248-7360 at least 4B hours prior to commencing construction within the State Highway right-of-way. The person signing es the permittee must be the owner or legal representative of the property served by the permitted access and have full authority to accept the permit and its terms and conditions_ Permittee (x) This permit is not valid until signed by a duly authorized representative of the Department. COLORA*tee DEPAR , NT OF TRANSPORTATION Dale (of issue) _ By (X) Copy Distribution: Requtri 1.Region 2App5eerd a.slalf Access Sidon Make copies as necessary for Local Authority Inspector MTCE Patrol Traffic Engineer Previous editions aro obsolete end may not be used CDOTFonn #101 arae .) i STATE HIGHWAY ACCESS PERMIT 306236 Located on 1-70 Frontage near RP 81.19 Left Issued to Rhonda Naugle November 3, 2006 TERMS AND CONDITIONS 1. This access is approved as constructed in accordance with Section 2.6(3) of the Access Code. 2. This permitted access is only for the use and purpose stated In the Application and Permit. This Permit is issued in accordance with the State Highway Access Code (2 CCR 601-1), and is based in part upon the Information submitted by the Permittee. Any subsequent relocation, reconstruction, or modifications to the access or changes in the traffic volume or traffic nature using the access shall be requested for by means of a new application. Any 'changes causing non-compliance with the Access Code may render this permit void, requiring a new permit. 3. The traffic limitations listed on the face of this permit shall be adhered to. The traffic volumes are listed in Design Hourly Volume (DHV) trips or Average Daily Trips (ADT) where entering the site and returning counts as two trips. 4. Any mud or other material tracked or otherwise deposited on the roadway shall be removed daily or as ordered by the Department Inspector. If mud is an obvious condition during site construction, it is recommended that the contractor build a Stabilized Construction Entrance or Scrubber Pad at the intended construction access to aid in the removal of mud and debris from vehicle tires. The details of the Stabilized Construction Entrance Is found In the M & S Standards Plan No. M-208-1. -2- October 20, 2006 Dan Roussin, CDOT Region 3 - Traffic and Safety ir 222 South 6th St, Room 100 Grand Junction, CO 81501 Re: State Highway Access Permit— Tri-State Trucking, LLC SE Job #: 26166.01 Dear Dan: Tri-State Trucking, LLC is proposing to locate a truck maintenance facility on a Parcel of land just north of the Rulison exit (EXIT 81) in Rulison, Colorado. The proposed use on the site would be truck and trailer maintenance and storage, short term storage of materials and equipment, gas/oil drilling industry equipment staging, truck washing facilities and administrative services. We are proposing a change in access use for the existing access easement (see attached legal description) located approximately 450 feet northwest of the intersection for the highway off -ramp and Rulison Road. We have included a preliminary site plan and anticipated traffic associated with this access. Please review the access permit and additional information and provide us with an access permit as soon as possible. Existing Conditions The existing access is provided by Rulison Road as it proceeds northwest from its intersection with the north 1-70 on-ramp and off -ramp. This existing road is approximately 24' wide and transitions from asphalt to gravel just north of the intersection prior to reaching the existing access easement approximately 450 feet northwest of the intersection where it provides access to the existing adjacent businesses. Our proposed access would continue west across the existing access easement and connect with an existing gravel road that accesses the proposed development (see attached site plan). Proposed Site Plan The preliminary site plan for the facilities and the proposed access location are attached on an 11"x17" drawing. Traffic impacts The site has direct access to Interstate 70 without using any county roads, therefore very little impact to the existing traffic is anticipated. Due to the existing access, this site is a very good location for a trucking business without affecting the existing local traffic. Trip Generation Traffic generation estimates are based on information from Trip Generation. 6th Edition — Volume 1 of 3 by the Institute of Transportation Engineers f 1TE1, "Land Use 130 — Industrial Park, Trip Ends per Employee on a weekday" and information gathered from the owner regarding expected vehicular traffic. 502 Main Street • Suite A3 • Carbondale, CO 81623 • (970) 704-0311 • Fax (970) 704-0313 SOPBIS ENGINEERING LLC civil consultants SE. !OB 26166.01 October 20, 2006 Page 2 The operation anticipates a total of50 employees with 15 being on-site full time employees working in the office that have been applied to 1TE code 130*; and 35 off-site employees that will park their personal vehicles on-site in the morning, then leaving the site in a truck returning at the end of the day in their truck and leaving the site in their personal vehicle. Table 1. Estimated Trip Generation Land Use On -Site Employees Off Site Employees TOTALS Size 15 355 50 , Daily Trips 50 140 190 *ITE Code 130 valueg 3.34 trips/weekday/employee 0.43 trips/A.M. Peak Hour/employee 0.45 trips/P.M. Peak Hour/employee AM Peak Hour PM Peak Hour In Out Total In Out Total 5 1 6 2 5 7 35 35 35 70 17 18 40 36 76 19 23 42 The proposed development will generate approximately 190 trips per weekday with a peak A.M. value of 76 trips and a peak P.M. value of 42 trips. i p If you have any questions or need any additional information please give us a call; Sincerely, SOPRIS ENG ERING .1 Chris J. Buse Design Engineer Yancy Nichol, P.E. Principal Cc; PROPERTY DESCRIPTION PARCEL OF LAND SITUATE IN THE SEI/4NW1/4 AND THE SW1/4NE1/4 OF SECTION 25, JWNSHIP 6 SOUTH, RANGE 95 WEST OF THE 6THP.M., COUNTY OF GARFIELD, STATE OF COLORADO. SAID PARCEL OF LAND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: BEGINNING AT THE CENTER NORTH 1/ 16 CORNER OF SECTION 25, A #5 REBAR IN PLACE; THENCE N89°37'21 "E ALONG THE NORTH LINE OF THE SWI/4NE1/4 OF SAID SECTION 25, A DISTANCE OF 701.02 FEET; THENCE DEPARTING SAID NORTH LINE 537°53'43"E 357.70 FEET TO THE NORTH WESTERLY CORNER OF THE NAUGLE EXEMPTION TRACT AS SHOWN ON THE NAUGLE EXEMPTION PLAT FILED WITH THE GARFIELD COUNTY CLERK AND RECORDER'S OFFICE AS RECEPTION NO. 535392; THENCE ALONG THE WESTERLY BOUNDARY OF SAID NAUGLE EXEMPTION TRACT S33 °43'18"W 1050.00 FEET; THENCE CONTINUING ALONG SAID WESTERLY LINE S40 °16'42 "E 73.06 FEET; THENCE DEPARTING SAID WESTERLY LINE 589 °44'35'W ALONG THE NORTHERLY LINE OF PARCEL 2, AS DESCRIBED ON THE NAUGLE BOUNDARY SURVEY, DEPOSITED WITH THE GARFIELD COUNTY SURVEYOR, NUMBER 611, A DISTANCE OF 380.35 FEET; THENCE CONTINUING ALONG SAID NORTHERLY LINE S89°44'35"W 1290.89 FEET TO A POINT ON THE WESTERLY LINE OF THE SE 1 /4NW1 / 4 OF SAID SECTION 25; THENCE DEPARTING SAID NORTHERLY LINE N00 °05'09"W ALONG SAID WESTERLY LINE 1208.54 FEET TD THE NORTH WEST 1/16 VRNER OF SECTION 25, (WHENCE A REBAR AND CAP LS NO, 12132 IN PLACE BEARS A8058'57"W 10.17 FEET FROM POINT FOR CORNER); THENCE DEPARTING SAID WESTERLY LINE N89 °44'50 "E ALONG SAID NORTHERLY LINE 1288.01 FEET TO THE POINT OF BEGINNING. SAID PARCEL OF LAND CONTAINING 54.011 ACRES, MORE OR LESS. TOGETHER WITH AN ACCESS EASEMENT A PARCEL OF LAND FOR THE PURPOSE OF AN ACCESS EASEMENT, SITUATE IN THE SW1/4NE1/4 OF SECTION 25, TOWNSHIP 6 SOUTH, RANGE 95 WEST OF THE 6TH P.M., COUNTY OF GARFIELD, STATE OF COLORADO. SAID PARCEL OF LAND BEING MORE PARTICULARLY DESCRIBED AS FOLLOWS: COMMENCING AT THE CENTER NORTH 1/ 16 CORNER OF SECTION 25, A #5 REBAR IN PLACE; THENCE S56045'16"E 919.97 FEET TO A POINT ON THE WESTERLY .BOUNDARY LINE OF THE NAUGLE EXEMPTION TRACT AS SHOWN ON THE NAUGLE EXEMPTION PLAT FILED WITH THE GARFIELD COUNTY CLERK AND RECORDER'S OFFICE AS RECEPTION NO. 535392, THE TRUE POINT OF BEGINNING; THENCE ALONG SAID NAUGLE EXEMPTION TRACT THE FOLLOWING THREE (3) COURSES: 1.) N33 °43'18"E 272.56 FEET; 1 S41 °31 '00 "E 191.00 FEET; ....j S07°31'00"E 108.42 FEET THENCE DEPARTING SAID NAUGLE EXEMPTION BOUNDARY S59 °57'58 "W 141.70 FEET; THENCE N60 °47'25"W 194.10 FEET TO THE POINT OF BEGINNING. SAID PARCEL OF LAND CONTAINING 1.206 ACRES, MORE OR LESS. Vicinity Map Aerial Photograph Site Plan Tri-State Trucking Temporary Construction Trailer ON,OLSSON ASSOCIATES OA Project No. 010-1732 September 2010 826 211/2 Road 1 Grand Junction, CO 815051970.263.78001 Fax 970.263.7456 W J a 0 co 0 1- 1- 0 z a a 2 >- 1- z - z • J ;9 f: ., `N-� tis Sty •�' • S f' ~ � i • Tri-State Trucking 217325200036 Area: 44 acres r. J Parcels Represented 1 - 217322200951 2 - 217325300035 3 - 217325100037 4 - 217325100022 M .5163 -zr,•`�• . r 0.5 1 0 Parcels 217325200036 (Area: 44 acres) 1 inch equals 1,000 feet Mile N Parcels represented lie within 1,500' of subject property PROJECT NO. 010-1732 DRAWN BY Lair B0Ori GIS Merl DATE 09.1)1(2010 ADJACENT PARCEL MAP TRI-STATE TRUCKING GARFIELD COUNTY, COLORADO ON,OLSSON ASSOCIATES EGO 21.12 ROAD GRAND JL NOTION. CO 81505 TEL 970 283.7500 FAX 970 2637458 FIGURE 1 SITE PLAN -- NOT TO SCALE 1 0 -a U) c co c mt co co Q =,„ !«- Ecanw a� H 0'- U) E 2 a) •� c CD Ci. Q. 2 < w J a 0 co 0 1- 1.- 0 - 1-0 z 1 a a 2 ›- 1- z - z v P14c'fc"$ of et, , of 'tt.ce 5+t;p wovk bn IKs c 144. P oxo[eK wrt A Fit 0 J -e. le "ePni f,kt 1h ocAce P le i . ... . ,.., • 1 `11., . 1 • (,. ,,,,,,,,. 4 ..,.„. ri. hd,... li 1 ' I 1 I IN IA ..sIv14 r41114 6. ' ' . 6' 1 ' 1 I, . ' • 6. Ili .tvi•i1 ' ••• ,..fr42 • J '',.• I. ' • ,Ii• • -..MIONMENIPM6V • .010.4 III .,a . , vv I 0 ill 1 41 .. 5 ..,,, ..,now,.. 4 , • 1'4', ' t 1 . I'' . I .• :MeV 41 .4tamill 0 1 14!) .1 ' 1 .11 1 .1 r ii • t V ._ .wial , 0 er . II 1A-1, il 0 ,.. ..., , ,• -i. , . ty It t i rij ,t. , P ' • k• / I 1 liff r , , • 1 ; r, 1. ; ' ( ' i : I ; -._.. , 4 7i. t " it 1 • • .1' * ‘1, ....• r— 111 ..,.. , . 17.1, ,i •• 'IP -4 ii ,r ,... ., 0 , r .00 vv.1 Colorado Division of Housing (CDOH) Certification Tri-State Trucking Temporary Construction Trailer OLSSON ASSOCIATES OA Project No. 010-1732 September 2010 826 21 Y Road 1 Grand Junction, CO 81505 1 970.263.7800 1 Fax 970.263.7456 Specifications Tri-State Trucking Temporary Construction Trailer OkOLSSON ASSOCIATES OA Project No. 010-1732 September 2010 826 21 Y2 Road' Grand Junction, CO 81505 1 970.263.7800 1 Fax 970.263.7456 IVIH i�c. ENGINEERS PLANNERS CONSULTANTS 3Os NORTH OAKLAND AVENU • MO. max Ono • NAPPANEE, INDIANA 461E60 W&6: WWW.NTAWJC_COM Page CLIENT: DATE: JOB NO: PROJECT: BUILDING CODE: MODULE DIMENSIONS: ROOF SLOPEITRUSS TYPE: GROUND SNOW LOAD: WIND LOAD: SEISMIC DESIGN CATEGORY: FLOOR LIVE LOAD: Description Stallion Oilfield Services January 26, 2009 SOS122908-11 14x5 AM 1 I3 2003 IBC 13'-11"' x 56'-2" 0.25/12 56psf 90mph Exp. C C 40psf CALCULATION INDEX PHONE: 674-773-797e FAX: 674773-5739 1.1-1.4 2.1-2.2 3.1-3.2 4.1 -4.2 5.1.5.3 6.1-6.2 7.1-7.12 8.1-8.4 9.1 10.1-10.12 Design Criteria Load Combinations Exterior Sheathing Sidewall Headers Sidewall Columns Floor Joists In -Plant Connections Floor to Frame Connections Lateral Force Analysis Shearwall Design APPROVED BY .„` .. APR _ 2 2009 MARK LINDSAY INC. NOTE: These calculations are applicable only to the structural elements and loading criteria specifically noted herein. These calculations shall not be construed in any way to specify, certify, or design arty aspects of the structure not contained herein. Structural elements not contained herein are to be constructed in accordance with the prescnptive requirements of the adopted building code or designed by other registered design professionals, as applicable. Specified design criteria are based solely on information provided by the client and must be verified and approval by the local authority having jurisdiction. NTA, Inc. is not responsible for fabrication or erection. If it is suspected that die ci lculations listed in this index have been modified, substituted, or altered in any way, contact NTA, Inc. directly to nhtain a file copy. TMP 05.05 Calculation index 2007 -O6 -2x3 Page of I 150101 Criteria 2003 IBC 2007-11-01 1803 Summary Client: StaUld:1 Oilfield Services Job Number: Description: 14' wide module Locatlan(s): IBC SDC C Plan Dimensions: Building Length, B = Total Width, L Na OM Width. iw, 56.17 It 13 92 11 139211 Uniformly Distributed Design Loads: Ground Floor Floor Live. L Floor Dead, D = Wall Dead Load, D. Wall HeIghL h,.= 40 psi 10 psi 5 pct 96 in. 2003 WC Design Criteria Summary Vertical Dimensions- Stories Above Grade, n Max Blocking Height, i SIdewall1Eave Height. i = Roof lop Chord Load Top Chord Dead Load =- Bottom Bottom Chord Live Load = Bottom Chord Dead Load = Mise. Design Parameters: Building Classification. at (IBC Table 16134,5) ReoflSnow Load. Grouno Snow Load, Pp P. Ground Snow Load W. Pyr,y Min. Design Load, Lr Flat -Hoof Snow Load, q = Sloped Roof Snow Load = Max. Unbalanced Load. P„ _ Snow Exposure Factor, Ca = Snow Load Importance Factor, i = Thermal Factor, C, Wind Loads: 56 0 psf 56.0 psi 20.0 psf 70.0 psi 39.2 psi 0.0 psi 1.0 1.00 1.0 Basic Wind Speed = 90 mph Wird Importance Factor, Iw = 1.00 Wind Exposure = C Internal Pressure Coefficient .1-0 18 Components and Cladding Loads: End Zone (psi) Windows (•=10 fir') +17 7I •23 Doors (>520 11') +18 01.22.1 Root Cladding (c=10 ft') 4-101-44.6 Overhang -45 NOTES; 2 Interior Zone (psi) +17.7'-192 .16.91.18.4 +101-17,7 -28 1128/2009 2:08 PM Page 1of4 Roof Configuration: 1 Framing Type: Mono Pilch Truss 18 in Roof Slope. a = 0.25112 pitch 120 in. Sidewall Overhang, IoM r 0 In. E ndwail Overhang, lid, = 0 in. Roof Cavity Insulation, R - 19 90 0 psi 10 psi fl psf 10 psi Seismic Loads: Seismic Use Group: 1 Seismic Importance Feclor. = 1.00 Mapped Coefficients. S: = 0.55 g S,= 9,13g Response Coefficients. Scgs = e.49 g SO7 = 0.19 g Silo Class = D IBC Design Category = C IRC Design Calegory = C Basic Seismic -Force -Resisting System Light Frame wall with wood shear panels Response Modification Factor R = 6 5 Design Base Shear Cs = 0.09 W Analysis Procedure: Equivalent Lateral Force Procedure ASCE 7, Soc. 9.5.5 Flood Loads: Sita Spook flood loads have not boon assessed in this analysis, For Buildings located In flood hazard areas, as established in Section 1012.3 of the 18C, floods bads must be consiierod as required by Sailer+ 1812 of the CBC Furax.envore, when required, the design information required by IBC section 1603.1 6 must be provided on the canstruclion documents. Calculations comply with aU state codes based on ASCE 7-02, such as the Michigan BuidunglResdential Code (MBCIMRCJ. the New York Stale Building/Residential Code (NYBCINYRC). and the Florida Building Code (FBC) Equivalent ground snow bad al a thermal tactor of 1.0 for use with aha NYBC/NYRC ground snow load map. 56x1' 7891 /06.5k 8,, 516.0'I occ e- oC,LArl /av APPROVED BY APR - 2 21U9 INC MARK LINDSAY 16.0101 Criteria 200310C 2007-11-01 Wind Client Stallion Oilfield Services Job Number: 0 Description: 14' wide module Building Geometry: Ridge Length, B TcIaI Width, L Blocking HeIghL h v = Sidow llrEve Haight h„- Roof Slope. a = Roof elope, a = Sidewall Ovedrang- La, Endwal Overhang, Bo, _ ASCE 7=02 Wind toad Calculation Loading Conditions. 56.2 n Basic 1Mnd Speed (V uj = 13 9 f1 Importance Factor (Ir) e 18 in. Exposure Category, 120 in. Topographic Factor (K r} 0.3 112 pitch Height & Exposure (K.) ■ 1.2 deg. Diecllonallty (Ki) 0 in Wind Pressure (q.) 0 kr. Inlemel Pressure (Ger.) e main Windfarce-Resletlna System Leeds IMWFRB1: Normal lo Surface 1128/2008 2:08 PM Page 2of4 Height Above Grade: 90 mph Sidewal Eave (z) 1.00 Roof Peak (z) C Mean Root Height (h) _ 1.0 0.85 Component Dimelnsions: 0.85 Stud Height (h,) = 15.0 psf Truss Span (a,) _ 0.18 -0.18 1 2 3 4 5 6 Trans 4GCr, •CCpi Max Long +GCd -GCpI Max 3.3 -13.0 -8.2 -7.0 8.7 -7.6 -2.8 -1.6 8.7 -13.0 -8.2 -7 0 1E 6.4 11.8 11.8 6.4 11.8 11.8 3.3 8.7 8.7 -130 -7.6 -13 0 -8 2 -2.8 -8.2 .7.0 -1 6 -7.0 -9 4 -4.0 -9.4 -9 4 40 .9.4 2E -18..7 -133 -18.7 -18 7 -13,3 -18.7 3E -10.6 -52 10.5 106 -5.2 -10.6 4E -9.1 -3.7 -9.t 9.1 -3.7 -9 1 Summed and Projected HORIZONTAL LOADS End Zone Interior Zone Way Roof Wall Roof Trans 15.6 -8.1 10.3 -4.8 Long 15.6 -8.1 10.3 -4.8 Comaonenitand CIaddrne Loads (Cacti; Roof Components: Zone 1: End Zone WW Root LW Roos -18.7 -10.6 .18.7 -10.6 Area Pressure (psi) Of) Pos Nag Maximum 10 10.0 -17 7 Minimum 100 10.0 16.2 Truss l Rafter 16.1 10.0 -17.4 Overhang 0.0 n/a -28.2 Maximum 10 10.0 -29.7 Minimum 100 10.0 -192 Truss / Rafter 18.1 10.0 -27.5 Overha • 0.0 nig -282 Maximum 10 10.0 -44.6 Minimum 100 10.0 -192 Truss/ Rafter 16.1 10.0 -39.4 Overhang 0.0 nla -44.6 Zone 2: Zone 3: VERTICAL LOADS Inlerlor Zone WW Pool LW Root 13.0 -8 2 13 0 -8.2 W+rrdward Overhang End Interior -25.2 -16.3 -252 -16.3 11.5 R 11.8n 11.5 It 96 in 83.5 in MAXMU1t HORIZDNTAL WALL LOADS Zone 19 4E 1 4 11 6 -91 8.7 -70 11.8 -9.1 8.7 -7.0 C&C End Zone Distance. a 10 0 Area Pressure Ms() Wal Companenlr. (M) Pos Nag Zone it Maximum 10 17.7 -192 Minimum 100 15 0 -16 5 Door 20 18 9 -16.4 Stud 21.3 t6 0 -18.3 Zone 5: Maximum 10 17.7 -23.7 Minimum 100 0 15.0 -15,4 Door 20 18.9 -22.1 Stud 21.3 16.8 .21,9 APPROVED BY piAPR - 2 2009 INC MARK UNDS r 16.0101 Criteria 2003 IBC 2007-11-01 1126/2009 2:08 PM Snow Page 3 of 4 ASCE 7-02 Snow Load Assessment Client Stallion Oilfield Services Job Number. Description: 14' wide module Design Parameters: Sloped Roof Snow Loads: Eave la ridge Distance, W - 7.0 ft Ground Snow Load, pe r 56 psf a Cr P. Exposure Factor. C. = 1.0 (deg) C. =1.0 Cr = 1.1 C, = 12 fps1j Thermal Factor. C, = 1.0 1 2 1.00 1.00 1.00 392 Importance Factor. is - 1.0 Snow Density 171= r=013p.+14 n 21.28pcf but net mora than 30 pct Flat -Roof Snow Load (pr1: p, =0.7C,C,IPP = 39.2 psi Minimum Values far Low -Slope Roofs' Applicable to root slopes loss than Monostope roots = 5.0 deg or u_ -+70/H'+05= 10.6 deg USW °, P, p, -241. Rain.an-snow Surcharge. Max. Ground Snow a Max. Slope = ROS Surcharge 58 0 psf 20 0 psf 20.0 psi 2 38 deg. 0.0 psf F 39.2 psf Unbalanced Snow Loads: Applicable to roof slopes between n.... -70/W+0.5= Unbalanced Uniform Loads: a (deg) 1.2 L (n) 50 2 70 deg 10.6 deg Coelliioents 11 Cww Cr.w nle 00 150 Ica Dams Along Evaa't =2p.„ :- 78.4 psi Minimum Roof Live Load(t.r): (IBC 1807.11.2.1]. R1 1.0 ri,- r 0.3 L a 20R,R2 20.0 psi Pww Priv (psf) (psf) 0.0 518 Notes: 1 Higher loads may apply in valleys end were sliding or drifting occurs. 2. For the design of overhanging portion of eaves only No other bads except dead loads shall be present on the mai when this Toad Is applied. APPROVED B' APR - 2 2009 INC MARK LINDSAY )_3 16.0101 Criteria 2003 IBC 2007-11-01 1/26/2009 208 P14 Seismic Page 4 d 4 ASCE 7-02 Selsmk Load Cakulatfon Client Stallion oilfield Services Jab Number: 1/0/1900 Description: 14' wide module Location: IBC SDC C Design Classi0catierl: Seismic Use Grip: 1 hnporlatrce Category, ls' 1.00 Site pass: 0 ASCE 7 Design Category: C IRC Design Category: C Seismic Resisting System: light Frame wall wilt wood shear panels Response Factor. R: 8.5 System Overslreng0h Fallon.11.: 3.0 Defection Ampifica0on Fdor, C,: 4.0 Spectral Response Acceleration: srte Ss s, 0.55 0.13 Fundamental Period: (ASCE 7, Sec. 9.5.5.3.2) Period Coefficient. Cr = 0.020 Height to Highest Level . 11.= 10.00 ft Response Acceleration: (Figure 9.4.1 1) Short Period (5.1 55 %g ISecond Period (Si) 13 %g Site coo. Maximum F. F, Sin Sap 130 226 0.75 0.30 Seismic Response Coefficient: (Lateral Force Proceawa. ASCE 7. Sec. 9.5.5.4 r 0.0444 1,. 0.022 '�ei -0.077 Ir i, Design Sm Sp, 0.50 0.20 T . cloC 0.112 sec Min. For SVC E oI F: C"' a0.55 R /' 0.010 r Seismic Response Coefficient: (Simpi IadAnayris, Sec. /617 5) r ' I Jr„` 0.092 Seismic Base and Story Shear: (Sec. 1017 5.2) Levels, n = 2 Length. L • 56.2 fl Yridth, B . 13.9 Il Sac 1617.5 Design C • 0.077 Sec 1617.5 Design C • 0.092 ASD Adlistm9nl = 0.7 h, h, r toads (psf) Wall w, F, w,h. Description (11) (h) Dead= Lives wall HI. (Ar.] Odds) (kips) MA) Base 0 0 nla Wa nla Na 38.0 2.4 0.0 1st Floor 0.0 0.0 10 0.0 5 96 12.0 0.8 0.0 Roof 10.0 10,0 20 7.9 0 0 26.0 1.7 16.7 10.0 6 16.7 Grade to mean Roof Hi - Design Base Shear, Vis 2.45 kips. or V . 0.09111 Overturning Moment, M • 1(7 ftkips Notes: t Include 10 pd Inferior partition load. where applicable. 2 Storage and warehouse occupancies. a minimum of 25% Pow !lye load Snnw loads: include 20% Oct root snow toad where load exceeds 30 psf. 3. Al tortes provided al alressdevel for allowable stress design, divide by 0.7 lor stren9lh level forces. APPROVED BY MARK IJNDSAY APR - 2 2009 INC., 16.0102 Load Cases ASD 2007.0 21 Rol ASCE 7-02 Allowable Stress Design (ASO) Load Combinations Supporting Roof and Ceiling Only -End Zane Wind Loads Client: Stallion Oilfield Services Job Number: WNW Description: 14' wide module Location: IBC SDC C Unit Geometry: Unit Wdllh (B)+ Overhang (1).,1u Roof Pilch 167 in. 0.0 in. 025112 Roof Loads; Snow Load (S)= Unbalanced Snow (S ,) Min Roof Live Load (Lr) TC Dead Load (TCDL) _ OC Live Load (L)= BC Dead Load (BCOL) _ Vertical Only, Load art.hr D VIPs 8. u Wn 0.75IL.Lf) 07511.51 0 75(1.+Su) 0 75{1..5+Wp) 0.1. D+u O .5 D +Su D.0.75IL.I.1) 0.0.75(1.8) 0.0.76(1+5u) (1.0.75)L•S.1 ) 060+urn 71.0 psi 0.0 pat 20.0 psi 10.0 psf 0.0 psi 10.0 psi Wind Loads (VerUcal•End Zone): Positive Pressure (Wp) 0.0 psi Negalive Pressure (Wn) 4 -18.7 psf 1NW Overhang (W le) = -252 pd Sidewal AUlawsl ' NOS LDF 139 0 pe 0.90 487 D pH 1.15 O 0 p11 1.15 139 0 pH 1.25 O 0 pll 1.00 O 0 p9 1.60 .130 0 off 1.80 104 0 pH 1.25 365 0 pll 1.15 O 0 pti 1.15 365 0 pH 1.60 139 0 pH 1,00 278 0 pie 1.25 929 0 pll 1.15 139 0 plf 1 15 244 0 p11 1.25 504 D pIf 1.15 139 D pH 1.15 504 0 pH 1.60 -47 0 pil 160 Governing Unlorm Loads st Walla (Vertical enlyr Sidewalk Uplift Load + -47 p11 Dead Load = 139 pli Live Load = 487 all Total Loads 626 pd NDS Design Load e = 626 MI NDSLOF= 115 0.60.Wn 0 5 0.5 NS 1126t2D092:0s PM Page 1 of 2 Roof: Ceiling Only 167 -in. Unit Width 90 mph (Exp CIEnd Zone) 56 psi Ground Snow, 0.25112 Pilch Combined Lateral & Vertical: Maximum Banding Casa Load Co Misuse 0 O+wp Maximum Down Lateral Pressure NDS LDF Maximum Azad Load Case: Load Com 0+0.75(1.+Lr) 0+0.75(1.+S) O+0.75(L+Su) D+0.75(1+S+Wp) Maianurn Down Lamm Pressure NOS LDF Sideaae 139 139 139 11.8 1.6 Sideealf 244 504 139 504 504 8.9 1.6 MaIewall (load each side ofmaI&il1): Up611 Load = 0 pH Dead Load ■ 0 pit uve Load Total Load e NDS Design Load += NDS LOF Notes: 1. Load combination which produces the worst effect considering NOS Toad duration factor. 2. Matellne members deigned for unbalanced Toads at this level. 0 p11 0 pll 0 pff 090 Memel 0 NI nla pH 0 p1f 5.0 psi lfa6rend 0 pd 0 pi 0 p9 D ill 0 p9 3.75 psi APPROVED BY- APR' YAPR4 - 2 2009 1NC MARK LINDSAY P. 1 16.0102 Load Cases ASD 2007-09-21 1 Floor+ Roof ASCE 7-02 Allowable Stress Design (ASD) Load Combinations Supportlg Ons floor, Roof, and Ceiling Only -End Zone Wind Loads Client: StaIRan Oilfield Services Job Number: IiiINN N Description: 14' wide module Location: IBC SDC C Unit Geometry: Unit Wdllh(El)= 1671n. Ground Floor Loads: Floor Uve load (L) - Floor Dead Load (D) Wail Dead Load (awl= 40 psi 10 psf 40 p11 Vertical Only: tdsdCamhha8m Morsel Wheel ' KSS US O 240 .0 p8 0.00 S 487 0 plf 1.15 S., 0 0 plf 1.15 Li 139 D plf 1.25 L 278 0 pit 1.00 Wp 0 0 plf 1.80 we -130 D pff 1.80 0.75IL*Lr) 311 0 pe 1.25 0.75(L.5} 574 0 pll 1.15 0.75(1.4r) 209 0 pit 1.15 0.75(1.44p) 574 0 on 1.60 0+L 527 0 p0 1.00 D +Lr 383 0 pit 1.25 D.5 736 0 pit 1.15 D+Su 249 0 pit 1 15 0+0.75(L•141 562 0 p11 1.25 D•0.75(L*S) 823 0 p8 1.15 1:1475(L+Su) 458 0 plf 1.15 D40758.+8.Wpi 023 0 pif 1.60 0604wn a a pa 100 112812009 2.08 PM Page 2of2 Ono Floor, Roof & Ceiling Only 1874n. Unit Width 90 mph (Exp ClEnd Zone) 58 per Ground Snow, 0.25112 Pilch Combined Lateral ti Vertical: A4rharrn Rending Cus LoadCaabiselen Meat Wm, O 249 0 pff D+Wp 249 nil plf Matdrmen Down 240 0 pif Lateral Pressen 11.8 5.0 pal NDS LUX = 1.8 maximum Arial Ladd Cade: LandCoarfrn.1101 Samoa Mekeral D +0.75(L*Lr) 562 0 plf D+0.75(L+S) 823 0 p11 D+0.75(L*Su) 458 pd D +0.75(L+S+Wp) 823 0 pe Maximum Down 823 0 p1f Lateral Pressure 8.9 3 75 pal 1405 LOF = 1.8 Ground Floor Load Only (n matallne) Dead Load ■ 89.5833 d1 D Live Load = 278.333 p11 L Total Load= 347.917 pd 0•L Governing Uniform Loads at Walls (Vertical only); SWewafr. Wawa" (laid ouch side of nate11ne). IJplill Load = 0 p1f U0•% Uplift Load = 0 pIt 0.6D•Wn Dead Load = 749 plf 0 Deed Loads 0 pif 0 Um Load = 574 pif 0.7511*S) Live Load = 0 p8 0 Total Load= 823 pit 0•0.75(L*S) Total toad = 0 oil 0 N35 Design Load' = 823 pll D.0.75(L4) N05 Design Load' = 0 plf 0 NDS LOF = 1,15 NDS LDF = 0.50 Transfer Load (note 2) a 0 plf (Su.S) Nates: 1 Load cambnalion which produces the worst affect considering NDS load duration factors. 2. htata0ne members designed for balanced loads al Ihla level•, Iherefore. matslIne headers must be Interconencted on-site to Iranater the hander load' across be ween heedeis. Connection must be at or above this level. APPROVED BY - APR - 2 2009 INC. MARK LINDSAY 230407 Design Extedar Sheathing 2007-1040b Exterior Sheathing Client" Slafion Oilfield Services Job Number: 0 Description: 14' wide module Leading Condfllon; Roof Loads: Snow Load (5) _ Unbalanced Snow (Sv) = MIn Roof Llvc Load (tri = TC Dead Load (DL) Sidewall Overhang Endwall Overhang • End Zone. a 140A psf 0.0 psf 20.0 of 10 of 0.0 in. 0.0 in. 36.0 in. Load Combination Assessment; Load 1:+apiaratcp Exterior Sheating APA N375B Wind Loads (Vertical -End Zona)' Positive (Wp) a 0.0 psf (MFRS) Magadan (Wn} a .18.7 psf l IVIATRS) Ovecliar (Won) a -25.2 of (MFRS) 1105 LOF 6 S 5. tr Wp (MINERS Wn (UwFRS) -10 psf 70 of opsf 20 psf 0 of •25 of 0.90 1.00 1.00 1.25 1.60 1 60 Governing Liao Load_ Governing Total Load: NDS Deign Load. Load Duration Factor (Co): CAC Delledion Load Reduction: 70 psl(S) 80 ps1(DrS) 80 psi (0t5) 1.00 0.7 Less than 16% Moisture in Service. Yes Minimum Panel Width. 24.0 in. Roof Penal: Penal Thkkness: 316 +n Span Rating: 24/0 Panel Grade: Shealhing Panel Type: 056 Truss/Rifler Spacing. s = 16.0 m. ac Support Wklth• w. = 1.5 In. SW a 0.25 ParsIIM Perp Bending Stieness, EI ter-ix.`/6 60000 11160 Banding Strength. FMS (Ibl'InJIl) 300 97 Shear in Um Plane. Fs (WM) 165 105 h. 1.00 a 1 00 1/26/2009 296 PM Page 1 oft 00 mph (Exp ClEnd Zone) 56 of Ground Snow, 0.25/12 Pilch sac Pressure los!) Pos Neg OH Zone 1 Zone 2 Zane 3 Zone 4 Zone 5 10.0 10.0 10.0 17.7 1! r -17.7 -29.7 -44.6 182 23.7 -282 -282 -44.6 nfa n,a Load Col... -cm 1175(54Ni O .1.r 0.5 O4u D+0.75(S.VYp) rip (C6L7 Wn (CWC) 53 par 30 psf 60 psi 10 psi 63 of 10 of 45 PUS NOSLOF 1.80 1.25 1.00 1.00 1.00 1.80 1.60 D eInictioi lirii4i LL Dafledion Lkrtit L 1 240 Ti. De6ealbn!!roll: L r 180 Wall Panel: Ce = 1.00 Cs = 1.00 Panel Thickness. 318 in. Span Rating: 24/0 Panel Grade: Shcalhing Panel Type: 056 Stud Sparing. a a 16.0 in. oc Support Width. w,,= 1.5in. SW 0.25 Parallel Perp Bending S!chaste: El (Ibfdn.Y6) 60000 11160 Bending Strength. FhS (ibf-inAt) 300 97 Shear in gm Plane, Fs (1M111) 165 105 Strength Axis Span Condition +w:wsbie Uniform Load (psi) Bonding Shear ort an Bending Stress Ratio Shear 41_ am Overall Rasult Single Span 112.5 273.1 70.6 94.1 0.71 0.20 0.99 0.65 OK PorpendcudortoSuppor1 Two -Span 112.5 218.5 170.0 226.7 0.71 0.37 0.41 0.35 OK Three -Span 140.6 .227.6 133.5 178.0 0.57 035 0.52 0.45 OK Single Span 36 5 173.8 111 17.5 2.19 046 5.33 4.57 NG Parallel to Suppols Two -Span 36.5 139.0 31.6 422 2.19 058 2.21 1.90 NG TMea.Span 45.6 144.8 24.6 33.1 1,76 0.55 2.62 2.42 i NG APPROVED BY MARK LINDSAY APR - 2 2009 INC, 3,r 23.0407 Design Exterior Sheathing 2007-10-10b Exterior Sheathing Exterior Sheeting (cont.) Secuernent in Framing Wall Panel Siren tit 112812004 2.08 P11 Pap 2at2 Strength Axis Span Condition Allowable Uniform Load (psi) Bending Shear eu On Bening Sinus Rath Shear est 611. Overall Result OH Single Span 160.0 437.0 70.8 - 0.13 0.05 0.23 - OK Perpendicular to Supporle Two -Span 100.0 348.6 170.0 - 0.13 0.07 0.10 - OK 0.42 Thine -Span 225.0 3641 133.5 12 0,11 0.07 0.12 - OK 10 Single Span 58.3 276.1 13.1 = 0.41 0.09 1.26 - NG Parallel to Supparls Two -Span 58.3 222.5 31.0 12 0.41 0.11 0.52 - OK 6 Three -Span 72 9 231.7 24.8 - 0.32 0.10 0.87 8 OK Roof Panel Attachment Thlcwnees = 0.375 in. Dia. (In.) Length (to.) SG W Zona 1 Edge Field Edge Zone 2 Field OH Edge Zone 3 Field OH Roof Overal Edge Field 011 0.092 2.25. 0.42 44 6 12 6 1I 12 6 8 6 8 8 8 0.113 2.25 0.42 53 6 12 6 12 12 0 10 10 0 10 10 0,131 2.50 0.42 70 6 12 6 12 12 8 17 ' 12 '8 . 12 12 16 Ga 1.75 0.42 44 3 6 3 G 6 J 6 6 3 6 8 15 Ga. 1.75 0.42 50 3 6 J 6 6 J 6 6 3 6 6 Wall Panel Attachment Thickness a 0.375 in. Ole. (In.) Length (1n4 SO W Zane 4 Edea Field Zone 5 Edge Field Wall Overall Edge Field 0.092 225 D 42 44 0 12 6 12 6 12 0.113 2.25 0.42 53 6 12 6 12 6 12 0.131 2 5 0.42 70 6 12 6 12 6 12 16 Ga 1.75 0.42 44 4 .6 4 5 4 8 15 Ga. 1.75 0.42 50 4 8 4 8 4 0 Notes 1 Weighted average of endlavertang pressures. based on Typical spacing and overhang proledion. APPR•VED BY APR - 2 2009 MARK LINDSAY 32 230202 Desitin Wood Headers Sidewae 2007-07-16 Twice! Sidewall Header Spans Client: Stallion Oilfield Services Job Number: 0 Description: 167 -in. Unit Width, 13 -in. Sidewa:l Overhang Sidewa!i, 56 psf Ground Snow. 0 psf Attic Live Load Mono Pilch Truss, 0.25112 Roof Pitch 1.oadlna Conditions; Uniform UptB (wu j = Uniform Deed Load lwv.) _ Llridomt Livo Load (wu) _ NDS Design Load (wpm) Situs Adluehnent Factors. Load Duration Factor (Co) Repetitive Member Factors iCy) a -47 Of I0.6D+Wn) 139 pit (D) 487 pit (5) 826 pit (O+S) 1-15 1 15 Header Configurations (Downward Loading): OTY4 b d Grade 1 2 3 4 5 6 7 8 9 10 2 3 1 2 3 2 3 3 2 1.5 T.5 1.5 1.5 1.5 1.5 1.5 1.5 1.5 3.5 3.5 5.5 5.5 5.5 7.25 7.25 5.5 5.5 42 42 92 112 42 42 02 42 112 Dorsi n Limit States A 5 (2)2x4 #2 SPF On Edge 10.50 6.13 (3) 244 62 SPF On Edge 1575 9.19 (1) 2x6 #2 SPF On Edge 8.25 7.56 (2)215 12 SPF On Edge 16.50 15.13 (3) 2x61{2 SPF On Edge 24.75 22.69 (2) 2x8 W2 SPF On Edge 21.75 26.28 (312:48 02 SPF On Edge 32.63 39.42 (3) 2x102 SPF Laid Flat 24.75 6.19 (2) 2x602 SPF Laid Flat 16.50 413 Species SPF SPF SPF SPF SPF SPF' SPF SPK SPF 10.72 16.08 20.80 41.59 62.39 95.27 14290 4.64 3.09 OWL Edge Edge Edge Edge Edge Edge Edge Flat Flat 1.00 1.00 1.00 1.00 1.00 1.00 100 1.15 1,.15 Bending Shear 37-6 49.4 38.9 551 72.3 69.7 91.6 40.5 30.8 48.6 69.5 43 7 76.4 109.2 100.8 143.9 101.2 68.4 Cm 1.5 1.5 1.3 1.3 1.3 12 1.2 1.3 13 112612009 2.00 PM Pagel of 2 Roof 8 Ceiling Only 1674n. Unit Widlh 90 mph (Exp CIEnd Zone) 56 pal Ground Snow, 025112 Pitch Deflection Limits L Deflection Limit: L 1 240 L+ 0.50 Deflection Limit: L f 180 Fb 876 875 875 875 875 875 875 875 875 d�•asc 491 51.7 562 59.2 61.2 64 5 77 1 812 88.3 93.0 101 7 107.0 116 4 122.5 371 39.1 324 342 Tabulated F, Fu 135 425 135 425 135 425 135 425 135 425 135 425 135 425 135 425 135 425 R1, i.a 952 1290 11116 1437 1887 1820 2390 969 805 Allowable 1400000 1509 155 1400000 1736 155 1400000 1308 155 1400000 130C 155 1400000 1504 155 1400000 1208 155 1400000 *389 155 1400000 1730 155 1400000 1504 155 -73 -96 -76 107 -141 -136 =170 -72 60 .limn Stud Minimum 6e4rlrna Litman Configuration Bearing` Configuration Bearing' (2) 244 02 SPF On Edge 0.77 (2) 24102 SPF On Edge 1.43 (3)2x4 42 SPF On Edge 0.67 (3) 2x8#2 SPF On Edge 1.25 (1) 246 42 SPF On Edge 1.59 (3) 2x642 SPF Laid Flat 0.51 (2) 2x6 62 SPF On Edge 1.13 (2) 246 42 SPF Laid flat 0.03 (3) 246 #2 SPF On Edge 0.99 Notes: 1. Support and connedion to support must be capable of resisting gravity, R h, Rai,. and NAT faeces. 2. Where header bears on a column. adequate bearing must be provided to resist R T �. 3. staple members must be equally loaded or interconnected to Transfer load sufficiently between individual members. 4 Assumes a0 members bear on support. 5. hulornalkaliy applied to throe or more members 6. Members are not designed for oompoiste action In weak -anis bending. APPR VED BY APR - 2 2009 MARK UNDSAY Max Span 37 -In. (3 -ft 1 -In.) 49 -in. (4 -ft 1.1n.) 36 -In. (3 -ft 04n.)` 55 -in. (4 -ft 74n.) 72 -in. (5410 -fn.) 69 -In. (54194n.) 914n. (74[ 74n.) 37 -In. (3 -ft 1 -In.) 30 -In. (2 -ft 6 -in.) L.1 23.0202 Design Wood Headers Sideman 200707-16 112812009 2:08 PM Page 2of2 Typical Sidewall Header Spans Littoral Load Analysis Client: Stallion Oilfield Services Job Number: ##N#1►I! Description: 167 -in. Unit Width, 0 -in, Sidewall Overhang Sidewall, 56 psf Ground Snow. 0 psi Attic Live Load Mono Pitch Truss. 0.25112 Roof Pitch Loading Conditions Maximum Wag Haight = Haight lo Header Bottom = Min, Sit Height = 96 In Lateral Load Only 80 in. Lateral Load (WO = 57.6 p8 (CSC) 24 in. Combined Vertical 8 Lateral (Max Lateral: Vertex) Load (W e) ■ 139 plf(D.WpI Load Duration Factor (C a} a 1.8 Lateral Used MA = 35.5 plt(WI Lateral Deflection Limit L 1 120 Combined Vortical it Lateral (Max Vertical): Vertical Load (W e) = 504 pele.0.75(L+S)) Lateral Load (IN s 28.13 pti (0.75W) HeaderConlgarations (LordedLateraly): ore b d Grade Species Orls4. Cs, Cpb 1 2 1.5 3.5 62 SPF Rai 1.10 1.5 2 3 1.5 3.5 N2 SPF Flat 1.10 1.5 3 1 1.5 5.5 117 SPF Flat 1.15 1.3 4 2 1.5 5.5 t2 SPF Flat 1.15 13 5 3 1.5 5.5 #2 SPF Flat 1.15 1.3 6 2 1.5 7.25 f12 SPF Flat 1.15 12 7 3 1.5 7.25 Art SPF Flat 1.15 1.2 B 3 1.5 5.5 82 SPF Edge 1.00 13 9 2 1.5 5.5 82 SPF Edge 1.00 1.3 10 Lateral Only Max Lateral Tab. Allowable Fb Fbupppe Fear 875 2100 2310 875 2415 2657 875 1820 2093 875 1820 2093 875 2093 2407 876 1680 1932 875 1932 2222 875 2407 2093 875 7093 1820 Max Vertical Design Limit States Bending Shear no" Bending Shear Bending Shear NAT' (2)2714 62 5P1Laid Flat 100,6 397.2 50.7 75.9 132.8 48.9 46.7 90 (3)214 #2 SPF Laid Flat 132.1 594.3 92,4 99,7 197.8 61.8 87.1 119 (1) 2X662 SPF Laid Flat 84.9 312.8 74.5 72.4 105.0 47.3 38.6 93 (2) 271602 SPF Laid Flat 120.0 822.5 93.8 102.3 207.0 67.0 70 1 132 (3) 24 62 SPF Laid FTal 157.6 932.3 107.4 134.4 309.1 87.9 103 7 173 pad 62 SPF Ladd Rat 132.4 819.5 102.9 121.2 272.0 82.9 91.5 187 (3) 2X8 a SPF Laid Flat 173.9 1227.9 117.8 159.2 406.4 108.9 135.7 220 (3) 2x6 62 SPF On Edge 281.5 940.3 255 4 97.5 309.1 52.8 f03.7 89 (2) 216 82 SPF On Edge 214.3 830.5 223.1 74.3 207.0 40.2 79.1 74 A Sr, 177 10.50 2.63 1.97 15.75 3.94 2.95 8.25 2.06 1.55 18.50 4.13 3.0C 24.75 5.19 4.64 21.75 5.44 4.08 32.63 9.16 6.12 24.75 22.69 82 39 16.50 15.13 41.59 APPROVED BY MARK LINDSAY APR - 2 2009 IND y.� 23.0302 Design Wood Columns SidewaII2006.02.22 Stud Page 1 of 3 Sldewall Column Calculation 1s21r2006 2:09 PM " Client: StaThon Otlfiald Services Job Number. 0 Description: 1674n. Unit Wdih, 0 -In. Sidewal Overhang Sidewall. 56 psf Ground Snow, 0 psf Attic Live Load Mono Pkch Truss, 0.25112 Roof Pitch Wall Height Built -Up Columns: (1 Jamb/ 1 Jack) 2x6 SZ DFL -N (1 Jamb/ 2 Jack) 2x6 #2 DFL -N (1 Jamb/ 3 Jadc) 2x8 #2 DFL -N (2 Jamb/ 4 Jack) 2x6 #2 DFL -N (2 Jamb/5 Jack) 2x6 #2 DFL -N (3 Jamb/ 6 Jack) 2x6 #2 DFL -N (3 Jamb/ 7 Jack) 2x6 #2 DFL -N (4 Jamb/ 8 Jack) 2x6 f/2 DFL -N (4 Jamb/ 9 Jack) 2x6 #2 DFL N Slde Column Spans 1.5 -In. Wide Header 49 -In. (4 -51 -in.) 84-br. (74 10-111.) 119 -in. (9 -ft 11 -In.) 153 -in. (12 -19 -In.) 188 -In. (15 -118 -In.) 2224n. (18416 -in.) 257-111. (21-8 5-ln ) 291 -In. (24-5 34n.) 326 -in. (27-5 2 -in.) Studs eight) tads Roof & C IInp only 167 -in. Unit Width 90 mph (Exp C/End Zona) 56 pa Ground Snow, 0.25112 Pitch 96.1,. Well Haight 18 -In. oc, 2x8 02 DFL.N Max. stud Length 01 5-in- ToplDouom Plate Thickness m, 4.5-10. Sada Column Span3 3.0 -In. Wide Header 56 -In. (7 -It 2 -In.) 158 -in. (13-5 229 -In. (19 -ft 1 -In. 300 -In. (25 -10 -In.) 3714n. (30 -111 -in.) 442 -In. (36-5 10 -In.) 514 4n- (42 -ft 10 -In) 584 -In. (4641 8 -In ) 6156 -in. (54 -18 -In.) Side Column Span 4.5 -in. Wide Header 122-1n. (10 -ft 2 -in ) 231 -In. (19 -113 -in.) 3394n. (28.13-k1.) 446 -in. (37412 -in.) 555 -in. (4641.34n.) 662 -in. (55 -112 -In.) 770 in. (64 -112 -in.) 877 -In. (73-11-1n.) 985 -in. (82 -11 -In.) Top or bottom plate to sled (face nail) Fastener (minimum length and diameter or staple site) Minimum Quantity per Connection or 7" x 0.131" PO nail 2.5`x 15 Ga. Stop 3 4 Notes: 1. Al mud conflgura11ons me assumed to be braced aga10al weak anis buckling by sheathing or gypsum fastened in place on et least one side- Wal engaging column Is,ol to be less than 15 -in. king. 2 Steels in columns may be considered as maintaining regular stud speckh9 (i.e. typkal stud may be placed up lo 16-1n. from closest built up column stud). 3. Clear span bemoan column. APPROVED BY APR ..2 1009 MARK LINDSAY INC. 5r l -- -,� Header Side Column r Tabulated Span -Typical Spacing /—Sill \— Jamb (full 11 Jack h Built -Up Columns: (1 Jamb/ 1 Jack) 2x6 SZ DFL -N (1 Jamb/ 2 Jack) 2x6 #2 DFL -N (1 Jamb/ 3 Jadc) 2x8 #2 DFL -N (2 Jamb/ 4 Jack) 2x6 #2 DFL -N (2 Jamb/5 Jack) 2x6 #2 DFL -N (3 Jamb/ 6 Jack) 2x6 #2 DFL -N (3 Jamb/ 7 Jack) 2x6 #2 DFL -N (4 Jamb/ 8 Jack) 2x6 f/2 DFL -N (4 Jamb/ 9 Jack) 2x6 #2 DFL N Slde Column Spans 1.5 -In. Wide Header 49 -In. (4 -51 -in.) 84-br. (74 10-111.) 119 -in. (9 -ft 11 -In.) 153 -in. (12 -19 -In.) 188 -In. (15 -118 -In.) 2224n. (18416 -in.) 257-111. (21-8 5-ln ) 291 -In. (24-5 34n.) 326 -in. (27-5 2 -in.) Studs eight) tads Roof & C IInp only 167 -in. Unit Width 90 mph (Exp C/End Zona) 56 pa Ground Snow, 0.25112 Pitch 96.1,. Well Haight 18 -In. oc, 2x8 02 DFL.N Max. stud Length 01 5-in- ToplDouom Plate Thickness m, 4.5-10. Sada Column Span3 3.0 -In. Wide Header 56 -In. (7 -It 2 -In.) 158 -in. (13-5 229 -In. (19 -ft 1 -In. 300 -In. (25 -10 -In.) 3714n. (30 -111 -in.) 442 -In. (36-5 10 -In.) 514 4n- (42 -ft 10 -In) 584 -In. (4641 8 -In ) 6156 -in. (54 -18 -In.) Side Column Span 4.5 -in. Wide Header 122-1n. (10 -ft 2 -in ) 231 -In. (19 -113 -in.) 3394n. (28.13-k1.) 446 -in. (37412 -in.) 555 -in. (4641.34n.) 662 -in. (55 -112 -In.) 770 in. (64 -112 -in.) 877 -In. (73-11-1n.) 985 -in. (82 -11 -In.) Top or bottom plate to sled (face nail) Fastener (minimum length and diameter or staple site) Minimum Quantity per Connection or 7" x 0.131" PO nail 2.5`x 15 Ga. Stop 3 4 Notes: 1. Al mud conflgura11ons me assumed to be braced aga10al weak anis buckling by sheathing or gypsum fastened in place on et least one side- Wal engaging column Is,ol to be less than 15 -in. king. 2 Steels in columns may be considered as maintaining regular stud speckh9 (i.e. typkal stud may be placed up lo 16-1n. from closest built up column stud). 3. Clear span bemoan column. APPROVED BY APR ..2 1009 MARK LINDSAY INC. 5r l 23.0302 Design Wood Columns Sidewall 200602-22 Stud Sidewall Column Calculation (continued) Client Stallion Oilfield Services Date: 0 Description. 167 -in. Unit Width, 0•in. Sidewall Overhang Sidewall, 56 psf Ground Snow, 0 psf Attic Live Load Mono Pitch Truss. 0.25112 Roof Pitch thud Configuration: Grade: fr2 Wall fleapit (h) = 98.0 in Spades: DFL -N TeplBettom Pbte Thick (t') = 45 in. width (b) = 1.5 in. Typical Spacing (s) = 16.0 in. depth (rip 5.5 In. Oafectlon Limit HI 180 Header Configurations: for bearing consideration) 2 3 4 Grade 12 62 LVL Species MOE SPF SP AaaslYrn 2000330 Fw 425 585 750 • Load Share 100% 1009E 100% Equiv. 425 565 750 Loading Conditions: Axial Load Only Axial Only Land (WNW ■ flasdngffotsl Load (WT)_ Lateral Load Only Lateral Land (W,,,) Combined Lateral 6 Uplti1: Odium Up66 (Mu)= Lateral toed (W,,,) _ Stud Material Properties: Grade; 62 Spades: DFL -N idlh (b) = 1.5 in. depth (dp 5.5 in. K1 = 0.3 c= 0.8 1fd= 16.6 Fa = 1734 psi Plete4e.Stud Connection: Typical Stud: Connection Force, F, Min. F,1= 426 628 p8(O•S) 826 pi (NS) 21.9 psf(C8q -48.8 p0 (0.501WII 11.8 psi (10NFR$1 F, = F, = F,= F„= E_ Mailed Stress 850 1400 1400 500 180 825 1600000 111.5 Ibt Shear Code Cdr:d Regd Strength Min Ara Min. Fastener Oa) Oty oh' City 3' K 0.131' PD rail 88.0 3 2 3 23'1 15 Ga. Staple 56.3 4 2 4 Combined Axial a Lateral (Max Bending): Axial Load (We} Lateral Load (WO _ Comb,6redAalat it Lateral {AierAxlel►: Axial Load (Wc} Lateral Load (W,,,) = Stress Adjustment Farcors Cr Co c, Cr A i able Stress 1r28r2009 3;09 P►) Page 2 of 3 139 pittO.111p) 11,8 psi (WI 504 p8(0.0.75(1.4)) 8A psi (0.751N) 1.30 1.10 1.10 1.30 160 1,15 - 1.15 1.60 1.80 1.60 0.68 0.56 2033 psi 1211 psi (gravity only) 1382 psi (combined) 1040 per 288 psi 625 psi 1600000 psi VED BY APR - 2 2009 INC MARK UNDSAY b-2 23.0302 Design Woad Colons Sldewa12006-02-22 Stud Sidewalt Column Calculation (continued) Client: S1aMion O98efd Services Date: ##AW## Description: 1674n_ Unit Width, 0 -in. Sideman Overhang Sidewalk 5E1 psi Ground Snow, 0 psi Attic Live Load Mono Pitch Truss, 025112 Roof Pilch 1f2612006 229 PM Page 3d3 Cazdauradanst6.6110n Proparhes: Jamb Slu/a (lull tie ohl i 1 1 1 1 2 2 3 3 4 4 Jack Studs In Column 0 1 2 3 4 5 6 7 8 9 2 Area (in.=) 8.3 8.3 8,3 8.3 16.5 16.5 24.8 24,8 33.0 33.0 a Is (in.') 20.6 20.8 20.8 20.8 41 6 41.6 62.4 62.4 63.2 83.2 -' Sx (1n.°) 7.6 7.6 7.6 7.6 15.1 15.1 22.7 22.7 30.3 30.3 Area fire) 0.0 8.3 18.5 24.6 33.0 41.3 49.5 57.8 66.0 74.3 IIx Re) 0.0 20.6 41.6 624 83.2 104.0 124.8 145.6 166.4 1872 ' 5.(In.2) 0.0 7.6 15.1 22.7 30.3 37.8 45.4 529 605 66.1 Maximum Tributary Spans (Axial Loads: Jamb Stud Axial Compression 191 191 191 191 383 383 574 574 788 768 Jack Stud Axial Compression WA 207 399 590 783 975 1167 1359 1552 1743 Stud Plate Perp. Compression 99 115 214 312 413 512 612 711 811 910 Header Bearing 1.5 -in. Wide Na 34 53 71 89 106 126 144 183 181 Header Bearing 3.0 -in. Wide Na 53 89 126 163 199 236 273 309 348 Header Bearing 4.5 -in. wide No 71 125 181 236 291 346 401 456 511 Ma lmunt Tributary Spans (Lateral Loads): Jaclt+Jamb (landing Jadr+Jamb DeltactIon Jamb Skid Sheer 96 358 536 715 1073 1251 1609 1708 2145 2324 174 451 676 902 1353 1578 2029 2255 2106 2931 227 421 421 421 842 842 1284 1264 1585 1685 Maximum Tributary Spens (Combined Loads): Jamb Stud TcnsiaN5ending 165 308 431 540 862 974 1293 1407 1725 1838 Jack Stud Tansionf8ending NIA 324 494 661 974 1141 1453 1621 1933 2100 CempJ9en i (Mak. Banding) 153 267 427 581 849 1010 1269 1425 1891 1860 Caep.lBrrding (CSR) 1.00 1.00 1.00 1.00 1.00 1.00 0.99 099 0.99 100 CampJBendi19 (Max. Comp) 122 171 300 425 591 716 882 1010 1172 1268 CernpJSendsl0 (CSR) 100 0.99 1.00 1.00 0.99 0.99 0.99 1.00 0.99 0.99 Result: Maximum Trlb Span, 1.5 in wide header (in 98 34 53 71 89 106 126 144 163 181 Max Side Column Opening (in.) 175 50 85 120 154 189 222 258 291 328 Maximum Trib Span, 3.0 -in wide header (in 96 53 89 126 103 199 236 273 309 346 Meer Side Column Opening (in.) 175 86 158 230 300 372 442 614 584 856 Maximum Tdb Span. 4.5 -in wide header (in 96 71 126 181 236 291 345 401 456 511 Max,: Side Column Opening (in) 175 123 231 340 447 555 662 771 878 986 APPROVED Br APR - 2 2009 INa MARK UNDSAY 5:3 Outrigger Load Calculation 14' Wide Depth= 10.875 [Flange= 0 Thiclatess= 0.25 Unit Wdlh= 168 I -Beam Space= 85.5 Length= 39 Fy= 50 _ Min Depth= 2 BENDING Ix= 23,27 ly= 0.01 Axy= 0.00 IV= 2327 5= 4.279 Max Slress= 33 Max Moment= 141201 Max Load= 3621 DEFLECTION E= 29500 Limit= 360 Max Def= -0.1063 Max Load= 3760 SHEAR A= 0.5000 Max= 30 Max Load= 15000 In In in in ksi inA4 fnA4 inA2 inA4 n"3 ksi Inlbs Ibs ksi Ibs InA2 ksi Ib! 14' Wide MAX LOAD= 3621 jibs Z1 too 1No,'D\10 uabQ z 219:5 1 aA_I4z11{b-1}+20-0(122 2 b-1 11 1}' 12 1 • 2 � x2 "2} lig j2�{2�b121}'+2,{b-IXZ}' MARK LINDSAY APR - 2 2009 INC. CD, I 2x6 floor joist Mtn Output Client Stalilan Oilfield Services Job Number. Description: Floor Joist Timber Beam Analysis 1/29/2009 228 PM Page 1off Member Properties: Material Properties: Grade: lit piles o 1 Tabulated Co Gu C. Alowabie Species. SPF A . 13 9 in.2 N= 675 1.00 1,10 1.00 063 psi b = 1 5 In. Ix - 99.9 In.` F. = 135 1.00 -- - 135 pa d = 9.25 in. Sx - 21.4 in' F.,, - 425 - - 425 psi E = 1400000 -- -- - 1400000 psi Concentrated Loads: Uniform loads. Case Magnitude Position LL 2021b1 0'•0' LL 297161 Bvm Ola9ram 0'- 0' L1 i t t # Load Case 3 2" 6'-10- f17-6' 0 500L • LL -1966 128 1066 LL -1172 731 1022 OL -08 .6 -80 Flexural Strength: Shear Strength,. Unsupported Length. lu L 1 In. Vu = 607 lbs Effective Length Factor = 2.06 Vn 1249 lbs Effective Length, le ■ 206 in. VuNn = 0.49 OK Slenderness Ratio. Ra • 2.91 Fti' = 963 pal Minimum Bearing a1 Supports: Fac ■ 185311 psi F„0IF: a 171.8 Pu a 1110 lbs Slabihly Factor. CL t 100 Bearing 1116dth. b e 1.5 in. Min. Length = 1.7 in. Case Magnitude Passion LL .3 FulLengili OL 1130 FWILangth L Detection Limit: L1 240 u + 0,50 Defledlon Lima L / 180 li Mu - 15107 in -11s Mn a 20582 in. -Ms MulMn = 0.73 4710 Deflection Limits: U. Deflection: LI 864 OK LL + 0.5DL Deflection: U 845 OK Notes:1 Multiple members must be equally loaded or interconnected to hander load sufficiently between individual members. Restraint against lateral moment and rotation musi be provided al ail support locations. APPROVED BY *` APR - 2 2009 MARK IJNDSAY 23.0601 Design Conneedoni 2007-11-20 Sldewae Client: Stallion OMficld Services Job Number. 0 Loading Condltfons, Module Width (B) a 167.0 in. Sidereal Overhang (B a,s} ■ 0.0 in. Maximum Wal Height (h} a, 96 in. Lumber Species Mn. SG: SPF End Zona Net Uplift: Updfl = Dead = Net Uplift = Exterior WaillSldewall Connections One Story or 2nd of 2 Story -130 Mr(W) 139 psf (MWFRS) -47 pl (0.6D1•W( Uniform Uplift (vim) _ Uniform Overhang Uplift (w IL) s Lateral Load (Wm) = Lateral Load (W r) Uniform Dead Load (W al a 1126/2039 09 2 0 9 PM Page 1 of 9 187 -in. Unit Width 90 mph (Exp CIEnd Zona( 0.25112 Pilch End 18.7 -25.2 11.6 21.9 139.2 Interior -13.0 psf(IMWFRS) -16.3 psi ("MFRS) 6.7 1st (t11HFRSl 18.3 psi /up) p6(D) RxtOIIy interior Zone Nat Uplift: Upih = -91 Of (W) Dead = 139 paf (MWFRS( Nal Up8h = -7 plf (0.6D4W) Connection (fasteneraize and position exagga,a d for ilgatradon pu,poaes) Parameters Fastener (minimum length and diameter or staple size) Quantity per Connection or Spacing Top or bottom plate to stud (feca nail) A '' e, 4 a c 3Stud LI tar Stud Spacing = 16 in. oc F, _ 117 ibf 0.131-x3' Nail 7116"x2.5 x15 Ga. Staple 3 4 Spacing = 24 in. oc F, = 175 ibr 0.131'x3' Nati3 7/16 -x2.5 -x15 Ga staple 4 LI S m E Stud Sparing = 16 in. oe Fr = 98 Ib( 0 131'x3" Nall 7116' 2.5'a15 Ga. Slapie 3 4 Stud Spacing = 24 In. oc F, = 146 Ibf 0.131'x3" Nail 7/16'x2.5 x15 Ga. Slagle 3 4 Double tap plate It 11 1111111111114 ,= r Ia I F, = 68 pit 0.131-x3' Nal 7/16)42.7x15 Ga. Staple 12•kt. oc 101n. oc .a a c r Ili .5 Fr = 73 p11 0.131'x3' Nail 7116ir2.5 x15 Ga. Staple 12 -in ac 10 -in. oc Bottom plats to dm joist or blocldng Ij{ 11 c M 2 g 3 Stud Spacing = 16 in. ac F, = 117 Ibf IR8 x 7 Screw 7x0.131' Nail 7116'x2.5 x15 Ge. Staple 2 per bay 2 per bay 3 per bay Stud Spacing , 24 in. oc F, = 175 Ib1 118 x 7 Screw 7c0.131' NaU 7115-4.7x15 Ga. Slagle 3 per bay 3 per bey 4 per bay Interior Wind Zone Stud Spacing = 16 Mt. oc F,= 76 et Mi x 3' Screw 30.131" Nail 71161i2.7x15 Ga. Staple 2 per bey 2 per bay 3 par bay Slud Spacing = 24 in. oc F, = 146 Ibf #13 x 3" Screw 3'tc0.131' Nail 7116'52.5'x15 Ge. Staple 3 per bay 3 per bay 4 par bay APPROVED Br _ 2 2009 INC. 1-,1 MARK LINDSAY 23.0601 Design Connections 2007-11.20 Sifewa9 1!2612009 2:09 PM Page 2af9 Connection (fastener size and poskion exaggerated for illustration purposes) Parameters Fulmer QTT Per End Maximum Pleader 0.131-x3- Nal Span 7116.42.5'x15 Ga. Staple Header -lo -Stud (end nal in header only) Zane: End 6 1444n. (124104n.) 92 -in. (74184n.) F, = 47 pl 6 1924n. (164104n ) 123 -in. (104134n.) 44,1t _ �," F2 = 47 pl 68 pl(C&C) 10 12 2404n. (204104n.) 268-n.(244104n.) 153 -In. (12419.ln ) 184 -in (15-11 441.1 FR = 88 pl 14 337 -In. (28-h 14n.) 215 -in. (17-I1114n.) 16 3854n. (32 -ft 1444.) 24641. (201184n.) VIM ire * Distribute total fastenerqualMy equally among nil header members al each end Heeder-Io-Stud (alt. lateral only) Zone: End 6 1444n. (124104n.) 92 -In. (7-R aan.) - F2= 47 p8 8 1924n.(1041 in.) - 123•in.(10-ft3-in-) � 88 pi (CAC) 10 2404n (240 0541.) 153 -in. (124194n.) `��� `F 12 2884n 1244104n.) 184 -in. (15414 -in.) ` 14 3374n (28-114n.) 215411.(171111an.) 16 38.54n. (32.11 1 -in.) 246 -In. (20i184n.) • • Distribute Iota! fastens qualip y equally among all heador members at each end CrippladoStud (aIL uplift only) Zana: End 6 4064i (334110 -In.) 137 -in. (11415in,) F, = 47 plf 8 541.64. (45-1 1an.) 183 -In. (1541 Nn.) ��,� 10 676 W . (66-h 4.44.) 229- n. (1911 1-h-) �i 12 .) 612.in. 275 -In. (22 41114n.) `� • 14 7841 i -in. 9A7 in. (78•ft 71 in.} 3214n. (26 -ft 94n.) • 16 1082 a. (90 IL 24n.) 3674n. (3917 -in.) Distribute Iola! fastener quail] y equally among all header mamba's at each end Sal Ptele-toStud (end nal in she only) Zone: End 5 1444n (12410-ln) 92 -in. (7 -ft 64n.) Fr _ 47 Mil 8 192 -in. (18 -f10 -in.) 12341 (10413 -in 1 �� 68 Fa pig 10 240-M.12041 0 -in ) 1534n. (1241 941.) 12 288 -in (24410 -In) 1844n. (15414451.) 1411111‘._ 14 3374n. (284t 1 -In.) 2154n. (1741 114n.) 111111111111101 t6 385 -in. (32 II 14n ) Z484n. (2410x1 ) IAslrlbute total fastener quality equally among all header members at each end APPROVED BY' rn APR - 2 2009 INC. MARK UNDSAY 4.Z 23.0801 Design Connections 2007-11-20 Sidewa6 1/2512008 200 PAA Page 3of9 Connection -(fastener size and position exaggerated for ilustratonpurposes) Parameters Fastener (minimum length and diameter or staple size) Quantity per Connection or Spacing Roof busafralter 1140 4%14 to plate (toe-nased) �� Itrito%%:L.*, lc.) r' a pcO N P 3 truss Spacing = 16 in. oc F, = 117 Ibf 0.i 31'73' Nail #5 x 3" Screw 3 3 Truss Spacing = 24 in. ac F,= 175 13( 0.1319x3' Nall 98x3'Screw 3 3 Interior Wind Zone Truss Spacing = 16 h. oc F, = 96 Ibf 0,131 rr Nal[ OSx 3' Screw 3 3 Truss Spacing = 24 In oc F1= 146 tbf 0.131'x3' Nail A41 x 3' Screw 3 3 Edge rail to roof %%%441%ki 11111111414 truss/rafter / ;{j e A 12 tu Thus Spaang = 16 in oc F, a 62 lbf 0.1319x3' Nei 7116X2.5'=15 Ga. Staple 3 4 Truss Spacing = 24 in. ae F, = 94 lb/ 0.131941' Nail 7115'x2.59x15Oe. Staph 3 4 S s Is c Taus Spacing = 16 In. oc F, = 10 lbf 0.1319x3' Nall 71169x2.59=15 Ga. Staple 3 4 Truss Sparing = 24 in. cc F, = 14 lbf 0.1319x3" Nall 7116'x2.5 -x15 Ga. Staple 3 4 Strap to roof 04N req 111 y 7 `- s r iEnd Wind Zane See Strap Cakuiarlon cp 9 5 See Strap Calculation APPROVED BY APR - 2 2009 INCA MARK UNDSAY 23.0601 Design Ooslections 2007-11-20 Sidereal) 1/26120092:09 PM Page 4of9 Connection (fastener size and position exaggerated for Illustration purposes) Parametersdiamcler Faslancr (minimum length and or staple alae) Quantity per Connection or Spacing Sheathing to roof rel (in ~--- \�; lieu 1111 of straps) / ` _ �i' \� r- End wind Zone Sheathing Type: OSB Sheathing Thick.: 318 -in, Nominal Strength: 960 pir Min width: 6.0 in. F, a 47 pll 0.131'x3' Nall 7116"x2 5'x15 Ga. Staple 7116x1 5:16 Ga. Staples 64n. oc 64n, oc 44n oc euoz prim Japoul Sheathing Type_ OSB Sheathing Thick.: 3164n. Nominal Strength: 960 pit PAM. Width: 8.0 in. F,a 7 p 0.131":3' Nal 71167c2.5x15 Ga. Staple 711Gxc7.^x16 Ga. Staples bin. oc ban. oc 4 -in. ac 164n. oc 104n. oc ', Comer Studs S dewaIIFndwall Intersection 5 A# erlalktns {-131"ar Hall - 116' r2.5'x15 Ga. Staple -Interior Wall Intersection AN locations 0.131X3" Nal 7116"x2.5"x15 Ga. Staple 164n. oc 10 -In. oc tp ubte Studs or Jack to Jamb Studs AN Lacatans .131"x3' Nair 7116"x25x15 Ga. Staple Bon. oc 5 -In- oc F47�1 A� ► Connection Design Parameters Co actor Truss/Rafter Fastening Plate/Stud Fastening Root trusshefter P to plate 0 . �{�f# (connector) it i4 A 0131E59' 16 in. oc F. • 62 turf Wind: End Zone Simpson H2 I Simpson H4 USP RT12A USPRTt5 [5) 0.131•x2.5' [4)0.131'1'1.5- (310.1311(2.5- 15) 0.131"x1.5' (510.131x2X (4) 0.131"x1.5 - (3)0.131-x2.5' (5)0.131`x2.5' Spar -i9 = 24 M. oc F, • 94 MI Hint Surd Zona Simpson Fit Simpson H4 USP RT12A USP RTI5 (5) 0.131"a2.5-(5) (4J 0,131 xt,S` (3) 0,131"x2.5" 5) 0.131'x15' 0-131'x25" (4) 0-131'x15' 13)1}-131•x2 5' (5)0.13'1'1'2.5' yg s 16 h. oc Fr = 10 Mt Wnd: Interior Zone Simpson H3,44)0131'x2.5" Simpson H2 USP RT12A USPRT15 (5J 0.131"x15` (3) 0.131"x2.5" (5)0.131"al.5" (4) 0-13'1'X25" (5) 0.131'x15• ' (3) 0.131'x2.5' (5)0.131Sc25' _ Spaiq • 24 In. oc F, a 14 Ibf Wed: Ime:ior Zone Simpson H3 _ - Simpson H2 ' USP RTt2A USPRTIS �,) 0.13'1 x2.5" (5) 0.131x1.5" (3] 0.131"x2.5" (510.131x1.5- (4)0.131V-5" (5) 0.1311s1.5• (3) 0.131x25" (5)0-131x2.5• APPROVED BY MARK LINDSAY APR - 2 2o9 INC ',� 23.0601 Deign Connections 2007-11-20 floor Client: Stallion Oilfield Services Job Number. 0 ,oadlna Condition; Module Width (8) = 167.0 in. Lumber Species Wfm. SG: SPF Lumber Max. Grade: K2 Floor Connections Floor LKo Load, L Rear Dead Load, 0 = Toad Uraiorm Load 40 psf 10 psf 346 pH 1/26/2009 2:09 PM Page 5 o19 1674n. unit Width 40 psf Live, 10 psf Dead Connection (restorer size and position ecipgaratod - for illustration purposes) • Parameters r Fastener (minimum length and diameter or staple size) Quantity par Connection or Spacing Jolsi to Rim Joist (with ledger) "14%.,41.. I -.44414446. 1111 1 E 3 rs J Joist Spacing = 12 ii. oc F, = 348 Ibf F,12 = 174 1bf . 0.131"x3' Mail 7/16-x.25.‘15 Gs Staple 34n. oc 24n. oc E g r. Joist Spacings 12 in. oc F112 - 174 Ibl 0.131X3' Nail 7/16'x2.5'x15 Ga. Stapler 5 5 Joist to Rini (fasteners only) :a I Joist Spacing = 12 in. ac F, = 348 tbf 0.131"x3' Nab 7116"x2.5"x15 Ga. Staph 7 t0 Blocking Between Joists Facenal ar Toenail Each End AR Locations 0.131"x3' Nall 71181x2.5 -x15 Ga. Staple 3 5 Bend Joist to Band Joist • • If ,I li . . I P ,L a tr., I 1 N at 31-x3- Nail 7116"x23"x15 Gs. Staple 24 -in oc 204n oc to Ia 1 i- 2 r8 0 131 k3' Mal 7f16-x2,51i15 Ga. Staple 3 4 APPR.VED BY - APR - 2 2009 MARK LINDSAY 23.0601 Design Connecdlon3 2007-11-20 Floor 1126120092:09 PIA Page 6of9 Joist Hanger Connection - Design Parameters Joist Hanger Joist Fastening Hander Fastening Hanger Capacity Typical .laid IttlISsi.r. T 1 Wilt) a 12 0 F, a 348 Ibf Bashing a 0.55 in- Simpson HU210 Simpson 9210 5rh+pan U210 Slap= WC2IOZ (I) 0.149'x1 S Nal (610.14$'x1.5' Nal (i O.t48'x1S Nal (6) OMB's IS Nal (40.1674.5- 1400 1111) 0.141rk7 Nail (10) 0.148x7 Hal (16) 0.14$' 3 Nal 9306110.37) 9609410. 1 9606! (0.76) 10200410.34) Double Joist Connection � 111°1114"1".... `` I� jj)'r1 OTY • 2 width • 1.5 In.. deput • 11.25 in. Fin 1525 61 Hearing: 1.20 in. Sampan U210-2 Doom H1.1210.2 (tki) Si+h,Tm HU210.p (Ilia) 5+apsm 1195210.2 16) 0.148'x7 Pal 16) 0.148'x7 Nal (6) 0.148'x7 Nat 05 COMM' Nail(8) 04) 0.161*3S Hal (14) 0.162'11.7 Nal 11410.162'x3.5 NO 0.162'x3.5' Hai 161064(0.95) 16256110.94) 162511:16191) 165051(092} Triple Joist Connection + yy' if I� OTY • 3 width • 1.5 in. depth= 11.251n_ F1 + 2259 in Beating = 1.20 in Simpson HUCO21O.3506 Shepton HHU52103 Simpmni01US21D3 Simpson HHUS210.3 (6) SOS 0-3 L2- 110) 0.18217.5 Nal 116)0352%3.5 Hal 110)0.162'x35 Hail (12) SDS 0.26x2.5 (3(5 0.117a3S Nal (30)0.162i3,5Nal (3D) 0.167x3.5' Hai 3370 Id (OM) 4415 61(0.51) 447561(0.51) 447516110.511 Design Basis. 2003 IBCIIRC, 2003 NOS, NER-27Z, ER -2403, ESR 1539, APA 0601A NOTE. 1 Whore jaisI hanger depth is less tan 60% the Jost depth the h pial joist and nailing must be provided for lateral stability. APPROVED BY APR - 2 2009 INC MARK LINDSAY 23.0601 Design Connections 2007-11-20 Malawi. or Interior Wall Matewallllnterior Wall Connections Client: SteHon Oilfield Services Job Number: 0 Leading Conditions. Module Width (B) = 157.0 Sidewdl Overhang (B = 110 fn. Maximum Wall Height (h) = 96 in. Lumber Species Min. SG: SPF End Zona NM Uplift: Uplift = -130 pin (W Dead a 139 psi (MWFRRS) Net Uplift = -47 di (0.6D+W) Uniform Up061wieJ • Uniform Overhang Uplift (w ut1= Lateral Load (W,a) • Uniform Dead Load (W o) a 1/26/2009 2 119 PM Page 7of9 15T -in. Unit Width 90 mph (Ezp C(End Zone) 025112 Pitch End -18.7 -25.2 5.0 139.2 interior -13.0 ps((1hyFR6) -16.3 ps1((MFRS) 6.0 pet rM(0) Rao10Ny Interior Zone Net Uplift: - Upift a •91 pit (W) Dead c 139 psi (MWFRS) Net Uplift • -7 ptf (0.60+W) Connection (fastener size and position exaggerated for 6uslraBan purposes) Parameters Fastener (minimum length and diameter or staph size) Quantity per Connection or Spacing Top or bottom plata 71f� to stud (face nail) 4. ,' iStud Stud Spacing a 16 Ft - 27 Ibf 0.1311c3 Nall 7116'x2.5'x15 Gs. Staple 3 4 Spetdng • 24 ^ F, = 40 Ill 0.1311c3" Neil 7/16-4.5"x15 Ga. Staple - 3 4 ilF= ei m Stud Spacing = 16 ■ 27 ml 0.131 k3' /Jail 7116"k2 5"x15 Ga Staple 3 4 Stud Spacing = 24 F, = 40 Ibl 0.13110 Nail 7d16'x2.&415 Ga. Slepte 3 4 Double top plate Tr m F, a 20 pit 0.131x3' Nail 7116 x2.51x15 Ga. Staple 12 -in oc 10.1n. oc • a .% l:, = 20 pd 0.13153' Hair 7116"x2.5x15 Ge, Staple 124n oc 10 -In. oc Bolton plate lo rim jolat or blocking 11ll ,1.1 • A 9 c k 3 Stud Spacing a 16 F, a 27 Ibl 06 z T Screw 0.131"er PD nal 7116re2.51r15 Ga. Staple 2 per bay 2 per bay 3 per bay Stud Spacing a 24 F, = 40 1b1 88 x W Screw 0.131NT PD nail 7l161c2 5'x15 Ge. Staple 3 per bey 3 per bay 4 per bay c e Stud Spacing • 16 F, = 76 IV0.131`x7 118 x 3" Screw PO nal 7!161x251115 Ga. Staple 2 per bay 2 per bay 3 per bay Stud Sparing • 24 F, a 40 Ib/ Alb x T Screw 0.131'x3 PD net 7d16"x2.5'x15 Ga. Staple 3 per bay 3 per bay 4 per bay MARK iINDSAY BY APR - 2 2009 INC. 23.0601 Design Connections 2007-11-20 Matewar or Interior Wal 1f26!2009 209 PM Page Dof9 Connection (fastener size and position exaggerated for illustration purposess Parameters Fastener lml imam length and dlamolor or staple slut) Quantity par Commotion or Spacing Roof trusafrafter SkiisO. ;i1 to plate (Ioe4nelod) �1 � i� a• `-- r s, C 3 Truss Spacing = 16 F, = 27 1111 0.131'x3' Nap M6 x 3" Spew 3 3 Truss Spacing = 24 F, = 40 Ibf 0.131'x3' Nasi MI x 3* Samna 3 3 c r9 v i 1 c Teas Spacing = 16 F,= 27Ibr 0.131"xr Nap /Bx3'Suaw 3 3 Truss Spadng = 24 F, = 40 Ibf 01315x3" Nil M8 x 3' Screw 3 3 Edge rail 1 lo sili roof trussfraffer r � r� r= o c 0 N § Truss Spacing = 16 F, = 62 Ibf 0.131513' Nal 7116512.5'x15 Ga. Slaple 3 4 Truss Spacing = 24 F, = 94 lb? 0.131 -sr Nap 7!16'x2 57115 Ga. Staple 3 4 r0 . c c Truss Spacing = 16 F, = 10 tb1 0.131"x3' Nail 7116'=2..5"x15 Ga. Staph 3 4 Truss Spacing = 24 F, = 14 Ibf 0.131"x3' Nap 7116'x2.5'=15 ea Staple 3 4 Strap to roof 111 l rap �' `r a Is 3 3 See Shap Coicvlarion Interior Wind Zane See Strap Calculnfion Sheathing to roof rap s • '-.�� (in lieu • of straps) r r h0 . 2 § Sheathing Type: 05B Sheathing Thlrh : 300 -in. Nominal Strength: 950 plf Mize. Widut 6.0 in. F1= 47 plf 0.1315c3' Nal 7116'x2.6 -x15 Ga. Staple 7l1B5x1.5-s16 Ga. Staples 64n. oc 6 -in. oc Cin. oc c c Sheathing Thick.: 3/5 k1. Nominal Strength. 960 pit Min. Width: ILO in. F,= 7p6 7116'x25 x15 Ga. Staple 7!16511.6'x16 Ga. Staples . ac 4 -in. oc APPROVED BY inzlortazstua APR — 2 2009 WARK LINDSAY INa 23.0601 Design Connections 2007-11-20 Matevral or Interior Wal 1,28/2009 209 PM Page 9 o19 Connection (fastener Mato and paslion exaggerated for illustration purposes) Parameters Fastener (mintnium length and diameter or staple size) Quantity per Connection or Spacing Buil-up Studs 0.131"x3" Nal 164n. oc 7/16712.57115 Ga. Staple 10 -in. oc Bon. oc ,..i1 Top plate intersections 0.131713' Nal 3 7/16°12.57115 Ga. Staple 5 All Locations . Top ptala intersections (aherante) 0.1317x3` Nati 6 per side 7/16-x2.5'x15 Ga. Staple 5 Alf Locations Connection 1 Fastener (fastener site and position exaggerated CITY Maximum Header Span for illustration purposes) Parameters Par End 0.131'X3" Nail 7/16"/42.5'k.15 Ga Staple Sill Plate -to -Stud (end nal In sill only) Zone. End 3 3164n. (26 -ft 4 -in.) 202 -in. (16.110 -In.) Fra 20 plf 5 528 -In. (4441 Oin.) 337 -in. (28-1 1 -In. ) .41%1 -w-r- 7 739 -In. (6141 7 -In.) 472 -In. (39 -14 -In ) 3 950 -In. (79.4 2.1n) 607 -In. (50 -17 -in ) IIIIIIIIIII 11 13 1161Jn. {96111161,) 1372Jn.(114.1 44n.) 742-Y1. (61.1104n.} 8774n, �� R (7341 1Jn } Distnbute total fastener quality equally among ail header members el each end n Bash: 200318ClIRC, 2003 NDS, NER-272. ER 2403, ESR -1539, APA D501 APPR • VED B`w' ,vJw.1."r`'ri' r MARK LINDSAY APR - 2 200g INC 23.0602 Design Cfmneclion Uplift Strep 2006-11-10 Staple Sidewall Uplift Strap Design 1i28/2000 2:09 PM Page 1of3 Client: Stallion Oilfield Services Job Number. 0 16/-1n. Link Width Description: 167 -in. Unit Width, 0 -in. Sidewa0 Overhang 90 mph (Eap C/Sid.wsII) Mono Pitch Truss, 025112 Roof Pitch 0.25112 Pitch Strap Properties Loading Conditions: End Interior Gauge: 30 Uplift IwW a -18.7 -13.0 psi(MWFRS) Width a 1.5 In. Overhang Uplift (w a -25.2 -16.3 pd (M11FAS7 i = 0.012 in. Dead Load (WO = 139 p1 10) Fy 33 kt1 Fu= 45 ksl Module Width (6). 167.0 In - Species: SPF Sklewa0Overhang l8pr)a 0.0 In. Typical Truss Spacing (s) = 16 in. oc End Zone Inferior Zone Uplift - -130 p6 (W) Uplirt Dead a 139 pit (D) Dead = Net Uplift = .47 cif (0.6D,W) Net Uplift -91 pd (W) 139 pit (D) -7 p1t(0.8DtW) Fastener Strength: Strap Strength: (14 Ga. Staple Sample Calc) Staple Gauge 14 15 16 Gross Area, Aga 0.0100 in' Leg Diameter (in.) 0.030 0.072 0.0625 Nel Area, Ana 0.01458 in' min. Crown (in.) 7116 7/16 7116 Mn. Penelralion (in.) 1 0 1.0 1 0 MSI C2(a) Yielding on Groes Section: Shear Strength,Z (1bQ 75 64 52 el F356 lb( Duration Factor, C d 1.6 1.6 1.8 Species Factor. C „.d„ 0.02 0.02 0.82 1.67 Metal Plate Factor. C,,.W 1.25 1.25 1.25 AISI C2(b) Fracture on the Net Section: Allowabe Sheer, Z' lib!) 123 105 85 Allowable i1 a•iriG. P (Ib1) 345 310 269 T = 2" - 325 lb/ Fastener Shear (IM) 123 105 85 End Gain Shaer (C4.0.67) 82 70 57 Fasteners Strength L. (in steel) A151 6.3.1 Shear, Spacing and Edge Dislasco. Z.I2 e - r -f, AISI E3.3.1 Beefing Strength. Bearing Factor, C = 3.0 Madilicadon Factor. mi. 1-33 Strap Strength: Staple Gauge 14 15 16 Gross Area, Ag (in) 0.0180 0.0180 0.0180 Nal Area. An (in ") 4.0146 0,0146 0.0150 Min. alt Sparing (in.) 0.50 0.43 0,35 Yielding on Grow, P„(Ibl) 356 356 356 Fracture an Net. P„ (nil) 320 332 336 Seep Strength Obi) 328 332 338 Strap Connection Capacity' (IbQ Fastener Quantity` 1 2 3 4 5 6 7 8 9 10 Fastener Bete (Ga-) 14 16 19 123 106 85 246 210 171 328 315 256 - 332 338 0.50 in. P„ - m1CdtF - 345 air Strap Connection Capacity' pbf) Fasteners Installed In End Grein Fastener Quantity" Fattener Size (Ga.) 14 15 111 'Wind loads only 'Each end of strap. NOTE: Straps shall be gaMimasd or OSionf tea coated 10 prevent mnosion. 1 2 3 4 5 6 7 B 9 10 52 70 57 165 141 114 247 211 111 328 261 229 - 332 286 336 APPROVED BY proories APR - 2 2909 INC_ MARK LINDSAY 23.0602 Design Connection Uplift Strap 2006-11-16 Staple Sidewall Uplift Strap Design (continued) Client: Stallion Oilfield Services Job Number. 0 Description: 167 -in. Unit Width, 0 -In. Sidewali Overhang Mono Pitch Truss. 0.25/12 Roof Pitch Design Basis: 1) Staple cepacilles: NOS 2001, NER 272. ER -2403. ESR -1539 2) Strap capacity, AISI 2001 North American Specification for the Design of Cold -Formed Steel Shueulrel Members 112812009 109 PM Page 2o13 1674n. Unit Width 90 mph (Exp Caldwell) 55 psf Ground Snow. 0.25112 Pitch Maximum Spacing at Fun Capacity (in. oc) Fastener Site (Ge.) 14 15 16 End Zone (In. oc) 84 85 67 Interior Zone (in. oc) 547 554 563 Maximum Opening Based on Straps Each Stud Oty. Spec. Straps Site (in.) Slde of Opening Fastener Size (Ge.) 14 15 18 a 1 152 154 167 A 10 2 320 325 330 lz c 3 489 495 603 $ 1 144 146 149 24 2 312 317 322 3 481 487 495 1 1078 1093 1110 I 18 2 3 2172 3286 2201 3310 2235 3361 1 1070 1085 1102 S 24 2 2164 2193 2227 3 3258 3302 3363 APPROVED BY MARK LINDSAY APR - 2 2809 !NC 23.0602 Design Connection Uplift Strap 2008-11-18 Nail Sidewall Uplift Strap Design Client: Stallion Oilfield Services Job Number, 0 Description: 167 -In. Unit Width, Qin. Sidewa11 Overhang Mono Pilch Truss, 0.25112 Roof Pitch Strap Properties_ Fy - Fu = Nail Properties: 33 ksi Type: PD 45 ksi Pennyweight: Bd Diameter 0131 in Length' 2 501n. Species. SPF End Zone Upfrft Dead = Nel Uplift m -130 plf (W) 139 pH (DJ -47 par (0.80+W) Loading Conditions: Uprn (.10 Overhang UFA (v(J Dead Load (We) Module Width (B) SidewailOvKhans Am) e Typical Truss Spacing (a) Interior Zone Uplift a Dead Net Uplift a 112612009 2:09 PM Page 3 of 3 187 -In. Unit Width 90 mph (Exp ClSldewati) 0.25112 Pitch End Interior -18.7 -13.0 psf (MFRS) -25 2 -18.3 prt (MFRS) 139pf(D) 1670 in. 0.0 in. 16 In. ac 01 plf (W) 139 plf (D) •7 elf (0.0D+W) Fastener Strength' Strap Gauge Strap Width (in.) Base Modal Thlckncss (in.) A6owebe Shear, 2• (Ibf) Allowable Bearing. P„(Ibi) Fastener Shear (Ibf) End Galn Shear (CN -0.67) Strap Strength. Strap Gauge Gross Area. Ag (irr) Net Area, An (in?) Min c -t -c Spacing (in.) Yielding on Gross. P„(Ibf) Fracture on Net, P„ (Ibf) Strap Strength (Iba) 30 15 0.012 91 547 91 81 30 0.018 0.016 0.393 356 353 353 28 24 1.50 1.50 0.018 0024 91 91 642 1124 91 91 61 81 26 24 0.027 0.036 0.023 0.031 0.393 0.393 531 708 526 703 526 703 Design Basis: 1) Strap cepeclty, A1512001 North Atnenfen Spedfcaitnn for the Design of Cold -Formed Steel Structen l Members Strep Connection Capacit, (lbf) Fasteners Installed InSIde Drain Fastener Strep Mee (Ga.) QuantIt? 30 26 24 1 91 91 91 2 162 182 3 273 273 4 353 364 5 - 455 6 - 528 7 - - 8 9 -- 10 11 12 - -- 13 182 273 384 455 546 637 703 Strap Strength: (30 Ga. Strap Sample Calc) Gross Area, Ag 0 01801n? Net Area, An = 0.01588 In' AISI C2(a) Yielding on Gross Section' T. s 4t Fr = 358 Ib1 1.67 AISI C2(b) Fracture en the Net Section. AFr T =2.00= 353Ib1 Fasteners Strenglh:(in steel) AIS I E3.1 Shear, Spacing and Edge Distance Z 12 e • F. AI51 E3 3.t Bearing Strength. Scaring Factor, C a 2.9 Modification Factor, in.. 1.33 = - Strap Connection Capacitl (ibf) Fasteners Installed InEnd Grain Fastener Strap Size (Ge.) Quantity. 30 28 24 1 61 01 81 2 122 122 122 3 183 183 183 4 244 244 244 5 305 305 305 6 353 366 380 7 - 427 427 8 -- 488 488 fl - 520 549 10 810 11 - 671 12 703 13 - -- NOTE. Strap shall be galvanized or otherwise coated to prevent corrosion 037 in 5471b1 PPROVED BY APR = 2 2009 1N. MARK 11NDSAY Wind loads only. `Each end or strap 23.4728 ErrdwIH Shearwal Connection to Frame Systema 2007.09.19 FI or-to-Frmne Client: Stallion OilfieId Services Job Number: 0 Description: 14' Wide module Building Geometry: Total Width. L Blockkg ►ld9M. hb SldewattlEve Height. h, _ Roof Slope. a = Roof slope. a = Sldewall Overhung. L o.. = Endwell Overhang, Bo/= Vertical Roof Projection = Wall Height = Mise. Framing Height = Floor -to -Frame Connections (ASCE 7-02) Transverse Leads 13.9 H 18.0 in. 120.0 in. 0.3 112 pitch 1.2 deg. 0.0 k1. 0.0 in. 0.1 n 8.0 ft (max.) 2.0 Mevel Loading Conditions: Wind Speed - importanceFactor(1„) Exposure Category Topographic Factor (K .)= Height 6 Exposure (IC .)= Directionality (Kd) Seismic Design Perimeters: Seismic Use Group: 1 Importance Category, le : 1.00 Site Class: 0 Seismic Resisting Syslem: [,tats Frame SW wear wood shewer:an Response Factor. R 6 5 Overstrength Fodor. £}.: 3.0 Dalkdion Amp. Fedor. C.: 4.0 Analysis Procedure: ASCE 7, Sectfon128 Shrrp6liedAnatysis ASD Adjustment Factor = 0 7 Seismic Design Cat.: C Seismic Design CaL: C il Wind Loads (MWFRS) Wind Pressure (q.} 15.0 Seismic Well End Zone 15 6 1: 51 Interior 10.3 != Roof End Zone -8.1 r' Floor Dlaphgram Interior (p9) Interior -4.8 w Watt End Zone 15.6 3 . Interior 10.3 Roof End Zone Interior = 1126/2009 2:09 PM Page 1cf4 Height Above Grade: SO mph Slodes Above Grade a 1.00 Sidewa6 Eave {x) d C Root Peak (:j = 1.0 Mean Roof Height (h) 0.65 0.85 Ground Other Roof Wail Height h_(In.) Wall Deed Weight (psi) Floor/Leval Dead Weight (psi) Seismic Live Load (psf) 98 0 nla 5 0 nla 10 0 20 0 0 7.84 SDC SD. Cs C 01 02 0.50 0.83 1.17 0.092 0.151 0.216 E z00 0.369 Effective Seismic Weight at Roof Level = Effedlve Seisms Weight et Floor Level = Additional Endwas Dead W019m a 447 pH 259 pif 557 Ibm Diaphgrem Loads Zone Wind Seismic Roof Diaphgram End (pH) 77 -- Interna(pH) 51 29 Endwas surcharge (Ibf -. 18 Ground Laval End Zone (elf) 76 Floor Dlaphgram Interior (p9) 52 8 Endwet Surcharge ) -- 18 Unit Length (h) 40 End Zone (1I) 6.0 42 44 46 6.0 6.0 6.0 46 50 52 54 58 58 60 6.0 6.0 8.0 6.0 6.0 6.0 6 0 APPROVED BY - MARK LINDSAY APR - 2 200S INC g,t 23.4728 Endwall Shearwa9 Connection to Frame Systems 2001-09-19 Floor to -Frame -ia-Pram. Connacdosr: 1/26(2009 2:09 PM Page 2014 Frame-Io4.9eam • Framing SG: 0.42 Fastener. 319'x3' FuI•Tiuead Lag • �t. Shaer Strength= 304Ibi(IDE = 1.6) r,.-,.., . --' �� Lateral Load = 103.1 pitTII Max. Lag Spacing s 78.11 in. oc each !•beam I Irl 1++ NIliglik Endwail Shaer Conneclion Unit Sharma Rog1d + ' Framing SG: 0A2 Length (8) Farce pb9 Lag QQTYi; 40 1151 4 Rawer 3!6'X3' Full -Thread Lag Shear Strerglh = 304 RAILDF = 1.6) 42 1232 5 &Ia ` 44 1284 5 I•� 046 1335 5 ' 48 1386 5 I'd l50 1438 5 Ii1;711 ,.,.� - +' l`I' ;,'r''` • 52 54 1489 1541 5 6 84 A --'-- _ 56 1592 6 58 1644 6 80 1695 6 Rim Joist Splice Unit Chord Raq d Req d Length Force Nail Staple Fanning SG: 0.42 (ft) (W1) QTY QTY Nail: 0.131'x3' Nail 40 739 6 9 F FI ` • Shear Strongth = 132 lig 42 Bib 44 595 7 7 10 11 • • `•Staple: 15 Ga xStaple 46 8 12 • � . ' • + � Shear Slrarrg0l= 844 Ibi 48 10606 5 9 13 • ' . 50 1155 9 14 ` 1 52 1250 10 15 54 1346 11 17 56 1449 11 18 58 1555 r 60 1664 12 13 19 20 APPROVED Br APR - 2 2009 INc /K LINDSAY 23.4728 Endwa9 ShearwsII Connection to Frame Systems 2007.09.19 Floor -to -Frame Client Stallion Oilfield Services Job Number. 0 Description: 14' wide module Building (isometry: Min. Lanett. B = Total Width. L Blocking Height h* SidewenlEve Haight. h, Rod Slope. a ■ Roof slope, a = Sldewal Overhang. Lon = , Endwal Overhang. Bpi = Verticil Roof Pro(ecibn Wall Height = Misc. Framing Height = Floor-to-Franle Connections (ASCE 7-02) Longitudinal Loads 56.1667 (1 13.9 It 18.0 In. 120.0 in. 0.3 112 plIch 1.2 deg. 0.0 in. 0.0 In. 0.1 R 8.0 It (max.) 2.0 Bilevel Loading Conditions: Wind Speed = Impedance Factor (I„) Exposure Category. Topographic Factor (KA _ HeigM d Brimming (K r,) ■ qty (Kam Internet Premium (Goo) = Wind Pressure (q „)= Seismic Design Paranwtars: Seismic Use Group: 1 Impedance Category. le : 1.00 Site Class: 0 Seismic Resisting System' LIthu Forme real eh wed shear pants Response Factor. R' 6.5 Oversttength Factor. G.: 3.0 Deflection Amp. Factor, C, 4.0 Analysis Procedure: ASCE 7. Sedionl2.11 Simpl4fedAnalysis ASD Adjuatmenl Factor = 0.7 Seismic Design Cat.: C IRC Seismic Design Cat: C Design Wind Pressures (psi) Net Wall End 15 6 Interior 10 3 Net Roof End .-. interior - Wlndward Wall Mex End 11.8 Interior 10.0 Leeward Wall Max End •10.0 Interior -10.0 Seismic Design Coefficients SDC ses Cs C 0.50 0.092 D1 0.83 0.153 D2 1.17 0.216 E 2.00 0.369 Sidewell Load Duo to Wind 1126/2092:'09 PM Page 3of4 Height Above Grade: 90 mph Stories Above Grade = 1.00 Sidawal Eave (2) = C Roof Peak (z) 1.0 Mean Rod Height (h) = 0.85 0.86 0.18 -018 15.0 psi 1.0 11.5 it 11.6 ft 11.5 ft MWFRS End Zone. 2a = 6.0 8 Ground Wall Height, h„ (In.) 96 Wall Dead Weight (psi) 5 Floor/Level Dead Weigh! (psi) 10 Seismic Live Load (per) 0 Other 0 0 0 0 Roof 1116 nla 20 7.84 Sldewell Loads Dua to Seismic NET Enthrall (Pin NET Forte MAX Root+Calling Diaphgram (Total) End Max BO 81 406 Min 78 59 Additions" Floor Dead pbf) Interior Max 53 51 Min 53 51 Ceiling Dlaphgram Only End Max 79 60 Mtn 78 59 Interior Max 52 51 Min 52 51 Floor Dlaphgrem End Zone 156 118 Inferior 103 100 Sldewell Loads Dua to Seismic NET MAX Rool+Ceithtg (Total) (111f) 524 409 Ceiling (1b!) 521 406 Floor Level jlbf) 1034 B06 Sldewell Loads Dua to Seismic APPROVED Br. APR - 2 2009 1Nc. MARK LINDSAY ,3 Schalk Weight Seiank Lead Roof+Ce111ng Total (pit) 387 13 Calling Olt) 199 6 Floor Diaphragm (plf) 259 8 Additions" Floor Dead pbf) 557 18 APPROVED Br. APR - 2 2009 1Nc. MARK LINDSAY ,3 23.4728 Endwa6 Shaeerwall Connection to Frame Systems 200709-19 Floor -to -Frame 112662009 209 PM Page 4 of Direct Uplift Forces: Module Widlh (B) Sidewall Overhang (8 go) = Min. Wall Height (h) ■ 167.0 in. 0.0 In. 96 in. End Zona Net Uplift llplft a Dead = Not Uplift = -130 PO (W) 249 pef (MWFRS) 19 p8 (0.5O+W) Uniform Uplift Uniform Ovadran9 Uplift (w u) Lateral Load (Who) Lateral Load (WO= Undorm Oeed Load (W o) End -18.7 -25.2 11.8 21.9 248.8 Interior -13.0 pal( 8) -16.3 psi (I4WFRS) 8.7 psiWM:RS) 18.3 psi (CSC) c4113) 1 Floor 6 Rad tidy Interior Zone Net Uplift= uplift= -91 pll(W) Dead = 249 psi (MWFRS) Net Uplift= 59 p1f (0.6D+W) Uplift Forces Oue to Perforated Sldewall Sheoneall: Sheathing Configuration. 318' Sashimi SheeWng, 24' ec framing. 1131' ods G oc EdpefFeldfpou clary Edge Spacing: 6 In. oc Tabulated Wind Shear 309 p1 Tabulated Seismic Shear. 221 PA Field Spacing: Framing Species: Max. Opening Height % Full FlefphI Adj. Facies, C,: 12 In. ac SPF 80.0 In. 35% 0.51 Ped. Wind Shear. Pert. Sieemic Shear - Shear Force, v Upfdl Force. t = 158 p11 113p1f 309 AU 309 pl OuMgger4o- Joist Framing SG: SPF Feslener 318'x3' Fall -Thread Leg Withdrawal: 1005 IM (ILDF =1.8) Loading Condition Oubigpr Lap Spadrg Per DR ecl Onthese Sidewall Utilizes Perforated Shearwell Method 48 2 96 3 Sidawell Utilizes Segmented Shamir/all Melhod 48 0 96 0 APPROVED BY MARK 11ND5 y JN� 2 ZOOg 18.004 Cormgdian to Foundation Off -Frame 2007-11-026 Connection Farces Connectlan to Foundation Foundation Forces at lst Floor of 1 Story Building (of upllf connections made around perimeter) Client: Stallion Oilfield Services Job Number. 1/0/1900 Description: 14' wide modulo Location: 90 mph (Exposure C) Building Geometry: Building Length (B) Width (1-) SidewaWEave Height - Sidowati Overhang. Doi End Overhung, Lou = Root Slope, a = Level Considered 56.2 It 13.9 fl 120 in 0in. 0 In. 0.25 112 1 11 Perpendicular to Ridge: Design Pressures: Horbanld: helot Eed Vials 10.3 16.6 Rcof 0.0 0 0 Valk& WW Root WWOverhang LW Rod Horizontal Forces (4 In Direction of the Wind) Projected Area Pressure Farce Surface (is'( (RA (@s) &Sena Wats 10 10.3 103 Je eripr Rod 0 0.0 0 EV - 103 heed& -13.0 .16.3 -8.2 Moment Arm 60 121 311:= Building Dead Loads: Roof DL = 20.0 psr Ground Assembly FloorFloors Floor DL (psf) 10 Wall DL (psi) 5 Wall Height (In.) 96 End -18.7 -252 -10.6 Momot (Lbs} 517 0 517 End Walk End Rad 10 15.6 0 0.0 Tv = Vertical Farces (+ Upward) 159 60 779 0 121 0 156 TM = 779 Interim WW Roof 7 Interior WINOvelrerg 0 Interior LW Rad 7 End WW Rod End WW Overhang End LW Rod 7 0 7 Dead Load/Resisting Farces -13.0 -16,3 -8.2 EU= -18.7 -25.2 -10.8 1:U= 91 0 57 148 130 0 74 204 125 167 42 int= 126 187 42 TIN - 947 0 199 1146 1360 0 251 1518 0.6oeedLoad 14 0.6 Wei Dead Load 10 18.0 3.0 LU = -251 -48 -299 Sidewall Forces: Inloriw NET OTM Along Side r:el Umw 01•6110) -931 Vertical -Tension Fume Wolf) -67 Endwall Forces: Horizontal Face. V POO NET 0TM Alerq SldevsT, V00,0411019 Moment Equilbrium el Eridwa0: Interior 103 517 635 83.5 EM End -459 -33 End 156 779 .1743 -334 -2077 Difference 0 0 Total 32111 16019 Max. OTMd Endue' Shea oral End Zola Wiere+ce LImu End WW Overhang End LW Overhang 0.6 End MOW 0 0 111 16089 0 -18.7 0 125 0 -10.6 0 42 0 3.0 -334 83,5 -2324 EU = -334 EM= 13764 Other ria nla nle APPR 112612009 2:09 PM Page 1 of 2 VED BY MARK LINDSAY Parallel to Ridae: Design Pressures: Horizontal- baser End Walls 10.3 15.8 APR - 2 2009 INC. Vase:al. Maim End WW Roof -13.0 -18.7 WW Meshing -16.3 -252 LW Roo! -6.2 -10.8 Horizontal Forces (4 In Direction of the Wind) Projected Area Pressure Surface End Zone Weis ideria Zone Wads (11') 60 80 Vertical Forces (4 Upward) () 15.6 10.3 EV= Morose Force Ami Moment Pbs1 lin.) ([lass) 941 60 4733 825 60 4156 1766 EM = 11191 End WW Rod 6 -18.7 bleier WW Rad 8 -13.0 ,EV - 112 36 103 120 216 191= End LW Rod 6 -10.6 Inferior LW Roof 8 -8.2 EV = Sidewalk Forces: NET OTTM Along Sidereal, Lima (114b10) Vertical Tension Form, U (p1) Endwall Farces: Moment Equilibrium at Endwall: -64 36 -05 120 -129 1M WW LW •712 -2916 -51 -210 337 1028 1365 •191 -650 441 WWOverharg 0 0.6 End Wal Dead 111 -25.2 3.0 EV = 0 -334 -334 674 0 874 -11759.67 LM = -11760 Not Foundation Connection Forces: Wind Perpendicular to Ridge Sidewalks (long dimension) Endwale (short dimension) Tie -Down Each Corner Shear Uplift (IbtR) (Ibflit) nla 0 231 nla &a 989 WlndPendiel to Ridge Sidewalis (long dimension) Endwalls (shod dimension) Tie -Dawn Each Comer Shear Uplift (Ibrffl) (rbfm) 16 0 nfe 0 n1a 0 q,l 23.0728 Design Trenaverse Sheanva11 Systems 2007-12-12 Diaphragms Transverse Diaphragm Design (ASCE 7-02) Client Stallion Orllfield Services Job Number 0 Description: 14' wide module Building Geometry: Total Width, L Blocking Height. ly = Sidewall/Eve Heiptll. h. a Roof Slope. a = Roof slope. a = Sideman OWed-W y, L01 _ EhxtwaI Overhang. Baki Vertical Roof Protection Wal Height MIsc. Framing Height = Wind Loading Conditions: 13 9 h Wiry! Speed = 90 mph 18.0 In. Exposure Calegoer C 120 0 In. End Zone Length. 2a = 0.00 11 0.3 /12 pitch 1 2 deg. 0 0 in. 0.0 in. 0.1 ,t 8.0 6 (max.) 2 0 Mevel APPROVED BY MARK UNDSAY Seismic Design Parameters: Selsmlc Use Group: 1 importance Category. It : 1.00 Site Class: D Seismic Resisting System: Light Frame sta. Ian nod shay pante Response Fader. R: 6.5 Overstrength Factor, f2.. 3.0 Deflection Amp. Factor. C d: 411 Analysis Procedure. ASCE 7. Section 128 SimpbfeelAnalysis ASD Adjustment Factor = 0.7 Seismic Design Cat: C IRC Seismic Design Cat` C 5m = 0.50 Cs = 0.092 NET Horizontal Wind Loads (MWFRS) Zane Wall End Zone 15.6 C -- Interior 10.3 Roof End Zone 0.0 r Above Ground End Zona (p11) Intenor 0.0 Floor Diaphgram Interior(pII) Wall End Zone 15.6 1 38 Interior 10.3 Roof End Zone -- g Enthrall Surcharge Obi) — Iniedor Max. Module Length (1t) 1/28120000 210 PM Page 1 of 2 Height Above Grade: Stories Above Grade Sidewall Eave (z) ■ Roof Peak (x) _ Mean Roof Height (h) a APR - 2 2009 INC, Ground Wall height h., (in.) 96 Wall Dead Weight (psi) 5 Flocr/Level Dead Weight (pal) 10 Seismic Live Load (psi) 0 1.0 11.56 11.66 11.5 1t Other 0 0 0 0 Rbof nfa n/a 20 7.84 Effective Selemk: Weight al Roof Level a Effective Seismic Weight at Floor Level a Additional Endwal Dead Weight a 447 pit 259 pff 557 Ibm Dlaphgram Loads Zane Wind Seismic Roof Dlaphgram End (Of) 78 -- Interior (pti) 52 29 Enthrall Surcharge (Ibt) — 36 Above Ground End Zona (p11) 156 — Floor Diaphgram Interior(pII) 103 17 Endwall Surcharge (Ibf) — 38 Ground Level End Zone (pi) 78 -- Floor Diaphgram Interior (p11) 52 8 Enthrall Surcharge Obi) — 16 Transverse Diaphragm Design (ASCE 7-02) Roof Diaphragm (Case Continuous i 1, Mo Unblocked Joints Parallel "� Edges or to Load) r „r"' Sheathing Configuration: 3/6' Sheathing (Case 1) Framing Species: SPF Fastener: 2.5' x 0 131' Nails Type Ratio Boundary Edge Field Wind Seismic Mex. Modulo Length (ft) triencterl Blocked Modred 3 8 6 4 4 6 4 4 6 12 12 12 275 304 407 212 235 313 41 55 55 Fastener: 1.5' x 16 Ga. Staples Type Ratio Boundary Edge Field Wind Seismic Max. Module Length (1t) ik3blocked Boded 3 6 6 3 6 6 0 6 165 250 127 193 41 41 Fastener: 1 5' x 15 Ga. Staples Type Ratio Boundary Edge Field Wind Seismic Max. Module Length (ft) Uritotkcd t Blocked 3 6 6 4 8 6 12 12 206 309 160 238 41 55 23.0728 Design Transverse Sltsalwall Systems 2007-12-12 Diaphragms Transverse Diaphragm Design (ASCE 7-05) 1/2612009 2:10 PM Page 2 of 2 Above (Case 1. Contlnuous Grade Floor Diaphragm No Unblocked Edges or Joints Parallel lo Load) �� �/ \\iiiii Chord Force IFI) iibq Sheathing Canfrguradon. 19132' Sheathing (Case 1) Framing Species: SPF Fastener. 2.5" x 0.13V Nails Type Ratio Boundary Edge Field Wind Seismic Max_ Module Length (ft) Unblocked 3 B 6 12 Bbt*ed 4 6 6 12 BlorJed 4 4 6 12 309 221 348 248 464 331 41 55 55 Fastener. 1.5' x 16 Ga. Staples 12 Type Ratio Boundary Edge Field Wind Seismic Max. Module Length (ft) llrtaodted 3 B 6 6 Blocked 3 6 6 6 178 127 270 193 41 41 Fastener. 1.5' x 15 Ge. Staples Type Ratio Boundary Edge Field Wind Seismic' Max. Module Length (ft) Unbbdted 3 6 6 12 Blocked 4 6 6 12 224 160 333 238 41 55 Grade Levet (Case 1. Continuous Floor Diaphragm No Unblocked Edges or Joints Parallel to Load) • /// J Sheathing Configuration: 19132' Sheathing Framing Species' SPF (Case 1) Fastener. 2.5' x 0.13V Nails 3035 Type Ratio Boundary Edge Field Wind Seismic Max. Module Length (ft) Unblocked 3 6 8 12 Blocked 4 B 6 12 Mocked 4 4 6 12 _ 309 221 348 248 484 331 41 55 55 Fastener: 1.5- x 16 Ga. Staples J Type Ratio Boundary Edge Field Wind Seismic Max. Module Length Ift1 Unbbdted 3 8 6 6 Blocked 3 6 6 a 178 ' 127 270 193 41 41 Fastener: 1.5'x15Ga Staples Type Ratio Boundary Edge Field Wind Seismic Max. Module Length lit) Unblocked 3 5 6 12 Bbcked 4 6 6 12 224 160 333 238 41 55 Connection (Wiener size and position exaggerated for illustration anewfses) Module Length ),Ill Chord Force IFI) iibq Quantity Each Fastener. 0.131'x3 Nails Side of Joint Fastener: 2.5" x 15 Ga Staples Double top plate 40 759 12 12 1 \ 1111144444040 45 50 60 960 1185 1707 12 12 13 14 17 24 70 2324 18 33 110%44444, 80 3035 23 43 J 441 minimum lap. Fasteners at 2' on center in muttiote rows T {min.) aper) Rim Joist Splice 40 759 12 12 45 960 12 14 ` 50 7185 12 17 •• ill60 1707 13 24 70 2324 18 33 • . S 80 3035 23 43 • . I1�� jl ie PROVED BY 4 -it minimum lap. Fasteners at f " T ' " ` k ` • 2' on center In multiple rows 2' (min.l apart , f 2009 INC_ MARK LINDSAY \0.2 23.0727.1 Design Transversc Sheanvails Case Speciflc 1 Story 200741-27 SW Forces Transverse Shsarlrall Design (ASCE 7-05) Client: Station Oittiieid Services - Job Number: 0 1336cription: 14' wide module Building Geometry: Tola1 width, L Blocking Height, h a = SldeweWEva HeIgM. h. _ Roof Slope, a • Roof slope, a = Sidewal Overhang. Lai = Enthral Overhang, Ba. _ Haight Above Grade Stories Above Grade = 13.9 It 10.0 kr. 120.0 in. 0.3 /12 pitch 1.2 deg 0.0 in. 0.0 In. 1.0 Siidewal Eava (4= 11,5 ft Roof Peak (z) = 11.6 ft Mean Roof Haighl {h) = 11.5 ft Foundation Type: Raised floor Wind Loading Conditions: Wind Speed = Exposure Celegaty: Seismic Design Parameters: Seismic Use Group: importance Category, to 1.00 Silo Class: D Seismic Resisting System: Lyle Frame tral sin woad rhea panels Response Fedor, R: 8.5 Overstrength Factor, IV. 3.0 Deflection Amp. Factor, C4: 4.0 Analysis Procadtla ASCE 7 Section 12,0 SLripAAedAnalysis ASD Adjustmanl Factor = 0 7 5uunie Design Cal.: C Seismic Design CaL: C 501 = 0.50 Cs = 0.092 Bracing Roof Only: Ung Length - Diaphragm Width Wel Height = VcrItcal Roof Projection Misc. Framing Haight = FAdwal Wofghl = 56.2 11 13911 8.011 0.1 ft 2.0 Mevel 557 Ibm 90 mph C 1/26/2009 209 PM Page 1 of 5 NET Horizontal Wind Loads (MWFRS) Wail End Zone 15.6 Dist Btwn (ft) Shuman Wind (Ibfj Interior 10.3 2 Roof End Zona 0.0 0.0 167.00 0.0 Interior 0.0 12 Wall End Zona 15.6 .0 Inferior 10.3 0.0 Zone 2010 3 Roof End Interior - MWFRS End Zone. 2a Wag HedghL h„ (in.) Wag Dead Weight (pal) Floor/Level Dead Weight (psi) Seismic Live Load (psi) Ground 96 5 10 0 8.0 n Other 0 0 0 0 Roof nla nla 20 7.64 Effective Seismic Weigh! al Roof Laval = 507 plf Effective Selifek Weight at Floor Level = 259 plf Diaphragm Loads Zona Wind Seismic End (plf) 70 Interim (pill 62 Endwal (ibf) - 33 IS Bracing Roof Only: Shawnee Line Location R.W.T. Wall End Length (ft) (n) Ratio H;W Dist Btwn (ft) Shuman Wind (Ibfj (p11) Load Seismic {Ibf) (p11) Chord Force (Ibf) 1 0.0 167.00 0.0 -- 2018 12 942 6 97 2 56 Z 167.00 0.0 56.2 2010 12 944 6 97 3 lia\;) A 5 5 7 e Mas. Diaphragm 6 0 56.2 2018 145 924132 66 _ 746 APPROVED Br APR - 2 2009 1Na MARK LINDSAY 23.0727.1 Design Tremens, She/mails Case SpedOc 1 Story 2007-11-27 Sheerwags Transverse Shearwall Design (ASCE 7-05) Client: SteHien Oilfield Services Job Number- 0 Description: 14' wide module Typical Fasteners: 1!2$12009 2:09 PAA Page 3of5 Typical Nall Fastener 0.131-x3' nags SPF SYP Shear Strength. Z = 132 170 Ibf (UV =18) Strenglh wl 1tr' Gyp.. Z It 74 83 Ibi (LDF a1.6) Typical Screw Fastener. N8 x 3' Saews SPF SYP Shear Strength, Z a 125 161 ltd (LDF =1.6) Strenglh w/1/2" Gyp„ Z a 63 76 101 (LW =1.6) Bracing Roof Only: Mn. Framing SG: SPF Wall Height. 8,0 11 Shesewa0 Shear Lead (p11) • ylird Seismic Wall Length 3' Edge (ft) Riming Shearwall Construction Une 1 2 12 12 6 6 167.0 107.0 31B' Skucessl Shugart 0.131N2.5* Nal 6112 316' S4ucfitai Shealhig, 0.131'x2S Nal 6112 Typical Bad( Panel: None required, unless Holed otherwise Chord Member Strength: Grade: STUD Species. SPF width (Mu 1.5 tn. depth (d1= 5.5 in. c = 0.8 Vd" 175 Fth = 1187 Chord Connections: Tabulated Shen Stress Ad(uslmenl Factors CF Co Cr C� Movable Slims Load F. = 725 Fr = 350 Fu= 425 E„„i„ = 140080 1.00 1.60 — 0.70 1.00 1.60 -- -- 011 8889 560 4620 425 3506 440000 Chord ShetrwaN Face Line (Ibl) Studs Req'd Ea. End Strap -Type Holdown Strap End Width Length Block Fastener QTY Force Nell Screw 1 97 2 97 1 (11 Slmpaar C522. (1)0.13112.5 Nast Emelt Eno (1) Sinpaan CS22. (110.131'45 Reis Esch End 1.25 3 125 3 97 1 1 97 1 1 Chord Shearwall Fonts Line IMO 1 97 2 97 Studs Raq'd Ea. End Pre -Formed Holdown Bolt Diameter Plate Washer Size (In -plant Installation) Width Length Thk. 2 2 Simplon HI3U2-5052.5 drew H0V1.3S2.5 0.625 0.625 1.50 0.4 0.03 1.50 0.4 AID PROVED BY Ivt4RK LINDSAY APR - 2 1009 NC. 23.07271 Design Transoms Shearwalls Case Spedlic 1 Story 2007-11-27 1126121109 2:09 PM Pegs 4of5 ShcenraA5 Chord CXN to Engaged SidewsII* Shur Well Lia Chord Farce pbt) Without Fastener Ciiy Nall Screw Gypsum Spaclng (In. oc) Naii Screw WIIh Gypsum Fastener Gly Nell Screw SPadn9 (In. on) Nail Screw 1 97 1 1 96 96 1 2 73 62 2 97 1 1 96 96 1 2 73 62 1l CXN Io Floor orGelling Joist: Shear Will Ota Shur Force (p11) Without Fastener Qty Nail Screw Gypsum Spacing (In. oc) Nall Screw With Gypsum Fastener City Nail Screw Spacing (In. oc) Flail Screw 1 12 16 17 125 117 26 33 71 60 2 12 16 17 125 117 26 33 71 60 APPROVED BY war MARK L NDSAY APR - 2 2009 1Na 10 s 230729 Design Longitudinal Shearwall and Diaphragm Systems 2007-11.01 Gable and Peri Long Bracing Longitudinal Lateral Force Analysis (ASCE 7-02) Client: Stallion Oilfield Services .lab Number. 0 Description: 14' wide module Building Geometry: Length, B Total Width, L = Blocking Height, h. _ Sider/ell/Eve Height, h, Roof Slope. a = Roof slope. a = Sidereal! Overhang, Lim _ Enthrall Overhang. 9O1 Vertical Roof Projection = Well Height = Misc. Framing Height = Wind Loading Conditions: 50.1687 ft Wind Speed = 13.911 Importance Factor (1=) 16.0 in. Exposure Category_ 120.0 fn. Topographic Factor (Ke) _ 0.3 !12 pitch Height & Exposure (Kc,) 1.2 deg. Directionality (Ka 0.0 in. Internal Pressure (Goo) = D.0 in. 0,.1 11 Wind Pressure (9n) 8.0 ft(max.) 2.0 Mavel Salsmlc Design Parameters: Seismic Una Group 1 Importance Category, le ; 1.00 Slle Class' D Seismic Resisting System: Ugh! Frame wail hwed shear penes Response Factor. It 8.5 Overslrength Factor. fl,: 3.0 Deflection Amp. Factor. Cd: 4.0 Analysis Procedure: ASCE 7 Section 12.8 Simplified Analysis ASD Adjustment Feeler = 0.7 Seismic Design Cal.: C IRC Seismic Design Cat: G $� = 0.50 Cs = 0.09 Design Wind Pressures (paf) Net Wall End Interior 15.6 10.3 Net Roof End Interior -- -- Windward Wall Max End Interior 11.8 10.0 Leeward Wall Max End Interior - -10.0 .1D 0 Sider/all Load Due to Wind 90 mph 1.00 c 1.0 0.85 0.85 0.18 -0.18 15.0 psf 1!28!2009 2:10 PM Page 1 of4 Height Above Grade: Stories Above Grade = Sldewae Eave (z) = Roof Peak (z) = Mean Roof Height (h) = MWFRS End Zone, 2a = 6.0 It Ground Wad Meth!. h,. (in.) 96 Wall Dead Weight (psi) 5 Floor/Level Dead Weight (psi) 10 Seismic Live Load (ps1) 0 Other 0 0 0 0 Roof 1113 r11a 20 7.84 Sider/ail Loads Due to Seismic Endwa1Force (plfi NET MAX Roof+Ceiling Olapbgram (Total) End Max 80 61 Min 78 59 Intortor Max 53 51 Min 53 51 Ceiling Dlaphgram Only End Max 79 80 Min 78 59 Interior Max 52 51 Min 52 51 FloorDlaphgram End Zone 156 118 Interior 103 100 Sider/ail Loads Due to Seismic Safamk Weight I Roof+Csiting Total (pH) NET MAX Roof+CeilIng (Tool) (Ibi) 524 409 Ceiling gat) 521 406 Floor Level (Ibf) 1034 806 Sider/ail Loads Due to Seismic APPROVED BY APR - 2 2009 MARK LINDSAY Safamk Weight Saiea k Load Roof+Csiting Total (pH) 387 13 Ceiling (pit) 199 8 Floor Diaphragm (pit) 259 8 Additional Floor Dead (Ibf) 557 18 APPROVED BY APR - 2 2009 MARK LINDSAY 23.0729 Design Longlliallnal Shearwaf and Diaphragm Systems 2007-1141 Gable and Peif Long Bracing Connections for Sheathing Carrying Combined Shear Wall and Direct Uplift Forces (no straps required, except around openings) Client Stallion Oilfield Services Job Number 0 Loading Conditions: Modu:e Width (By= 187.0 in Uniform Uplift (wu) = Sidew&l Overhang (B0,1 0.0 in. Uniform Overhang Upfif (wu) = IMin, %an Height (h) a 96 in. Lateral Load (Ws,) = Framing Spades: SPF Lateral Load (W1,1) a Uniform Dead Load (Wo) End Zone Net Uplift Upon = Deed - Net Upilit = 130 Of (W) 139 psi (MWFRS -47 plf 406D+W) 112612609 2 10 PM Page 4of4 167 -in. Unit Width 96 mph (Exp ClEnd Zone) 0.23112 Pitch End -1&7 -252 11.8 21.9 1392 Inledor -13.0 ref (MFRS) 16.3 pst (MORS) 8.7 psfCla"+FS} 18.3 psf (CAC) PM) R0011:11111, Interior Zone Net Uplift. Uplift = -91 plf (W) Dead • 139 pat (MWFRS) Net Uplift • -7 plf (0.60+W) Connection (fastener she and position exaggerated for 9lustration imposes Sheathing 10 roof rail Parameters Sheathing Type OSB Sheathing Thick.318.1n. Tensile Strength. 990 plf Shear Strength° 2951 plf Panel CSI = 014 OK Min. Panel Width: 8.0 in. F, Fsa F„ a 263 plf 47 pit 287 PG Fastener (minimum Length and diameter or staple size) 0131"x3' Nail 711612 5-x15 Gs Staple 7118)(1.5' x16 Ga. Steple Quantity per Connection or Spacing 44n. oc 3 -in. oC 2 rows 54n. vie Sheathing to top plate i (all with truss dips) Sheathing Type: OSB Sheathing Thick.: 318 -in. Tensile Strength: 960 pif Shear Strength; 2951-04 plf Panel CSI = 0.14 OK Min. Panel Width: 8.0 in. Fla Fyn = 293 p11 47 Of 287 pff 0.131•x3- Nail 7118'7.2.5x15 Ga. Staple 7116x1.5x18 Ga. Staple heathing to rim Joint (without straps) Sheathing Type: OSB Sheathing Thick.: 318 -in. Tensile Strength: 960 pt . Shear Strength. 295104 pt Panel CSI = 041 OK Min. Panel Width. 8.0 in. Wall Dead = F, = Fr = FR = 40 pit 283 pif 300 pit 417 poi 0.131x3' Nail 7113%2.5"x15 Ga. Staple 7118-x1.57r18 Ga. Staple MARK UNDSAY 44n, oc 3•In. oc 2 rows 5•in. oc 2 rows 5 -in. oc 2 rows 4 -in. oc 2 rows 3 -In. oc APR - 2 ZUU1 INC. 23.0729 Design Longitudinal Shearwaii and Diaphragm Systems 2007-11.01 Long Diaphgrsm Boundary CXNs Longitudinal Diaphragm Boundary Connections (Two Units Wides, Roof Sheathing Bracing Roof Only) Client: Stallion DiMBeld Services Job Number: 0 Roof Sheathing Bracing; Roof Only Framing Spedtic Gravity. SPF 1/26/2009 2:10 PM Page 1of3 167 -in. Unit Width 90 mph (Exp CiEnd Zone) 56 psf Ground Snow, 0.25112 Pitch Blacked Connection Details Minimum Length of Blocking from Each Comer of Diaphragm (longitudinal shear only, until and wall shear transferred by additionat connections) Connection (fastener size and position exaggerated car Illustration purposes) Parameters Fastener (minimum length and diameter or staple size) Quandly per Connection or Spacing Full Depth Blocking / ` � f- 11 Taper wood block (Minimum *(".i. t to Length) "e match roof slope. Daphragm: 316' Structural Sheathing, 24" oc leaning_ 0.131' nals 6' oc Ed /Bounds pelField n Capacity = 224 pd wind 160 pe aiesmic Minimum Length • 4.6 fl _ TrusseslRefters 16" oc Blacking requited along each sidewel starting at each end 2 bays Trusses/Rafters 24" oc Blocking required along each sidewa/ starling at each end 2 Wye Blocking /Minimum �� to Top Length) Plate ,t�► { 10 r �! F, = 17 Ibflbay ® 16' oc F, = 25 lbffbay ® 24' cc Trusses/Rdtars 16" oc S4np_on LTP4 Simpson LTPS Simpson LPT5 (max) Simpson ROC 1 1 1 1 TruaseafRallsra 24" oc SimpaonLTP4 Simpson LTP5 Simpson LPT5 (max} Simpson RBC 1 1 1 1 Blocking to Rao (M6ntmum Length) 1 " (Alternate) �� r{i Nisi / ` F, = 17 bflbay 16" ac F, = 25 IbUbay Q 24" oc TrusseslRaftera 16" oc 0.1317r3 Nat 7116"x2.5Sr15 Ga. Slagle 3 4 Trusses/Ratters 24" oc 0.131N3* Nall 7116'x2.551 15 Ga. Staple 3 4 APPROVED BY k I h MARK LINDSAY - -APR - 21009 iNa 1p.10 - 23.0729 Design Longitudinal Shearwal and Diaphragm Systems 2007-11-01 Lang Diaphgram Boundary =Ns Longitudinal Diaphragm Boundary Connections (Alternate) (Two Units Mies, Roof Sheathing Bracing Roof Only) Client: Stallion Meld Services Job Number. 0 1/26/2009 2:10 PIA Page 2a 3 Blocked Connection Oxtails Blocked Every Other Bay Along Full Diaphragm Length Ow • Itudlnal shear on . uplift and wal shear transferred by addidonal convections Connection (fastener size and poslion exaggerated for 1luslratIon purposes) Parameter Fastener (minimum Ienglh and diameter or stele size) Trusses/Rafters ie" Quantity par Coanecllon or Spacing oc *La Depth Bloddng .e. J �:- ._ Tepor wood block (Every ' �, to match Other Bay) `\ir • / Ae h71167x1 - ` root slope. ri r. a r Sheathing Type: OSB Sheathing Thick.. 318 -in. Shear Strength: 2951 pl Panel CSIs 0.00 OK Min. Panel Width: 8.0 in. Fur 16 ib4bay ®18" oc Fr = 24 ibOhay ®x4' oc 0.131Su7 WI 7116142.5-x15 Ga. Stege 7116x1.5"x16 Ga. Staple 3 4 4 TrusessAaftars 24" oc 0.131"4" Nall T1165r2 5'x15 Ga.Staple4 bx16 tea. Staph 3 4 Blocking to Top ;Blocking Every Plate Other Bay) ' LI, 1 4 `�a III F1 • 33 Ibflbay a 18" oc F. . 50 Ibtibay ti) 24" oc - _ Trusses/Rafters Ie" oc Simpson LTP4 Simpson LIPS Sknpson LPTS (max) Sknpson IBC 1 1 1 1 Tnrasarinstters 24" oc 5knpson l.TP4 SSson LTPS Impson LPIS (max) ' Simpson ABC 1 1 1 Hbddng (Blocking � le Rai Every 1 (Alternate) Other loti.r.ri �� Bay) � `r 44 f F, • 33 lbflbay 0 l6• oc F , = 50 kUbay 24' oc Trusses/Ratters 18" oc 0.13ix3" Nail 7/16x2.5x15 Ga. Staple 3 4 TruTrusses/Ratterse24" cm 0.131"x3" Nal 71167x2.571 35 Go. Staple 4 APPROVED BY MARK LINDSAY APR - 2 2009 INC 23.0729 Design Longludlnal Shearwee and Diaphragm Systems 2007-11.01 1/2612009 2:10 PM tom Diaphraam Boundary CXNs Page 3 of 3 Longitudinal diaphragm Boundary Connections (Alternate) (Two Units Wkies. Roof Sheathing Bracing Roof Only) Mani: Stallion 006eld Services Job Number: 0 toadina CondlUonai Module Width (B)= 167.0 In. Sidawall Overhang (9 o,)= 0.0 it. Min. Wall Freight (h) = 96 In. Framing Spades: SPF End Zane Net Uplift: Uplift= -130 plf (W) Dead - 139 psi (MWFRS} Net Uplift is -47 p6 (0.60+W) End Intedor Uniform Uptltt (wur,� _ -16.7 -13.0 psf (MNFRS) Uniform Overhang Upfft (w,aJ WE -25.2 -16.3 psf (MFRS) Lateral Load (W rr)= 11.6 6-7 psf (IiWFRS) Lateral Load (W rr) • 21.9 16.3 psi (CMC) Uniform Dead Load (W a) = 139.2 plf (0) Roof Oily Interor Zone Net UMW: Uplift= -91 pit (W) Dead= 139 psf(MWFRS) Net Uplift • -7 pH (0.6D+W) Maximum Overhang Projection: Top Chord Properties: Summary: 2x4 #2 SPF Top Chord (Minimum) Grade: 112 Fb = 673 psi Species: SPF F„ = 136 psi Allowable Shear = 756 Ibf b = 1.5 in. Fu = 425 psi Applied Shear = 24 Ibf OK d = 3.5 k1. E e 14C0X0 psi Del. Lima = 0.125 in_ C, • 1.15 Truss Load Overhang Projection (In.) Cd = 1.6 Spacing ) Bending Dell. Max. CM. • 1:5 16 16 322.4 31.7 31.7 CA, - 1.1 24 24 216.0 27.7 27.7 S, = 1.97 In.' Actual Overhung Is 0.0 OK I,. 0.96 In.' Truss Plate Capacity: Min. Gauge: 20 Cha Effective Rows In Withdrawal = 2 Min. Thk = 0.0359 In. Equivalent D = 0.080 in. Tooth Willis = 0.125 in. WO:drawl Strength = 33.5 pli total Embedment • 0.330 in. Shear Load = 24 Ibf Specing • 4.0 teeth per inch Min. Plate Width • 0.7 in. APPROVED BY MARK IINDSAY APR - 2 2009 INC. )012 141, REScheck Software Version 4.1.3 Compliance Certificate Project Title: 14 X 56 AMI B Report Date; 02/U5,109 Data filename; C,1Uocuments and Setlingstmlindsay1DcskloplStaRlan Bulldings114 X 56 AM 1B for CO.rck Energy Dodo: Location: Construction Type: Glazing Area Percentage: Heating Degree Days: Construction Site: 2003 IECC RIne, Colorado Single Family 5% 6681 Owner/Agent: Designer/Contractor. Coiiipl[onri:: Passes Compliance: T.I% Better Than Cage Maumum LA 180 s ovi UA 106 Assembly Gross Area or Perimeter Cavity Cont. Glazing R-Valuo R-Valcio or Door U -Factor UA Gating 1- Flat Ceiling or Scissor 'Truss W811 1: Wood Frame. 1e- o.c. Wag 7. Wood Frame, 18" a c Window 1 Vinyl Frame -Double Pane Window 2. Vinyl Frame Double Pane Door t Solid Floor 1! An.Wood JoisUTruss Over Unconditioned Space Furnace 1: Forced 1-101 Air7B AFUE Air Conditioner 1. Electric Central Air13 SEER 784 B96 192 46 5 40 784 30.0 19.0 19.0 0.0 0.0 0.0 1g.o 0.0 0 550 0.550 0.350 27 54 6 25 3 14 37 Compliance Slalement Tho proposed building design described hare is consistent with the building plans. specifications, and other calculations submitted with the permit application. The proposed building has been designed to meet the 2003 IECC requirements in REScheck Version 4,1 .3 and to comply with the mandatory requirements Billed In the REScheck 1 pection Checklist. O (& A• L, Wt 1to�.► rover Name - Title / Signature APPROVED BY MAK LINDSAY APR - 2 200g INC Project Tile 14 X 56 AM1B Report data: 0409 Data filename: CiOccuments and Sellingslmlindsa1ADesktoptSlallon Buisdngs114 X 56 AM1B tor CO.rck - Page 1 of 4 ciRES check Software Version 4.1.3 i,,,,,,, Inspection Checklist Date: 02!05109 Ceilings: 0 Ceiling 1: Flat Ceding or Sdsaor Truss, R-30.0 cavity &isolation Comments - Above -Grade Walls: 0 Wall 1: Wood Frame, 16" o.c., R-19.0 cavity Insulation Comments- © Wall 2: Wood Frame, 16' o.c, R-19.0 =wily insulation Commenls• Windows: 0 Window 1 Vinyl Frame:Oouble Pane, U -factor. 0.550 For windows without labeled U•factors, describe features: #Penes _ Frame Type Thermal Break? Yes _ No Comments - 0 Window 2: Vinyl Frame:Double Pane. Udador. 0.550 For windows without labeled U -faders, describe features: ifPerres _ Frame Typo Thermal Break? _ _ Yes _ No Comments Doors: 0 Ooor 1. Solid, U -factor. 0.350 Comments... -- . -....- _. - Floors: 0 Floor 1 AU -Wood JolstfrussOver Unconditioned Space. R-19.0 cavity insulation Comments Heating and Cooling Equipment: 0 Furnace 1: Forced Hot Air. 78 AFUE or higher APPROVED BY MARK LINDSAY Make and Model Number 0 Air Conditioner 1: Electric Central Air: 13 SEER or higher Make and Model Number Air Leakage: O Joints. penetrations, and an olher such openings in the building envelope that are sources of air leakage are sealed O Recessed lights are 1) Type IC rated, or 2) Installed inside an appropriate ale -light assembly with a 0.5' clearance from combustible materials. If non -IC rated. fixtures are inetaled with a 3" clearance from insulation. Skylights: O Minimum insulation requirement for sky5ght shells equal to or greater than 12 inches is R-19. Vapor Retarder. O Installed on the warm -In -winter &de of ail non -vented framed ceifarga, wane, end floors Materials identification: O Materiels and equipment are installed in accordance with the manufaclurefs installation instructions Project Title: 14 X 55 AMIE Dela filename: C: Documents and Se0mgs4rrb►dsaytDeskloptSlallion Bundings%14 X 56 AM1B for CO.rck Page 2 of 4 Report dale: 02105/09 O Materials and equipment am identified so that compliance can be datertnl tad ❑ Manufacturer manuals for all installed heating and coding equipment and service water healing equipment have been prodded. O Insulation R -values and glazing Li -faders are dearly mashed on the building plans or spedIICa43ns. O insulation is installed occurthng to manufacturer's instructions. kn substantial contact with the surface being Insulated. and in a manner that achieves the rated R -value without compressing the insuiarion. Duct Insulation: O Supply ducts in unconditioned attics or outside the building are insulated to at least R-8. O Return ducts in unconditioned aUics or outside the building are insulated to al least R-4. O Supply ducts h unconditioned spaces are insulated to et least R4 O Return ducts In unconditioned spaces (except basements) are insulated to R-2. Insulation is not required on return duds in basements. D Where exterior wails are used es plenums. the wall is insulated to al least R-8. Duct Construction; [] Duct connections to flanges of air distribution system equipment are sealed and mechanically fastened. ID All joints, seems, and connections are securely fastened with welds, gaskets, mastics (adhesives). mastic -plus -embedded -fabric, or tapes. Tapes and mastics aro rated UL 181A or UL 11318 Exceptions: Continuously welded and locking -type longitudinal tants and seams on ducts operating at less than 2 In. w.g. (500 P. • The HVAC system provides a means for balancing air and water systems Temperature Controls: O Thermostats exist for each separate HVAC system A manual or automatic means to partially restrict or shut off the heating and/or cooling input to each zone or floor Is provided. Service Water Heating: I 1 Water heaters with vertical pipe risers have a heat trap on both the Inlet and outlet unless the water heater has an integral heat Trap or is part of a circulating system. O Circulating g hal water pipes are insulated to the levels In Table 1. Circulating Hat Water Systems: • Circulating hal water pipes are insutated to the levels in -rete 1 Swimming Pools' O AM healed swimming pools have an on/off heater switch and a cover unless aver 20% of the heating energy is Irom non-deplatable sources. Pool pumps have a time clack Heating and Cooling Piping insulation: HVAC piping conveying fluids above 105 degrees F or chilled fluids below 55 degrees F are insulated to the levels In Table 2. APPROVED BY APR - 2 2009 JNc MARK LINDSAY Project Title 14 X 56 AM1B Report dale: 02/05!09 .Data fllename:•C:%Documents and ettingsmaiindsay i3 esktop1.51ailion 8uildings114 X 56 AM1B for CO rck Page 3 014 Table 1: Minimum insulation Thickness for Circulating Hot Water Pipes Insulation Thickness in Inches by Pipe Sires Non -Circulating Runoufs Circulating Mains and Runouts Healed Wader Up 1a 1" Up l0 1.25" 1.5" Io 2.0" Over Temperature ("F) 170-180 0 5 1,0 1.5 2.0 140-189 0.5 0,5 1.0 1.5 100-139 0.5 0.5 0 5 1 0 Table 2: Minimum insulation Thickness for HVA C Pipes Piping System Types Fluid Temp, Ran9ern Insulation Thickness In Inches by Pipe Sires 2" Runouts r and Less 1 25"10 2.0" 2.5' t0 4" Healing Systems Low Pressure/Temperature 201-250 1.0 1,5 1.5 2.0 Low Temperature 106-200 0.5 1.0 1.0 1.5 Steam Condensate (for feed water! Any . 1.0 1.0 1.5 2.0 Cooling Systems Chilled Water, Refrigerant and 40-55 0.5 0.5 0.75 1.0 Bring Below 40 1.0 1.0 1.5 1.5 NOTES TO FIELD: (Building Department Use Only) APPROVED BY APR - 2 2009 INC. MARK LINDSAY Project Title: 14 X 56 AMID Oala filename: C_tDocumenls and SeWngslmlindsaylDesklop%SlatEon Buitdings114 X 56 AM1B lot CO.rck Report dale: 02105/09 Page 4 of 4 StaHion OILFIELD SERVICES October 11, 2010 To Whom It May Concern: Stallion Oilfield Services has taken the necessary steps to install the Model 2-1116 anchors on the temporary office unit currently being occupied by Tri-State Trucking, located at 16605 Highway 6 Rifle, CO 81650. The anchors were installed to meet both the manufacturer's specifications and the plans written up for the Tri-State Trucking yard. If there are any questions or concerns regarding this matter please don't hesitate to call the Stallion Oilfield Services office at 970.625.4016. Respectfully, Anthony B. Steele Housing Field Supervisor Stallion Oilfield Services 16605 Hwy 6 Rifle, CO 81650 P.O. l3ox 471 • i 6605 Hwy 6 • Riilc, Colorado 81650.970-625-4016 • Fax 970-625-8898 I. INTRODUCTION PAGE 1 of Et JOHN C. DOEDEN , P.E 01-MH16-TDE In the presence of David Setter of Tiedown Engineering, Inc., K2 Engineering conducted three tests on a cross drive stabilizer plate named 'Stabilized Cross. Drive Anchor'. The undersigned test engi- neer verified that the tests were performed in accordance with the Federal Manufactured Home Construction and Safety Standards. The loading was applied with a 'come -a -long' and cable attached to the anchor head. The tests were performed in "difficult" soil on a plot in Atlanta, GA. Refer to the Data sheet for the soli type and strength. The soil was very dry beyond the depth of the stabilizer plate , leaving the top soil very dense and high in cohesion. II. PROCEDURE The'come-a-long' was attached at the opposite end to an in -ground pole . A steel stand was placed in-line with the cable so that a 45 degree pull on the anchor could be achieved. A dynamometer was installed in the 45 degree cable line to observe and record loads. The stabilizer and anchor were installed strictly in accordance with the standard method outlined in the installation instructions included in this report. The anchor rods used were 30" long x 518" nominal diameter. Two (2) rods were installed through the attached tubes at 45 degrees in each stabilizer. Measurements were taken from the ground as a reference behind the test anchor/stabilizer by means of a steel 'cage' held firmly to the ground and having both vertical and horizontal rulers attached. Observations of movement were recorded at each loading increment. Since the devices are intended to perform in conjunction with previously approved anchors and straps , the type of anchor used was consistent with the actual worst case in-service condition. When the anchors are loaded with their specified working Toads, the vertical components(or components in-line with the anchor shafts) on the anchors are 3150 pounds or less. For the diagonal test loads of this test report the stabilizer plates primarily resisted the horizontal load component and the 2 rods primarily resisted the vertical load component. pl. RESULTS I hereby certify that all the devices tested as described herein , produced by TieDown Engineering, Inc are capable of resisting an ultimate load of 3,300 lbs. per device, when installed according to the Installation Instructions included in this report and within the limitations specified. This certification includes installations within 1500 feet of the coastline. These stabilizer plates are designed for use in temporary foundations to resist Wind loads. Pier heights are limited by the home manufacturer's set-up manual or the authority having jurisdiction when the angle of the straps comply with this test. These stabilizers are acceptable for use in any environment in which the finish meets the required protection and the soil within 12" of the surface is a type 1 or 2 capacity and may not be used in poorer soils. Three attachments are included in the report in addition to the Data : Manufacturer's Drawings, Installation Instructions ,and Pictures of the Test Set-up . This certification report shall remain valid until any aspect of the described devices is altered from the specifications identified herein, or for the maximum period of time identified by the approving authority, whichever comes first. f, Sincerely , ..-• u John C. Doeden, P.E. K2 Engineering , Inc. K2 Structural Designers - Consulting Engineers 111 W.Washington St. , Goshen , IN 46526 DATA FOR SUBJECT : REFERENCE: TIEDOWN ENGINEERING, Inc. PAGE 2 of 8 JOHN C. DOEDEN , P E 01-MH16-TDE DATE: 8 / 17101 REV TEST DATA FOR STABILIZED CROSS DRIVE ANCHOR FMHCSS TEST FOR TIEDOWN DEVICE TIEDOWN ENGINEERING , Inc. K2 ENGINEERING, Inc. TESTING LAB ANCHOR MANUFACTURER 5901 WHEATON DR. , ATLANTA, GA 30336 TESTS PERFORMED AT TIEDO ADDRESS tick. REG r 0:f -c. 26527 ADDRESS Cross Drive Anchor/ Stabilizer (PART No. 59118-1 8 59113) TYPE 3 at 24" Depth( 450 0 in-# ) I at the top 12" (500 in-#) MODEL CLASS • HEAVY 8 Ga. STEEL PIECE (PART No. 59292) ISA STABILIZER PLATE WITH TUBES WELDED TO IT CRISSCROSSING AT THE CENTER TOP, THEN 23!32" DIAMETER x 30" LONG RODS ARE HAMMERED THROUGH THE TUBES AND FULLY SEATED THIS DEVICE RESISTED THE REQUIRED LOAD (PLUS OVERLOAD) AT THE SPECIFIED ANGLE OF PULL THE ANCHOR WAS INSTALLED PER THE INSTRUCTIONS . DESCRIPTION OF ANCHOR IV. DATA HOLD TIME POUNDS F FORCE Preload 5 seconds 5 seconds 5 seconds 5 seconds 5 seconds 5 seconds 5 seconds 5 seconds 5 seconds 5 seconds 5 seconds 0 lbs. 500 Ibs. 1,000 Ibs. 1,500 Ibs. 2,000 Ibs. 2,500 Ibs. 3,000 Ibs. 3,150 Ibs. 3,500 Ibs. 4,000 Ibs. 4,500 Ibs. 4,725 Ibs. 5,000 Ibs, FINAL LOAD MODE OF FAILURE TEST 1 VERTICAL MOVEMENT 0 0.000 0.000 0.000 0.000 0.063 0.125 0.125 TEST 2 TEST 3 HORIZONTAL MOVEMENT 0 0.063 0.125 0.125 0.313 0.500 1.000 1.000 3150# t ULT SOIL YIELD' VERTICAL MOVEMENT 0 0.000 0.000 0.000 0.000 0.000 0.063 0.125 0.250 HORIZONTAL MOVEMENT 0 0.063 0.125 0.188 0.250 0.313 0.500 1.000 1.563 3550#© ULT SOIL YIELD 45 DEGREES VERTICAL MOVEMENT ANGLE OF PULL FROM VERT 45 DEGREES OBSERVATIONS ' ADDITIONAL LOAD APPLIED AT ULTIMATE RESULTED IN EXCESSIVE SOIL YIELDING. DATE OF INSTALLATION I 8/17/01 DATE OF PULL I 8/17/01 8/17/01 8/17/01 0 0.000 0.000 0.125 0.125 0.250 0.313 0.375 HORIZONTAL MOVEMENT 0 D000 0.125 0.250 0.375 0.500 0.750 1.375 3200# ULT' SOIL YIELD 45 DEGREES 8/17101 8/17/01 X -Plate Installation Instructions Engineered for installation into difficult ground conditions that when tested with a soil test probe, exceed 500 in. lbs. ( See Notes ) 23/32" x 30" FSTEEL ROD PART # 59113 (2 Required ) .w---- STABILIZER / ANCHOR PART # 59118-1 (1 Required ) NOTES: 1) For Wind Zone 1 use only. Maximum working load allowed rt�ela�statlatio �of an auger anchorle). 2) For Difficult Soils Onl - Defined as extremely hardpreventing to its full depth using a 112 HP drive machine. Torque probe readings at 12" to 18" of the surface must be 500 in-# or greater.ll in 3) Cross Drive anchor is NOT rated or intended at 40 to 50 degreeslfromct v ert cal.eTh slanch�orcmay not be tion. The angle of the Resultant Load must be appropriate for shearwall or column anchorage. INSTRUCTIONS: Using a soil test probe, determine the soil classification. If the soil is "difficult", as defined in note 2, place the X -Plate parallel to the building being secured with the flat surface to the inside. Pound the plate into the ground so that the upper lip is ground level. Using heavy d onto the back side of the stabhammer or electric hammer il ler pound the rods into the ground through the box tube guides plate. Rods should be installed until only 1" is above the box tubing. Install strap as required.`. TIE DOWN ENGINEERING • '5901 Wheaton Drive • Atlanta GA, 30336 www.tiedown.canti•:(104) 344}0000 % FAX (404) 349.-0401 Page 3 �+� ■ ■Li.IC TRC Section A -A Mat'l. Spec Added Part Changed For Die __ Hole Moved, 11.25 Was 11.50, 10.438 Was 10.500 Note Chgd. 0.625 Was 0.375 -c w a IA OLP Q+ � Part Redesigned z o 1 > W Ce Tie Down Engineering 5901 Wheaton Drive Atlanta, Georgia 30336 TITLE Stabilizer Plate Model No. MLATSTA 'NG. Na 59292 d a Cl 0% n I .ac' ()en in N I N. CO C7 CU CPCr a RI I!7 1 n Q Ca - Q N v. uiv U U7 C) (Lit 4 i i u i a 0 ori Page 4 01 -MH 16-TDE d LJ CO X X 0 0 cu 0) 01 V) 0 A-569 Cornrnercial 59292, Stabilizer Plate a; L 3 In V In c 0 u c U as 3 s3 c l7 I1 Gr 0 w C cD e 1 C• 3 0 A N A d� S L W Page 5 01-MH1G-TQE OJ O z OJ 0 L —1 0 0) F -- 23/32 Dia ASTM A36-96 Steel 5901 Wheaton Drive V -Drive Rod O ✓ H a z U u N 9' I Page 6 01-MH16-TOE z V) cc W 1-- 1=1 1a Kms+ ENGINEERING, INC. S L r u c t u r a l Dee .greys • C n n s u] t t n g E n g i n a e r s VII. PICTURES PAGE 7 01-MH16-TSE 8117/01 Figure 1: Installing Part 59118-1 into Difficult Soils Figure 2: Installing Two Cross Drive Rods (Part 59113) at 90 degrees to each other } s Structural ENGINEERING, INC. D e s i g n e r s • Consulting Engineer q. PAGE 8 01-MH16-TDE 8/17101 VII. PICTURES Figure 3: Setting Device for Taking Measurements Figure 4: Pull at Ultimate Load (at greater than 3" horizontal movement) ❑ Memphis Scale Works, Inc. FAV❑ Ohio Counting Scale/South 0 Alabama Scale Works HotLanta Scale Co. Woor a Chomp DEYIC E LOCATION: DEVICE MFG: CUSTOMER' - l.• . A -, `fir +EVICEIyiODEL#: �� 1 � DEVICE CLASS/TYPE: DCVTCE S/N:$ -7� EVICE CAPACITY: CUSTOMER ASSET/ID#: CALIBRATION DATE DUE:D A Ina DATE PERFORMED: Teatperature: Humidity: TEST PROCEDURES SHIFT: CORNER:_ TOTAL WEIGHT APPLIED: -2-0 C� INDICATED WEIGHT: AS FOUND I 11 '1 314]� 51-61-- 51-- 6] 16l--51-6] AS LEFT AS LEFT 1l_ / O 7 O 2] 3�--�-� 411 CAPACITY TEST (INCREASING LOAD) WEIGHTS APPLIED SERIAL # INDICATED EIGHT AS FOUND a 0 dao Ji 7 TEST WEIGHT R5G. NO.: STATE ISSUE DATE OF ISSUES 2. rte) TATE REG." TECHNICIAN Nro' Its utilized are traceable to the NATIONAL Procedures and the a.ccurncy of the we18. The above Test Pr and ANDARDS AND TECHNOLOGY (N.I.S.T.) Gaithersburg, Mb. The controlling document OF Tolerances and other Technical Requirements dacunncnt i5 N.IS•T, Handbook 44 [5peci£�catiar~s. � for Weighing and Measuring Devices], current year edition. rr. Appendix • 01-MH16-TDE