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HomeMy WebLinkAboutApplication - PermitI Garfield County Building & Planning Department 108 8th Street, Suite #401 Glenwood Springs, Co. 81601 Office :970-945-8212 Fax: 970-384-34 70 Inspec tion Line: 970-384-5003 Building Permit No. Parcel No : 239 3-07 4-00-357 Locality : Job Add ress : 0082 CR 113 Carbondale ------------------------------------------------- Use of Building : mini -st orage ldgs) ----------------------~,_~~---------------- Owner: Aspen Equi ty Gro up Contractor : Cogg ins -Ste wart Canst. Fees: Plan Check : $ 3,568.41 Septic : $ 73.00 Bldg Permit: $ 5,4 89 .86 Other Fees : Total Fees: $ 9,131.27 Clerk : ~ Date: Cj .q_12~ I 2 3 4 5 6 7 8 9 10 II 12 GARF IELD COUNTY BUILDING PERMIT APPLI CAT ION I 08 8'h Street, Suite 40 I, Glenwood Springs, Co 8160 I Phone: 970-945-8212 / Fax: 970-384-3470 /In spection Line: 970-384 -5003 www.garlield-county.com ... Ph: q ·'1;:> · ~"'30 ,7So5 Ph: le '• o Alteration Sept ic: Owners valuat ion of Work: NOTICE I I I I All Ph : L< No . of Floors: "L t Authority. Thi s application for a Buil ding ennit must be. s ig ned by th e Owner o f th e property, d escribed above, or an authorized age nt If the signature below is not that o f th e Owner, a separate letter of authority, signed by the Owner, mu st be provided wi th thi s Applicati on. Lrgal Access. A Building Permit cannot be issued without proof oflegal and adequate access to tlte property for purposes of inspections by the Building Departmen t. Other Permits. Mu ltipl e separa te pennits may be required: (I ) State Electrical Penn it, (2) Co unty ISDS Permit, (3) another p enn it required for use on th e property id entified above, e.g. State or Cou nty Highway/ Road Access or a State Wastewater Discharge Pennit. Void Permit. A Bu ilding Pennit becomes null and void if th e work a uthorized is not commenced within 180 days of the da te of iss uan ce and if work is suspended or abandoned fo r a period of 180 days afler com mencement. CERTIFI CATION I hereby certify that! have read this App li cat ion and that the infonnation contained above is true and correct. !understand that the Building Departmen t acce pts the Application , along with th e plans and s pecificat io ns and oth er data submitt ed b y me or on my bchalf(subminnls), based upon my ccrtHicntion ns to accuracy. Assuming completeness of th e submittals and approval of thi s Appli cation. a Buil ding Pennit will be issued granting pennission to me, as Owner, to construc t th e stru ctur e(s) and faci lities detailed on the subm ittal s reviewed by th e Building Department. In consideration oft he issuance of the Bui ldi ng Penni!, I agree that I and my agents will compl y with provisions of any federal, state or local law re gulating the work and the Garfield Cou nty Bu ilding Code, ISDS regu lations and applicable land use regulations (County Regulation(s)). I ack nowledge that th e Bui lding Penn itmay be suspended or revo ked, upon notice from the County, if th e location, constnrction or use of the stnrcturc(s) and facility(ies), described above, arc not in compliance wi th County Re gul at ion (s) or a ny other applicable law. I hereby gra nt pennission to the Bui lding Department to enter the property, described above, to in spect th e work. I furth er ac know ledge that the issuance of th e Building Permit does not prevent th e Build in g Official from : (I ) requiring th e correc ti on of ermrs in th e submittal s, if any , discovered after iss uance; or (2) stopping constnrc ti on or use of the strncture(s) or facility(ies) if such is in violati on of County Regulation(s) or any oth er applicable law. Review of this Applicati on, including submitta ls, and in spection s of th e work by th e Building De partme nt do not const itute an accep tanc e of responsibili ty or liab ility by the County of errors, omissions or disc.repan cies. As th e Owner, I acknowledge th at re sponsibility for compli ance with federal , state and loca l law s and County Regulat ions rest with me and my authorized agents. in cludi ng with out limit atio n my architect designer, engin ee r and/ or build er. I HER EBY ACKNOWLEDGE THAT I HAVE READ AND UNDE RSTAND THE NOTICE & CERTIFI CATION ABOVE: DATE STAFF USE ONLY Special Conditions: Plan Check Fee: Permit Fee: Manu home Fee: Mise Fees: J~(og .1/ :5'4?f/.Plp Fees Paid : ISD S No & Issued Date: Lj Zoning : The following items are required by Garfield County for a final Inspection: I) 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 off 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. OWN~~ DATE Bapplicationdecember2007 VALUATION FEE DETERMINATION Applicant Address Date ..:.A..:.:s:.~:.pe:..:.n:....:E=.:q..::u.:..:.ity~,_B=-I:..::d....:..A~,..;;;B~, C.;:..:._. -----S ubdivision 0082 C.R. 113 Lot/Block ~~~~~---------8.28 .08 Contractor ~~~----------- Finished (Livable Area): Ma in Upp er Lower Oth er Total Basement: Unfini shed Squ are Feet Valu ati on Conv ers io n o f Unfin is hed to Fini shed Total Va lu ation Ga rage: Ca rp ort: Total Valu ation Crawl Space Total Valu ati on Deck s/ Pati os Total Covered Op en Va lu ation Type of Construction: Occupancy: S-1 Valu ati on sq .ft sq.ft sq.ft sq .ft X $74 .68 0 sq.ft Commercial sq .ft X $41.00 sq.ft X $3 3.68 sq .h X $18.00 sq .hX $12 .00 sq .ft X $9.00 sq.h X $24.00 sq.h X $12.00 32 510 s f X $29.99 sf X s f X sf X s f X s f X 0.00 0.00 0.00 0.00 0.00 974,974.90 Total Valuation 974,974.90 1 ¥4 Js-( 174, q7~-$"ei>, ~\:1 \ ~ ~2 :;:;. 7?-+ • loco J PLAN REVIEW CHECKLIST Applicant \'?4u ~'o/ Date r-2.. t;. 2>R __ rade/Topography 30% )J~tt;fh Residential Plan Review List _~_Minniimmum Application Questionnaire ~· __ Fire Department Review aluation Determination/Fees ~e Plans/Stamps/Sticker ~ach Co 1tions ~cation Signed ____::_Plan ~er To Sign Application ~VSchedule No. ~0# Snowload Letter-Manf. Hms . p{ tf Soils Report GENERAL NOTE S: Planning/Zoning __ Property Line Setbacks ~30ft Stream Setbacks Aood Plain S'u 0 bJAA.~K/ ~Building Height ~ing Sign-off ~Road Impact Fees lV .fl. HOAIDRC Approval ~e/Topography 40% __l2il.._Planning Issu es Msubdiv ision Plat Notes 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. 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. 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 incompliance with the 2003 IBC, !PC, IMC, IFGC, and IFC. Applicants are required to indicate appropriately and to submit completed checklist at time of application for a permit: I. 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 corner of the proposed structure prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Slopes of30% 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 v 2. Does the site plan when applicable include the location of the !.S.O.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 V 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 V 4. Is the !.S.O.S. (Individual Sewage Disposal System) designed, stamped and signed by a Colorado Registered Engineer? Yes V Not necessary for this project __ _ 2 5. 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 V Not necessary for this project. __ _ 6. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the building code or per stamped engineered design? Yes_--\,L. Not necessary for this project __ 7. If the building is a pre-engineered structure, is there a stamped, signed engineered foundation plan for this building? Yes V Not necessary for this project __ 8. 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~ 9. 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_jL_ I 0. Do the plans include design loads as required under the IBC or IRC for roof snow loads, (a minimum of 40 pounds per square foot in Garfield County)? Yes V Not necessary for this project __ II. Do the plans include design loads as required for floor loads under the IBC or IRC? Yes"_L__ Not necessary for this project __ 12. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? YesjL__ Not necessary for this project __ 13. Is the wind speed and exposure design included in the plan? Yes~ Not necessary for this project __ 14. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof raftervoists or trusses? Yes Not necessary for this project __ 3 15. Does the building section drawing or other detail include the method of positive connection of all columns and bea1ps? Yes_V_ Not necessary for this project __ 16. 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_· _Not necessary for this project~ 17. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or Phase II EPA certification? Yes __ Not necessary for this project~ 18. 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~ 19. 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 __ Not necessary for this projectX 20. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes __ Not necessary for this project_J,.L_ 21. 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_V __ 22. Do the plans include a complete design for all mechanic,j>'stems planned for installation in this building? Yes __ No Not necessary for this project 4 23. 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 V 24. 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---t,.L- 25. 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-"",L_ 26. 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 projectL 27. Do the plans indicate that restrooms and access !P the building are handicapped accessible? Yes __ Not necessary for this project_V __ 28. Have two (2) complete sets of construction drawings been submitted with the application? Yes_;.z_ 29. Have you designed or had this plan designed while considering building and other construction code requirements? Yes ----"v:"'- 30. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the G~Ld County Building Department? Yes 31. Do your plans comply with all zoning rules and regulations in the County related to your zone district? For corner ~Le supplemental section 5.05.03 in the Garfield County Zoning Resolution for setbacks. Yes 32. Do you understand that approval for design and/or construction changes are required prior to the impl~7tation of these changes? Yes 5 33. 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 V 34. Are you aware that you are required to call for all inspections required under the IBC including approval on a final inspection prior to receiving a Certificate of Occupancy and occupancy of the building? Yes ·v 35. 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~ 36. 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 7:30a.m. and 3:30p.m. Monday tbrough Friday. Inspections are to be called in to 384-5003. Yes_u 37. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $50.~Linspection fee? Yes 38. 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 cont~the Road & Bridge Department at 625-860 I. See Phone book for other agencies Yes V 39. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to peLinstallations and hookups? The license number will be required at time of inspection. Yes 40. 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 a!)Plication? Your attention in this is appreciated. Yes V 41. Do you know that the local fire district may require you to submit plans for their review of fire safety issues? ) Yes_V __ (Please check with the building department about this requirement) 6 42. 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 _L Not necessary for this project __ /><~ ~-b ~l'tJh ~,. 43. 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-~"'---- I hereby acknowledge that I have read, understand, and answered these questions to the best of my ability. Signature Date ~\'V'OIT --rte.:wl..r fi¥11~ Phone: Cf1o,P\So •'Z..SC&Jays); '11o, "'13<?, 7 SCG' (evenings) Project Name: ·AJ...-1-VAt~ s.b-L-!C ~ Project Address: Oo-82-~ ll ":> ~CoVIV>1 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. BpcommDec2007 7 To: Garfield County Building Department From: Gary Stewart, Owner/Manager of Aspen Equity Group, LLC Re: Building Permit/Owner's Agent/Contractor I hereby authorize Travis Stewart and Steve Coggins to represent my as owner's agents for the construction of the Self Storage Facility located on our property at 0082 County Road 113 (Prior Fun-Land Area on Cattle Creek Road). These gentleman have authority and permission to deal with all communications directly with Garfield County, including but not limited to making deposits, etc. Please feel free to contact me with any questions at 717.309.9054. Authorized Agents Travis Stewart (Cell: 930.2505) Steve Coggins (930.2003) Coggins-Stewart Construction, Inc. 1175 County Road 154, Suite 102 Glenwood Springs, CO 81601 Phone: 970.945.8463 Fax: 970.928.0796 Bill To: Garfield County Road and Bridge Department P.O. Box426 Rifle, CO 81650 Phone-(970)625-8601 Fax-(970)625-8627 Invoice Driveway Permit Number: GRBOS-D-90 Invoice Date: 9/8/2008 Aspen Equity Group, LLC 0082 CR 113 Carbondale ,CO 81623 $75.00 per Driveway Permit. Driveway Permit Fee: ---------- Total Due: Thank You! $75.00 $75.00 Garfield County .. Application for Driveway Permit Person Obtaining Permit: Aspen Equity Group, LLC Application Date: 918/2008 County Road Number: 113 District: Glenwood Permit Number: GRB08-D-90 Termination Date: 10/8/2008 Inspector: Jake Mall hereby requests permission and authority from the Board of County Commissioners to construct a driveway approach (es) on the right-of-way off of County Road.....!.U., 280ft East of Hwy 82 I CR 113, located on the South side of road for the purpose of obtaining access to property. Applicant submits herewith for the consideration and approval of the Board of County Commissioners, a sketch of the proposed installation showing all the necessary specification detail including: I. Frontage of lot along road. 2. Distance from centerline of road to property line. 3. Number of driveways requested 4. Width of proposed driveways and angle of approach. 5. Distance from driveway to road intersection, if any. 6. Size and shape of area separating driveways if more than one approach. 7. Setback distance ofbuilding(s) and other structure improvements. 8. No unloading of equipment on county road, any damage caused to county road will be repaired at subdivision expense. 9. Responsible for two years from the date of completion. General Provisions 1) The applicant represents all parties in interest, and affinns that the driveway approach (es) is to be constructed by him for the bona fide purpose of securing access to his property and not for the purpose of doing business or servicing vehicles on the road right of way. 2) The applicant shall furnish all labor and materials, perfonn all work, and pay all costs in connection with the construction of the driveway(s). All work shall be completed within thirty (30) days of the penni! date. 3) The type of construction shall be as designated and/or approved by the Board of County Commissioners or their representative and all materials used shall be of satisfactory quality and subject to inspection and approval of the Board of County Commissioners or their representative. 4) The traveling public shall be protected during the installation with proper warning signs and signals and the Board of County Commissioners and their duly appointed agents and employee shall be held harmless against any action for personal injury or property damage sustained by any reason of the exercise of the Permit. 5) The Applicant shall assume responsibility for the removal or clearance of snow, ice, or sleet upon any portion of the driveway approach (es) even though deposited on the dtiveway(s) in the course ofthe County snow removal operations. 6) In the event it becomes necessary to remove any right-of-way fence, the posts on either side of the entrance shall be surely braced before the fence is cut to prevent any slacking of the remaining fence and all posts and wire removed shall be turned over to the District Road Supervisor of the Board of County Commissioners. 7) No revisions or additions shall be made to the driveway(s) or its appurtenances on the right-of-way without written permission of the Board of County Commissioners. 8) Provisions and specifications outlined herein shall apply on all roads under the jurisdiction of the Board of County Commissioners of Garfield County, Colorado, and the Specifications, set forth on the attached hereof and incorporated herein as conditions hereof. 9) Final inspection of driveway will be required upon completion and must be approved by person issuing permit or representative of person issuing permit. The inspection and sign off must be done prior to any CO from the Building and Planning Department being issued. 10) Contractor agrees to all Provisions in Exhibit A. Special Conditions: 1. Driveway Width-30ft 2. Culvert required? False Size: by 3. Asphalt or concrete pad required? True Size of pad: 30ft Wide x lOft long x 4in thick 4. Gravel portion required? False Length: 5. Trees, brush and/or fence need to be removed for visibility? False 6. Distance and Direction: 7. Certified Traffic Control Required? False 8. Work zone signs required? True In signing this application and upon receiving authorization and permission to install the driveway approach (es) described herein the Applicant signifies that he has read, understands and accepts the foregoing provisions and conditions and agrees to construct the driveway(s) in accordance with the accompanying specification plmneviewed and approved / _-{ -·· ~by the Board of County Commissioners. Signed: · · _-i'-l~sp.J.el.!n>.J,J:>,.q u,!,,>d-;lG~r~o"up~,JI,:,rc"' ____ ----<)-] J ri \\ Address:-·\\1S Q. ('\ IS I 'tt--/f?, qQ\](Al'Qj ~-CD, 01\J,U Telephone Num ber9=xJQlJE;-.RlJ(a?:> Permit granted 9/8/2008, subject to the provisions, specifications and conditions stipulated herein. For Board of County Commissioners' of Garfield County, Colorado: tJo uh(]etLu / ' Representative of Garfield County Road and Bridge Signature Specifications I. A driveway approach is understood to be that portion of the county road right-of way between the pavement edge and the property line that is designed and used for the interchange of traffic between the roadway and abutting property. 2. At any intersection, a driveway shall be restricted for a sufficient distance from the intersection to preserve the normal and safe movement of traffic. (It is recommended for rural residence entrances that a minimum intersection clearance of 50 feet be provided and for rural commercial entrances a minimum of I 00 feet be provided.) 3. All entrances and exits shall be so located and constructed that vehicles approaching or using them will be able to obtain adequate sight distance in both directions along the county road in order to maneuver safely and without interfering with county road traffic. 4. The Applicant shall not be permitted to erect any sign or display material, either fixed or movable, on or extending over any portion of the county road right-of-way. 5. Generally, no more than one approach shall be allowed any parcel or property the frontage of which is less than one hundred (100) feet. Additional entrances or exits for parcels having a frontage in excess of one hundred 100) feet shall be pennitted only after showing of actual convenience and necessity. 6. All driveways shall be so located that the flared portion adjacent to the traveled way will not encroach upon adjoining property. 7. No commercial driveway shall have a width greater than thirty (30) feet measured at right angles to the centerline of the driveway except as increased by permissible radii. No noncommercial driveway shall have a width greater than twenty (20) feet measured at right angles to the centerline of the driveway, except as increased by permissible radii. 8. The axis of an approach to the road may be at a right angle to the centerline of the county road and of any angle between ninety (90) degrees and sixty (60) degrees but shall not be less than sixty (60) degrees. Adjustment will be made according to the type of traffic to be served and other physical conditions. 9. The construction of parking or servicing areas on the county road right-of-way is specifically prohibited. Commercial establishments for customer vehicles should provide off-the-road parking facilities. I 0. The grade of entrance and exit shall slope downward and away from the road surface at the same rate as the normal shoulder slope and for a distance equal to the width of the shoulder but in no case less than twenty (20) feet from the pavement edge. Approach grades are restricted to not more than ten percent (10%). II. All driveways and approaches shall be so constructed that they shall not interfere with the drainage system of the street or county road. The Applicant will be required to provide, at his own expense, drainage structures at entrances and exits, which will become an integral part of the existing drainage system. The Board of County Commissioners or their representative, prior to installation, must approve the dimensions and types of all drainage structures. Note: This permit shall be made available at the site where and when work is being done. A work sketch or drawing of the proposed driveway(s) must accompany application. No permit will be issued without drawing, blueprint, or sketch. DRIVEWAY PERMIT FORM 1. Permit Owner: IJ~[(~~~i:z::,;r:f-l-:~~G>:i;V-;<1-r.~G-ti:Oi~Ti1 j...l:"j..U""(..1r.-;:a.~ 2. Address: oo8t. ~ \1? 3. City: Carbondale 8162315i'l Glenwood 81601 D New Castle 81647 D Silt 81652 D Rifle 8W50 D Parachute 81635 D Other I I 4. Phone No: 5. County Rd. No.I \1-., ( C.:.n-t.NW-'J PArs) 6. Nearest lnterse~ct;::io-::-n -::-or:-:A:::d:dr~e:::ss:-;:j :;:H=W=;:'f=8='Z.~t=u..==\::\?~====~ 7. Distance from Intersection or Address: LI_Z_,f3""-=o'-:P:.!...:!,..-'-' ------' 8. Direction from Int. or Address: N 0 E ~ S 0 W 0 9. Side of road: N DE D S ~ W D 10. Width of driveway: 30-foot EJ 40-foot D Other L__ ___ _j 11. Culvert required: Yes D No g) 12. Size of culvert required: 12-inch D 15-inch D 18-inch D Other 13. Length of culvert required: 30-foot D 40-foot D Other 14. Asphalt or concrete pad required: yes 1)(1 No D 15. Size of pad: 30-foot wide X 1 0-foot long X 4-inches thick: Yes~ 16. Size of pad: 40-foot wide X 10-foot long X 4-inches thick: Yes D 17. Size of Pad: Other 18. Gravel portion required: Yes D No~ 19. Length of gravel portion: 40-foot [l(l 50-foot D 1 00-foot 0 20. Trees, brush or fence removed for visibility: Yes 0 No~ 21. Distance and direction from driveway to be removed: I 18. No more than 3% slope away from County Rd: 22. Driveway must be constructed so no drainage accesses County Rd. from driveway: 23. Certified traffic control required: Yes 0 No 'k'!' 24. Work zone signage only required: Yes 181' N01J 20. Inspection of driveway will be required upon completion and must be approved by person issuing permit or representative of person issuing permit. ~ ~ c_ . • w II 21. Person issuing permit: le;ll!lao?ta~ ' 22. District permit issued in: 1 ~ 2 0 3 0 Date: 09/03/2008 15:18 970&258&27 GARCO ROAD BRIDGE BOARD OF COON'l'Y COMMISSIONERS 01!' GARFIEJ.D CO'ONTY CERTIFICA-tiON AND AliTinAVXT REG:A!U)ING !LLEGIIL ALIENS The Contractor, whose nama and eignatu~e appear~ belo~, certifies and agrees as follows: 1. The contractor shall comply w.l.th the provisions of C.R.S. 9·17,5-101 ee seq. The Contractor shall not kno9fingly employ or contract with an illegal alien to perfor.m work £or the Board of County CornJ'I'I-issioners of Garfield County, Colorado (~BOCC") or enter into a contract with a subcontractor that knowinqly employs or contracts with an illegal alien. 2. The Contracto~ repre~ents, warrants, and agrees that it has verified that it does not employ any illegal aliens; that it has pare~cipated or attempted to participa.tE! in the Basic Pilot Employment Verification Program administered by the Social Security A.dmlnist~ation s.nd Depat-tment of Homeland Security; and other,ise shall comply ~<i.th the reguirements of c.R.S. 9-17.5-102(2) (b). 3. The Contr&..etor shall comply with all teasonable requests made in the course of an investiqation under C.R.S. 8-17.5-102 by the Colorado Department of Labo~ and Employment. If the Contractor fails to comply with any requirement of this provision or C.R.S. S-17.5~lQl et seq., the BOCC may terminate work fo~ breach and the Contractor shall be liable for actual and consequential damages to the State. 4. If the Cont:r:a.otor i:e a sole p;roprietor, the: unde~.signed he~eby swea..t'.s or affipms under penalty of perjury under the laws of the State of Colorado thet (check OM): ~ I am a United States citizen, or I am a Per~~nent Resident of the United States, or I am lawfully preeent in the United Stat~s pursuant to Fede~al law. I understand that this sworn ata.tem~nt is required by law because I am a sole proprietor enteting into a contract to p~rform work for th~ BOCC. I underetand that state law requires me to provide proof that I am lawfully present in the United States prior to starting work for tne BOCC. l furtner acknowledge that I will comply with the tequir~mento of C.R.s. ?.4-76.5·101 et s®q. and will produce the required £orm of identification prior to starting work. I acknow.l.edgs that making a false, fictitious, or fra:udulent statement or repxesentation in this sworn affidavit is punishable under the cr.iminal laws of Colorado as perjury in the second dagree under C.R.S. lB-8-503~ CERTIFIED and AGREED to this~ day of S:~~' 200j1. CONTRACTOR:~~~ l~tA'~IS: 418f fr-6\J I>JUi (Contractor Full J,egal Name) By: ""' \ 11rr """ • Signature &f ~thorized Rep Immlgretion ~f~tdnvit (OB/015) ri.nal EXHIBIT FEIN or Social Security Number PAGE 03 "' lllf~l~!.i>I~P\'i,IIIIL~U~r,~~Wikfl,~~~~~~,'i ~~~ IIIII , Recept.ion#: 746561 . 04/15/2008 02:45:47 PM Jean Alber1co 1 of 2 Reo Fee:$0.00 Doc Fee:0.00 GARFIELD COUNTY CO ADMINISTRATIVE PERMIT for A tract of Land in Sections 7 & 18, Township 7 South, Range 88 West of the P. M also known as 82 County Road 113 owned by Aspen Equity Group, LLC Parcel ID: 2393-074-00-357 In accordance with and pursuant to Section 6.00 of the Garfield County Zoning Resolution of 1978, as amended, and Resolution No. 2006-79 of the Board of County Conunissioners of Garfield County, State of Colorado, the Director of the Building and Planning Department hereby authorizes, by Administrative Permit, the following activity: The placement of construction grading in the flood-fringe of the designated 1 00-year floodplain of Cattle Creek for the construction of mini-storage units The Administrative Permit is issued subject to the conditions set forth in Exhibit A (attached hereto), 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. BUILDING AND PLANNING DEPARTMENT, GARFIELD COUNTY, COLORADO Director 1111 ~1>\,lf,ri.~HIUtlU~f.~~~N~.~W.~U·IIIIIII Receptionn: 746250 04/09/2008 04:50:40 PM Jean ~lberico 2 of 2 Rec Fee,$0.00 Doc Fee:0.00 GRRFIELD COUNTY CO EXHIBIT A FLOODPLAIN PERMIT-82 County Road 113, Carbondale, CO (Parcel ID No. 239307400357) I. All representations made in the application shall be considered conditions of approval, unless modified by this Exhibit A. 2. No alterations of the floodplain may be made other than the specific improvements noted in the application and shown on drawings by Deric J. Walter, PE 37110, and stamped January 03, 2008. 3. All new construction or substantial improvements shall be designed (or modified) and adequately anchored to prevent flotation, collapse or lateral movement of the structure resulting from hydrodynamic and hydrostatic loads, including the effects of buoyancy. 4. All new construction or substantial improvements shall be constructed with materials resistant to flood damage. 5. All new construction or substantial improvements shall be constructed by methods and practices that minimize flood damage. 6. All new construction or substantial improvements shall be constructed with electrical, heating, ventilation, plumbing, and air conditioning equipment and other service facilities that are designed and/or located so as to prevent water from entering or accumulating within the components during conditions of flooding. 7. All new and replacement water supply systems shall be designed to minimize or eliminate infiltration of flood waters into the system. 8. New and replacement sauitary sewage systems shall be designed to minimize or eliminate infiltration of floodwaters into the system and discharge from the systems into floodwaters. 9. On-site waste disposal systems shall be located to avoid impairment to them or contamination from them during flooding. I 0. No disturbance of a regulated wetland will be allowed. II II W~o '"r,~,11tL!tl,!l'llf,l.,r,~IW.1~LIIIN ~~~~ IIIII Reeeption~: 746250 04/09/2008 04:50:40 PM Jean Alberico 1 of 2 Reo Fee:$0.00 Doc Fee:0.00 GARFIELD COUNTY CO ADMINISTRATIVE PERMIT for A Property described as 82 County Road 113, Carbondale, Colorado (Parcel ID No. 239307400357) In accordance with and pursuant to Section 6.00 of the Garfield County Zoning Resolution of 1978, as amended, and Resolution No. 2006-79 of the Board of County Commissioners of Garfield County, State of Colorado, the Director of the Building and Planning Department hereby authorizes, by Administrative Permit, the following activity: Grading encroachment into Cattle Creek's designated 100-year floodplain. The Administrative Permit is issued subject to the conditions set forth in Exhibit A (attached hereto), 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. BUILDING AND PLANNING DEPARTMENT, GARFIELD COUNTY, COLORADO Drrector To: Garfield County Building Department From: Travis Stewart, Coggins-Stewart Construction, Inc . Re: Building Pe1mit for All Valley Self Storage/Cattle Creek Self Storage Dear Dave and Andy, I'm writing this transmittal to clarify our permit submittal for the Self Storage buildings to be constructed at 0082 CR 113. We are currently operating with a grading , and floodplain permits (I've attached them for your reference). For this submittal we are including the original grading plans as well as the new construction plans for the buildings. For clarity, this package includes: 1. Permit Application and Questionaire 2. Agent Authorization Letter 3. Structural Calculations Packets for all three buildings (A ,B & C) 4 . Structural and Design Drawings (Stamped) 5. Grading Permit Site Plan 6. Septic Drawing/Site Plan 7. Septic Permit Application Should you have any questions or comments, please feel free to contact me at 970.930 .2505. Thanks, \~k- Travis Stewart Coggins -Stewart Construction , Inc. 1175 County Road 154, Suite 102 Glenwood Springs, CO 81601 Phone : 970 .945.8463 Fax: 970.928.0796 STATE OF COLORI\00 Bill Ritter, Jr., Governor James B. Martin, Executive Director Dedicated to protecting and improving the health and environment of the people of Colorado 4300 Cherry Creek Dr. S. Denver, Colorado 80246-1530 Phone (303) 692-2000 TDD Line (303) 691-7700 Located in Glendale, Colorado http://www.cdphe.state.co.us May27, 2008 Laboratory Services Division 8100 Lowry Blvd. Denver, Colorado 80230-6928 (303) 692-3090 Travis J. Stewart, Pres Coggins-Stewart Construction Inc, 1175 CR 154 Ste 102 Glenwood SpringsG!enwood Springs, CO 81611 970/930-2505 RE: Final Permit, Colorado Discharge Permit System-Stormwater Certification No: COR-03D810 Local Contact: Dear Sir or Madam: All Valley Self Storage Garfield County Travis Stewart, PM 970/930-2505 Colorado Department of Public Health and Environment Enclosed please find a copy of the permit and certification which have been issued to you under the Colorado Water Quality Control Act. Your Certification under the permit requires that specific actions be performed at designated times. You are legally obligated to comply with all terms and conditions of the permit. Please read the permit and certification. ·If you have any questions please visit our website at : \V\VW.cdphe.state.co.us/wg/permitsunit/stormwater or contact Matt Czahor at (303) 692-3517. Sincerely, Kathryn Dolan Stormwater Program Coordinator Permits Unit WATER QUALITY CONTROL DIVISION xc: Regional Council of Governments Local County Health Department District Engineer, Technical Services, WQCD Permit File STATE OF COLORI\00 COLORADO DEPARTMENT OF PUBLIC HEALTH AND ENVIRONMENT WATER QUALITY CONTROL DIVISION TELEPHONE: (303) 692-3500 CERTIFICATION TO DISCHARGE UNDER CDPS GENERAL PERMIT COR-030000 STORMWATER DISCHARGES ASSOCIATED WITH CONSTRUCTION Certification Number COR03D810 This Certification to Discharge specifically authorizes: LEGAL CONTACT: Coggins-Stewart Construction Inc LOCAL CONTACT: Travis J. Stewart, Pres Travis Stewart, PM, Coggins-Stewart Construction Inc Phone # 970/930-2505 Il75 CR 154 Ste 102 travis@coggins-stewart.com Glenwood SpringsGlenwood Springs, CO 81611 Phone# 9701930-2505 travis@coggins-stewart. com During the Construction Activity: Commercial Development to discharge stormwater from the facility identified as All Valley Self Storage which is located at: 0082 CR 113 Carbondale, Co Latitude 39/27/25, Longitude 107/15/42 In Garfield County to: Cattle Creek--Roaring Fork River Anticipated Activity begins 05/26/2008 continuing through 08/2112009 On 11.06 acres (3 acres disturbed) Certification is effective: 05/27/2008 Certification Expires: 06/30/2012 Annual Fee: $245.00 (DO NOT PAY NOW-A prorated bill will be sent shortly.) Page 1 of22 Trachte Building Systems, Inc. Project Calculations Per 2006 International Building Code Travis Stewart Carbondale, CO TBS Plan Number : P-37148 May 16 ,2008 Table of Contents B uilding A Buildi ng B Bui lding C Prepared By Sh aun D. D ec ke r R eviewed By Pages A l -A I ? P ages B l -B l4 Pages C l -C l5 JUL 21 2008 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:= 'Travis Stewart' LOCATION := 'Carbondale, CO' PLAN_NUMBER := 'P-37148' BUILDING:= 'A' CODEBODY = 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH in BUILDING HEIGHT f\,itch := 5- ft BUILDING WIDTH ROOF ANGLE 0 = 22.62deg BUILDING LENGTH ROOF TYPE Type:= 'Gable' HEIGHT TO FLOOR OCCUPANCY CATEGORY UseGroup := 'II' Use "I" or 'II" SNOW LOAD PREPARED_BY = 'Shaun D. Decker REVIEWED BY : height := 9-ft+ 4-in BAY WIDTH width := 40· ft PURLIN SPACING length := 17011 INT. PARTITION PANEL lower := 10ft + Bin INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:= 10-ft Pspace := 5ft P~anet := "yes' Bridge:= "yes" GROUND SNOW LOAD P9 := 40-psf ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR Esnow := 'B' LIGHT FRAME WALLS w/ SHEAR PANELS Is= 1 Ct := 1.2 SNOW EXPOSURE Exp := 'Partial' SHORT PERIOD SPECTRAL ACC. ROOF LIVE LOAD l, := 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD P1 := .7-C,·Crls·Pg P1 = 34 psf WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE (TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION Punbalanced = 42 psf crs-=42pv V := 90-mph Ewind = 'B' lw= 1 a= 3.73311 C = 11.8psf D = 2.65 psf G = -7.95psf H = -7.95 psf EDGE DISTANCE EdgeDistance := 3 SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT DEAD lOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION f!F REQUIRED) GAGE OF STRAP Gage := 16 WIDTH OF STRAP w, := 2in NUMBER OF INTERIOR ANCHORS Number_of_lnterior_Anchors := 1 CONCRETE STRENGTH Concrete := 2500 NUMBER OF EXTERIOR ANCHORS Number_of_Exlerior_Anchors := 2 DIAMETER OF ANCHOR AnchorOiame!er := 0.375 p37148a.xmcd /1 1 Sitec1ass := ·o· Ss := 0.413 St := 0.081 Sos = 0.405 S 01 = 0.130 Response = 6 Seismicoc = 'C" Csz = 0.067 DR:= 2-psf Dp := Jpsf Dt := Opsf Dr:= Opsf 5/14/2008 IBCver1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VWL ~ 31861b Vwr ~ 7961b SEISMIC VEL~ 32811b VET~ 1931b PANEL CHECK STRAP BRACES (IF REQUIRED) LONGITUDINAL SHEAR WALL PaneiCheckl ~ 'ok' LONGITUDINAL Strapsl ~ 0 TRANSVERSE SHEAR WALL PaneiCheckr ~ 'ok' TRANSVERSE Strapsr ~ 0 LOCAL FAILURE PaneiCheck ~ 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR ShearWL 1 ~ 211b Upliftwu ~ 5681b Diameterwu ~ 0.375 in Lengthwu ~ 3 in WIND I LONGITUDINAL I EXTERIOR ShearWLx ~ 1181b UpliftwLX ~ 444 tb DiameterwLx ~ 0.375 in LengthwLx ~ 2 in WIND I TRANSVERSE /INTERIOR Shearwr1 ~ 381b Upliftwr 1 ~ 2471b Diameterwr1 ~ 0.375 in Lengthwr1 ~ 2 in WIND I TRANSVERSE I EXTERIOR Shearwrx ~ 2651b Upliftwrx ~ 310 lb Diameterwrx ~ 0.375 in Lengthwrx ~ 2 in SEISMIC I LONGITUDINAL /INTERIOR Shearw ~ 641b Uplifl£u ~ 2211b Diameterw ~ 0.375in LenglhEu ~ 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELx ~ 641b Uplifi£LX ~ 2751b DiamelerELX ~ 0.375 in LenglhELX ~ 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI ~ 91b Uplifi£TI ~ 0 lb DiameterETI ~ 0.375 in LengthETI ~ 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETx ~ 641b Uplifbx ~ o lb DiameterETx ~ 0.375 in LengthETX ~ 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Wpurlin1 ~ 219plf RPurlint ~ 10941b MPurlin1 ~ 2736 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) WPurlinJ ~ 204 plf RPuninJ ~ 1021 lb MPurlinJ ~ 2552 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) WPurlin4 ~ -57 plf RPurlin4 ~ -2831b MPurlin4 ~ -706 f(.lb LOAD COMBINATION 4 (FORMULA 16-14) Wpurlin4e ~ -88 plf RPurlin4ea ~ -380 lb MPurlin4e ~ -1106 ft-lb RPurlin4eb ~ -3051b POSITIVE ROOF PRESSURE RoofPressureP ~ 42 psf NEGATIVE ROOF PRESSURE RoofPressureN ~ -19 psf MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebPR ~ 7 FlangepR ~ 3 GaugePR ~ 14 FypR ~ 33 lnlpR ~ 0.963 PURLIN (SS) Webpss ~ 7 Flangepss ~ 3 Gaugep 8s ~ 12 Fypss ~ 33 lnlpss ~ 0.780 PURLIN (SS wl BRIDGING) Webpsss ~ 7 Flangepsss ~ 3 Gaugep 8ss ~ 14 Fypsss ~ 33 lnlpsss ~ 0.963 PURLIN (WIND, MID, R-PANEL) WebNR ~ 7 FlangeNR ~ 3 Gaug"NR ~ 18 FYNR ~ 33 lntNR ~ 0.379 PURLIN (WIND, MID, SS) WebNss ~ 7 FlangeNSS ~ 3 Gaug"Nss ~ 18 FYNSS ~ 33 lntNss ~ 0.480 PURLIN (WIND, MID, SS wi BRDG.) WebNsSB ~ 7 FlangeNSSB ~ 3 Gaug"NssB ~ 18 FYNSSB ~ 33 lniNSSB ~ 0.379 PURLIN (WIND, END, R-PANEL) WebNRE ~ 7 FlangeNRE ~ 3 GaugeNRE ~ 18 FYNRE ~ 33 lntNRE ~ 0.593 PURLIN (WIND, END, SS) WebNsSE ~ 7 FlangeNSSE ~ 3 GaugeNSSE ~ 18 FYNSSE ~ 33 lniNSSE ~ 0.752 PURLIN (WIND, END, SSw/ BRDG.) WebNsSBE ~ 7 FlangeNSSBE ~ 3 Gaug"NSSBE ~ 18 FYNSSBE ~ 33 lniNSSBE ~ 0.593 p37146a.xmcd II 2 5/14/2008 STUB POST HEADERS IBC ver 1.0 STUB POST HEADER LOADS REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) RH1 ~ 10941b MH1 ~ 5472 ft.lb LOAD COMBINATION 3 (FORMULA 16-13) RH3 ~ 10211b MH3 ~ 5104 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) RH4 ~ -2831b MH4 ~ -1412ft-lb MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION STUB POST HEADERS WebH ~ 9 FlangeH ~ 3.2 Gaug"H ~ 12 FyH ~ 33 lniH ~ 0.818 SMALL STUB POST HEADERS WebHs ~ 5.5 FlangeHs ~ 2 Gaug"Hs ~ 16 FYHS ~ 33 lniHs ~ 0.772 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) pl1 ~ 21891b LOAD COMBINATION 2 (FORMULA 16-12) pl2 ~ 4711b LOAD COMBINATION 3 (FORMULA 16-13) pl3 ~ 19451b M13 = 731.51 ft-lb MEMBER SIZES WEB FLANGE GAGE INTERACTION INTERIOR COLUMN (LC 1 & 2) Web 11 ~ 3.5 Flange11 ~ 2 Gauge11 ~ 14 lnl11 = 0.993 INTERIOR COLUMN (LC 3) Web 13 ~ 999 Flange 13 ~ 999 Gauge13 ~ 999 lnt13 ~ 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PJamb1 ~ 10941b NA LOAD COMBINATION 2 (FORMULA 16-12) PJamb2a ~ 1711b MJamb2a ~ 133ft-lb LOAD COMBINATION 2 (FORMULA 16-12) p Jamb2b ~ 400 lb NA LOAD COMBINATION 3 (FORMULA 16-13) PJamb3a ~ 9241b MJamb3a ~ 99 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) P Jamb3b ~ 1 0961b NA JAMB UNIFORM LOAD WJamb = 137 plf JAMB CHECK JambCheck = "ok" EWJambCheck ~ "ok" MEMBER SIZES WEB FLANGE GAGE INTERACTION JAMB SUPPORT WebJ ~ 2 FlangeJ ~ 1 GaugeJ = 18 lniJ ~ 0.000 LARGE END WALL HEADER CHECK EWheader_check ~ "EW Header O.K." p37148a.xmcd ~ 3 5/14/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16~ 10) Pswt ~ 10941b Msw ~ 1491 ft·lb LOAD COMBINATION 2 (FORMULA 16~ 12) PsW2 ~ 1711b LOAD COMBINATION 3 (FORMULA 16~13) PsWJ ~ 9241b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Webst ~ 3.5 Flangest ~ 1.5 Gaugest ~ 18 lnlst ~ 0.238 SIDE WALL COLUMN, MID (LC: 2) Webs 1 ~ 3.5 Flanges1 ~ 1.5 Gauges 1 ~ 12 lnls 1 ~ 0.729 SIDE WALL COLUMN, MID (LC: 3) Webs3 ~ 3.5 Flanges 3 ~ 1.5 Gauges3 ~ 14 lnls3 ~ 0.975 SW CORNER COLUMN (LC: 1) Webct ~ 3.5 Flangect ~ 1.5 Gaugect ~ 18 Inlet ~ 0.238 SW CORNER COLUMN (LC: 2) Webc1 ~ 3.5 Flangec1 ~ 1.5 Gaugec1 ~ 12 lnlc1 ~ 0.860 SW CORNER COLUMN (LC: 3) Webc 3 ~ 3.5 Flangec3 ~ 1.5 Gaugec 3 ~ 12 lnlc 3 ~ 0.718 END WALL COLUMNS END WALL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 !FORMUL~ 16~10) PEWt ~ 10941b NA NA LOAD COMBINATION 2 (FORMULA 16~ 12) PEW1 ~ 1711b WEW1 ~ 75 plf MEW1 ~ 2928 ft·lb MID LOAD COMBINATION 2 (FORMULA 16~12) NA Wf'N1e ~ 90 plf Mf'N1e ~ 981 ft·lb END LOAD COMBINATION 3 (FORMULA 16~ 13) PEW3 ~ 9241b Wf'N3 ~ 56 plf Mf'N3 ~ 2196 ft·lb MID LOAD COMBINATION 3 (FORMULA 16~ 13) NA wf'N3e ~ 68 plf Mf'N3e ~ 735ft·lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEt ~ 5.5 FlangeEt ~ 1.5 Gaug"Et ~ 18 InlEt ~ 0.228 END WALL COLUMN, MID (LC: 2) WebE 1 ~ 5.5 FlangeE 1 ~ 1.5 Gaug"E1 ~ 12 lntE1 ~ 0.771 END WALL COLUMN, MID (LC: 3) WebEJ ~ 5.5 FlangeE 3 ~ 1.5 Gaug"E3 ~ 12 lntE3 ~ 0.642 END WALL COLUMN, END (LC: 2) WebEte ~ 5.5 FlangeEte ~ 1.5 Gaug"Ete ~ 18 ln!Ete ~ 0.760 END WALL COLUMN, END (LC: 3) WebE1e ~ 5.5 FlangeE 1e ~ 1.5 GaugeE1e ~ 18 ln!E1e ~ 0.733 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS ~ 46plf ~s ~ 230ib MGs ~ 576 ft·lb SIDE WALL GIRT IN END ZONE wGse ~ 55 plf ~Se ~ 2731b MGse ~ 683 ft·lb GIRT IN MiD ZONE WGE ~ 63 plf ~E ~ 3141b MGE ~ 236 ft·lb GIRT IN END ZONE WGEe ~ 76 plf RGEe ~ 3781b MGEe ~ 236 ft·lb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE W.".LL GIRT (MID) WebGs ~ 3.5 FlangeGs ~ 1.75 Gaugecs ~ 18 tniGs ~ 0.857 SiDE WALL GIRT (END) WebGse ~ 3.5 FlangeGse ~ 1.75 Gaugecse ~ 16 ln!Gse ~ 0.774 END WALL GIRT (END) WebGE ~ 5.5 FlangeGE ~ 1.5 GaugecE ~ 18 ln!GE ~ 0.226 p37148a.xrncd ~ 4 5lt412008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEC1 ~ 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEG2 ~ 1711b WEG2 ~ 75plf MEG2 ~ 775 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) PEcJ ~ 9241b WEG3 ~ 56 plf MEcJ ~ 581 ft-lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEGI ~ 3.5 FlangeEG1 ~ 1.5 GaugeEG1 ~ 18 END CLOSET ABOVE HEADER, (LC: 2) WebEc 2 ~ 3.5 FlangeEc 2 ~ 1.5 Gaug"Ec 2 ~ 16 END CLOSET ABOVE HEADER, (LC 3) WebEcJ ~ 3.5 FlangeEcJ ~ 1.5 Gaug"EG3 ~ 16 END CLOSET BEHIND JAMB WebEWGI ~ 3.5 FlangeEWG1 ~ 1.5 GaU98EWG1 ~ 18 END CLOSET BEHIND JAMB WebEWc 2 ~ 3.5 FlangeEWc 2 ~ 1.5 GaU98EWG2 ~ 18 END CLOSET BEHIND JAMB WebEWGJ ~ 3.5 FlangeEWcJ ~ 1.5 GaU98EWG3 ~ 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc ~ 1 STUDS SPACING StudS pacing ~ 16 in STUD LOP.DS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE Wstud ~ 21 plf Mstud ~ 22711-lb SIDE WALL STUD IN END ZONE Wstude ~ 26 plf Mstude ~ 278 ft-lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) Webstud ~ 3.5 Flangestud ~ 2 SIDE WALL STUD (END) .Webstude ~ 3.5 Flangestude ~ 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY Pdown_interior = 21891b Pdown_exterior = 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p37148a.xmcd BearingPressure ~ 1500 psf Slab ~ 5.5 in Padw ~ 'na' in Pad 0 = "na· in A s GAGE Gaugestud ~ 20 Gaugestude ~ 20 UPLIFT UPLIFT P up_;nt ~ 5681b Pup_e>t ~ 4441b IBC ver 1.0 INTERACTION IntEG! ~ 0.286 ln1Ec2 ~ 0.852 ln1Ec3 ~ 0.802 lniEWGI ~ 0.375 lniEWG2 ~ 0.059 lniEWG3 ~ 0.316 INTERACTION lnlstud ~ 0.391 lnlstude ~ 0.480 5/14/2008 Stud Spacing Stud Wall Dead Load Additional DL (Upper/Transverse) Additional DL (Upper/Longitudinal) Additional DL (Lower/Transverse) Additional DL (Lower/Longitudinal) Floor Dead Load Floor Live Load Wall Strap Braces FyL :~ 33000psi CHECK WEDGE BOLTS Sspace := 2·ft Ds :~ 5·psl Dur :~ O·psl DuL :~ O·psf Du :~ O·psf DLL :~ O·psf OF:~ 4B·psf ~L :~ 125· psf Gage of Straps Width of Straps IBC ver 1.0 GageL:~ 16 WsL := 2in Tal~ 2470.061b Suggested Anchor Size (Longitudinal/ Exterior) bEamelerELLE ~ 0.5 in LengthELLE ~ 4in Suggested Anchor Size (Longitudinal/Interior) DiameteriLLE ~ 0.5 in LengthiLLE ~ 2in DEameterELLW ~ 0.5 in LenglhELLW ~ 2in DiameteriLLW ~ 0.5 in LenglhiLLW ~ 2in DEamelerELTW ~ 0.5 in LenglhELTW ~ 3 in DiameteriLTW ~ 0.5 in LengthiLTW ~ 2 in Suggested Anchor Size (Transverse I Exterior) DEamelerELTE ~ 0.5in LengthELTE ~ 2in Suggested Anchor Size (Transverse /Interior) DiameleriLTE ~ 0.5 in LenglhiLTE ~ 2in REACTIONS LONGITUDINAL Maximum Uplift@ Anchor (Interior) UpliftWLL ~ 0 lb UplifiSLL ~ 0 lb (Wind) (Seismic) Number of Straps Required TRANSVERSE Maximum Uplift@ Anchor (Interior) UplifiWTL ~ 0 lb UplifiSTL ~ 0 lb (Wind) (Seismic) Number of Straps Required Maximum Uplift@ Anchor (Exterior) UpliftWLEL ~ 0 lb UpliftSLEL ~ 586.6771b (Wind) (Seismic) Strapsll ~ 21 Number of Straps Used Maximum Uplift@ Anchor (Exterior) UplifiWETL ~ 5271b UplifiSETL ~ 0 lb (Wind) (Seismic) StrapsTL ~ 2 Number of Straps Used EXTERIOR STUD MOMENTS End Zone Mlcse ~ 59971b in Mid Zone MLcs ~ 48861bin p37148a.xmcd Maximum Shear@ Anchor ShearWLL ~ 423.3021b ShearSLL ~ 14441b Strapsll ~ 42 Maximum Shear@ Anchor ShearWTL ~ 1111 lb ShearSTL ~ 891.9261b Slrapsn = 4 I (Wind) (Seismic) (Wind) (Seismic) 5/1412008 STUD AXIAL LOADS Interior Single Stud Header Stud LC1: (D) BLC1LD = 11201b BLC1LS = 1020 lb BLC1HL= 18/0ib LC2: (D + L) BLC2LD = 3620 lb BLC2LS = 3520 lb BLC2HL = 3120 lb LC3: (D + L, or S) BLC3LD = 3209 lb BLC3HL = 3959 lb LC5a: (D + W) BLC5ALD = 26021b BLC5AHL = 1870 lb LC5B: (D +E) BLC5BLD = 34161b BLC5BHL = 22411b LC6a: (D + L, or S + L + W) BLC6ALD = 56731b BLC6AHL = 68351b LC6b: (D + L, or S + L + E) BLC6BLD = 6284 lb BLC6BHL = 71131b Exterior Braces Both Lvls Exterior LC1: (D) na LC2: (D + L) na LC3: (D + L, or S) na LC5a: (D + W) BLC5AEBLa = 21631b LC5b: (D +E) BLC5BEBLa = 28361b LC6a: (D + L, or S + L + W) BLC6AEBLa = 34831b -LC6b: (D + L, or S_t .L +E) BLC6BEBLa = 39881b INTERIOR STUD DESIGN (DOUBLE) WebLD = 3.625 Flan9eLD = 1.5 GaugeLD = 16 A, = 0.493in 2 Fy = 33 ksi L, = 125.5in D D INTERIOR STUD DESIGN (SINGLE) WebLS = 3.625 FlangeLS = 1.5 GaugeLS = 14 A, = 0.573in 2 Fy =33ksi L, = 125.5in D D INTERIOR STUD DESIGN (HEADER STUDS) WebLH = 3.625 FlangeLH = 1.5 GaugeLH = 14 A, = 0.573in 2 Fy =33ksi L,= 125.5in D D EXTERIOR STUD DESIGN, (LOAD CASE Sa) (DOUBLE) WebLED1 = 3.625 FlangeLED1 = 1.5 A, = 0.363 in 2 D p37148a.xmcd Fy =33ksi D GaugeLED1 = 18 L, = 125.5in BLC1 EL = 560 lb BLC2EL = 1810 lb BLC3EL = 16041b BLC5AEL = 6811b BLC5BEL = 910 lb BLC6AEL = 23721b BLC6BEL = 2544 lb ---·-· lnlerLD = 0.80 lnler,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in lnlerLS = 0.89 lnler,q = 'C5.2.1-1' Ly = 62.75 in 4 = 62.75 in lnlerLH = 0.94 lnler,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in lnlerLED1 = 0.79 lnler,q = 'C5.2.1-1' Ly = 62.75in 4 = 62.75in Al IBCver1.0 (wl Brace Above) (wl Brace Above) (w/ Brace Above) (w/ Brace Above) (w/ Brace Above) (w/ Brace Above) (w/ Brace Above) (wi"Brace Above) 5/14/2008 EXTERIOR STUD DESIGN (load Cases 1, 2, 5b, 6b) (DOUBLE) WebLED2 ~ 3.625 FlangeLED2 ~ 1.5 . 2 A, ~ 0.363m D Fy ~33ksi D GaugelED2 ~ 18 L,~ 125.5in EXTERIOR STUD DESIGN, (LOAD CASE 6b) (DOUBLE) ln1erLED2 ~ 0.66 lnler,q ~ 'C5.2.1-1' Ly ~ 62.75in 4 ~ 62.75in WebLED3 ~ 3.625 FlangelED3 ~ 1.5 GaugeLED3 ~ 16 lnlerLED3 ~ 0.72 ln1er,q ~ 'C5.2.1-1' . 2 A, ~0.493m Fy ~33ksi D D L, ~ 125.5in Ly ~ 62.75in 4 ~ 62.75in EXTERIOR STUD DESIGN (D + W )(SINGLE) WebLES1 ~ 3.625 FlangeLES1 ~ 1.5 . 2 A, ~ 0.363m D Fy ~33ksi D GaugeLES 1 ~ 18 L,~ 125.5in EXTERIOR STUD DESIGN (D + l) (SINGLE) WebLES2 ~ 3.625 FlangeLES2 ~ 1.5 3. 2 A, ~ 0.49 m D Fy ~33ksi D GaugeLES2 ~ 16 L, ~ 125.5in EXTERIOR STUD DESIGN (D + L + W) (SINGLE) lnlerLES1 ~ 0.76 lnler,q ~ 'C5.2.1-1' Ly ~ 62.75in 4 ~ 62.75in lnlerLES2 ~ 0.80 lnler,q ~ 'C5.2.1-1' Ly ~ 62.75in 4 ~ 62.75in WeblES3 ~ 3.625 FlangelES3 ~ 1.5 GaugeLES3 ~ 16 lnlerLES3 ~ 0.81 lnlereq ~ 'C5.2.1-1' · A, ~0.493in 2 Fy ~33ksi 0 0 L, ~ 125.5in Ly ~ 62.75in 4 ~ 62.75in CORRIDOR HEADER WebLCH ~ 8.75 FlangeLCH ~ 1.375 GaugeLCH ~ 14 lnlerLCH ~ 0.896 lnlereq ~ 'C5.2.1-2' 9 . 3 s, ~ 2.01 '" D p37148a.xmcd lxe ~ 9.228in 4 D Fy ~ 33ksi D L, ~ 12in t.,. ~ 12in 118 4 ~ 12 in IBCver1.0 5114/2008 Basement Wall Design Height :~ 10· It+ 8· in Width:~ 12·in Earth Pressure y0 :~ 60·pcf Seismic Pressure fc :~ 2500· psi fy :~ 60000· psi Seismic Pressure 1 H . 2 PE :~ -· etght ·YE·ft 2 Earth Pressure 1 . 2 P 0 :~ -·Hetght ·r 0 ·ft 2 Surcharge Pressure Ps := 0.47·y 5 ~1-ft Reactions -Service P0 = 3413.331b Ps = 47plf R1 :~ .5Height{ ~·Yo· Height· It+ .47·y 5 ·ft) Rt ~ 1388.441b Rb = 2526.221b Moment X= 6.0611 rx Yo·ft 2 Mt := J Rt-0.47·y 5 ·ft·X-- 2 - x dx Oft M1 = 5325.52ft·lb Mu = 8520.84 ft·lb p37148a _basement_ wall.xmcd A'1 YE :~ 0· pet Surcharge Ys := 100·psf L0 = 3.56ft 5116/2008 Concrete Design Vertical Bars d :~ Width -1.5· in ( 12·in)·d .[1 _ fy 0.85-fc As_min: 1-2·(_2_)· 0.85·fc Try #6 Bars As_bar := As_6 [ Asbar ( )] Barhor := ( - ) · 12-in max As_min,As Horizontal Bars As_hor :~ 0.0020· ( 12in) ·Width Try #6 Bars As_bar.hor := As_6 Barhor := · 12-in [ As bar.hor ( )] As_hor p37148a _basement_ wall. xmcd d ~ 10.5in As_min = 0.42in 2 Barhor = 12.57in Use #6 bars@ 12" o.c. As_hor ~ 0.29 in 2 Barhor ~ 18.33 in Use #6 bars@ 18" o.c. 5/16/2008 Longitudinal Shear Connection Base Shear vbase := 30.3-kip Length of Supported Wall Floor Deck Gauge (!1) Wall:= 170-ft Fyl := 33·ksi Fu 1 := 45·ksi Support Channel Thickness (t2) Ang!e 1 := 0.0624-in Fy2 := 33·ksi Fu 2 := 45-ksi Check Screw Max Screw Shear Tilting I Bearing I Screw Angle 1 --=2 Deck1 12-241T4 ( ) 0.5 P nsl := 4.2· Angle/·Screwd -Fu 2 Spacing of Screws Spacing:= Floo{WaJl-;..-(vbase + Pscrew),in] Pss := 2100·1b Pnsl = 13501b Pn 5 =9131b p screw = 304 lb Spacing= 20 in Screwd := 0.210·in 12-24/T4 SCREW@ .;:Jo'"o.c.. 1/2"$ WEDGE BOLT~(g'(o.C. SUPPORT CHANNEL {lf'l'te..n.c>r L..:>\.\..U"I\f) ~ '?M> 1'• u_.) Check Wedge Bolt use 112" dia. x 3 in Wedge Bolt Bearing vw8 := I990·Ib (2.5" Embedment; fc=2500 psi) Pn := (4.64·Angle 1 + 1.53·in)·0.5·Anglet"Fu2 Pwb := min(YwB,Pn + 2.22) Spacing of Wedge Bolts Spacingwb := Floo{Wall + (vbase + Pwb) ,in] Check Shear Strength of Support Channel Strength Per Foot Vn := 0.60·Fy2·Angle 1 Base Shear Per Foot Vb := Vbase + Wall Long Shear Conn.xmcd Pn = 25551b Spacingwb =6ft v" = 14826~ ft lb vb = 178- ft An If Vn > Vb member O.K. 5/14/2008 Job Location G....-to.-. 4,.4, Lo Plan# ? 1 I' Z.' 'f'~ d. i'>"'lS I'>'> '?' ~ l9 A. 'D'-1 \los ?, t "? 1 1_' I, ·········~· /r~· '----~ " I'D Sheet# _,___of __ _ By Qua Trachte Building Systems· 314 Wilburn Road, Sun Prairie, WI 53590 · Phone: 800-356-5824 ·Fax: 800-981-9014 1915.eng.Ol/05 Sheet# Plan# By Sor. I --~ i --··--------·-I- I I '18 ,_,' Toh.-\ L=.ul ~ S 0;;(5•;-; ;, _:,-DO j""f ~ J. 9 S /j - !)/,_• 12-"~'-15. t~;z,·· 1. of __ _ Date s)ltdo& Trachte Building Systems· 314 Wilburn Road, Sun Prairie, WI 53590 · Phone: 800-356·5824 · Fax: 800-981-9014 1915.eng .01/05 CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 s~"'L.... eo~(\ :s' Fn>M Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM \-'~ By: Mali M. Butteris + Section Inputs Material: A653 SS Grade 33 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu work of forming. 29500000 psi 33000 psi 45000 psi Warping Constant Override, Cw Torsion __ Constant Override, J 0 in"'6 0 in"'4 Stiffened -·channel, Thickness o .1045 in Placement of Part from Origin: X to center of gravity Y to center of gravity 0 in 0 in Outside dimensions, Open shape 1 2 3 4 5 Length Angle Radius (in) (deg) (in) 0.6773 270.000 0.19400 2.1986 180.000 0.19400 3.7306 90.000 2.1986 0.6673 0.000 -90.000 0.19400 0.19400 0.19400 Web None Single Cee Single None k Coef. 0.000 0.000 0. 000 0.000 0. 000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.3386 1.0993 1.8653 1.0993 0.3336 CFS Version 5.0.2 Section: 12 ga Interior Column.sct 21.333 Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris Page 2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 15.000 ft Ly 1. 000 ft Lt 8.833 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My Vx (lb) (lb-ft) (lb) (lb-ft) (lb) Entered 1945.0 731.5 0.0 0.0 0.0 Applied 1945.0 731.5 0.0 0.0 0.0 Strength 4340.1 1765.1 4052.3 576.4 4142.3 Effective section properties at applied loads: Ae 0.90201 in"'2 Ixe 2.0009 in"4 Iye 0.5910 in''"4 Sxe (t) 1. 0719 in"'3 Sye (l) 0. 7298 in"'3 Sxe (b) 1. 0735 in"'3 Sye (r) 0.4256 in ... 3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.448 + 0.515 + 0.000 = 0. 963 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My) 0.118 + 0.414 + 0 . ()-GO = 0.532 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.172 + 0.000)= 0.414 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 Do~iol.Q. Cvl..un--,(\ c..k p e.evl Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris + Section Inputs Material: A653 SS Grade 33 No strength increase from cold work of forming. Modulus of Elasticity, E 29500000 psi Yield Strength, Fy 33000 psi Tensile Strength, Fu 45000 psi Warping Constant Override, Cw 0 inA6 TOrsion Constant Override, J 0 inA4 Stiffened Channel, Thickness 0.1045 in Placement of Part from Origin: X to center of gravity o in Y to center of gravity Outside dimensions, Open shape 0 in 1 2 3 4 5 Length Angle Radius {in) {deg) {in) 0.6773 270.000 0.19400 2.1986 180.000 3.7306 2.1986 0.6673 90.000 0.000 -90.000 0.19400 0.19400 0.19400 0.19400 Web None Single Cee Single None k Coef. 0.000 0.000 0.000 0.000 0.000 Hole Size {in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance {in) 0.3386 1.0993 1.8653 1.0993 0.3336 CFS Version 5.0.2 Section: 12 ga Interior Column.sct 21.333 Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris Page 2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 17.167 ft Ly 1. 000 ft Lt 8.833 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flangeo None Moment Reduction, Ro 0.0000 Loads: p Mx Vy My Vx (lb} (lb-ft} (lb} (lb-ft} (lb} Entered 972.5 365.8 0.0 0.0 0.0 Applied 972.5 3 65. 8 0.0 0.0 0.0 Strength 3840.8 1765.1 4052.3 568.7 4142. 3 Effective section properties at applied loads: Ae 0.90201 in'"'2 Ixe 2.0009 in"'4 Iye 0.5910 in"'4 Sxe(t} 1.0719 in"3 Sye (l} 0. 72 98 inA3 Sxe(b} 1.0735 in .... 3 Sye (r} 0.4256 in"3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My} 0.253 + 0.237 + 0.000 = 0.491 <= 1.0 NAS Eq. C5.2.1-2 (P, Mx, My} 0.059 + 0.207 + 0.000 = 0.266 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy} Sqrt(0.043 + 0.000}= 0.207 <= 1.0 NAS Eq. C3.3.1-1 (My, Vx} Sqrt(O.OOO + 0.000}= 0.000 <= 1.0 CUSTOMER :~ 'Travis Stewart' LOCATION:~ 'Carbondale,CO' PLAN_NUMBER :~ 'P-37148' BUILDING :~ 'B' CODEBODY ~ 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH ROOF ANGLE 0 ~ 22.62deg ROOF TYPE OCCUPANCY CATEGORY SNOW LOAD Type:~ 'Gable' UseGroup :~'II' TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS BUILDING HEIGHT BUILDING WIDTH BUILDING LENGTH HEIGHT TO FLOOR Use 'I' or'll' PREPARED_BY ~ 'Shaun D. Decker' REVIEWED BY: height·.~ 9-ft+ 0-in BAY WIDTH width :~ 40-ft PURLIN SPACING length :~ 250ft INT. PARTITION PANEL !ower:= Oft+ Oin INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:~ 10-ft Pspace := 5·ft P~anel :~'yes' Bridge :~ 'yes' GROUND SNOW LOAD P9 :~ 40-psf ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY Esnow := "B' LIGHT FRAME WALLS w/ SHEAR PANELS SNOW IMPORTANCE FACTOR THERMAL FACTOR SNOW EXPOSURE ROOF LIVE LOAD Is~ 1 Ct:=1.2 Exp := 'Partial' SHORT PERIOD SPECTRAL ACC. ~ := 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD Pr := .7-Ce·Crls·Pg P1 = 34 psf SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE (TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION P unbalanced = 42 psf Ps=42psf V :~ 90-mph Ewind = 'B' lw ~ 1 a~ 3.611 C ~ 11.8psf D ~ 2.65 psf G ~ -7.95 psi H ~ -7.95 psf EDGE DISTANCE EdgeDistance :~ 3 DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION (IF REQUIRED! GAGE OF STRAP Gage:~ 16 WIDTH OF STRAP w5 :~ 2in NUMBER OF INTERIOR ANCHORS Number_of_lnterior_Anchors :~ 1 CONCRETE STRENGTH Concrete :~ 2500 NUMBER OF EXTERIOR ANCHORS Number_of_Exlerior_Anchors :~ 2 DIAMETER OF ANCHOR AnchorOiameter := 0.375 p371488_9ft_eave.xmcd ~ 1 Siteclass :-= '0' Ss := 0.413 St :~ 0.081 Sos ~ 0.405 S01 = 0.130 Response~ 6 Seismic 0c = ·c· Csz ~ 0.067 DR:~ 2-psf Dp :~ 3psf DL :~ 0-psf DT :~ Opsf 5/15/2008 JBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VwL ~ 31071b Vwr ~ 7771b SEISMIC VEL~ 48251b VET~ 1931b PANEL CHECK STRAP BRACES (IF REQUIRED\ LONGITUDINAL SHEAR WALL PaneiCheckl ~ 'ok' LONGITUDINAL SlrapsL ~ 0 TRANSVERSE SHEAR WALL PaneiCheckr ~ 'ok' TRANSVERSE Strapsr ~ 0 LOCAL FAILURE PaneiCheck ~ 'ok' ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL /INTERIOR Shearwu ~ 14 lb Upliftwu ~ 4561b DiameterWLI ~ 0.375 in Lenglhwtt ~ 2 in WIND I LONGITUDINAL I EXTERIOR ShearwLX ~ 1151b UpliftwLX ~ 3321b DiameterWLX ~ 0.375 in LengthwLX ~ 2 in WIND I TRANSVERSE /INTERIOR Shearwr1 ~ 371b Upliltwn ~ 24 71b Diameterwr 1 ~ 0.375 in Lengthwr 1 ~ 2 in WIND I TRANSVERSE I EXTERIOR Shearwrx ~ 2591b Upliftwrx ~ 2991b Diameterwrx ~ 0.375 in Lengthwrx ~ 2 in SEISMIC I LONGITUDINAL /INTERIOR Shearw ~ 641b Uplillfu ~ 2151b Diameter ELl ~ 0.375 in Lenglhw ~ 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELX ~ 641b Uplili£LX ~ 2691b DiameterELX = 0.375 in LengthELx ~ 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI ~ 91b Uplillfn ~ 0 lb DiameterETI ~ 0.375in LengthEn ~ 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETX ~ 641b Upliftnx ~ o lb DiameterETx ~ 0.375 in LengthETX ~ 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Wpu~lnl ~ 219pll Rpu~inl ~ 10941b Mpu~lnl ~ 2736 ft·lb LOAD COMBINATION 3 (FORMULA 16-13) Wpu~in3 ~ 204 pll Rpurf~nJ ~ 10211b Mpu~in3 ~ 2552 ft-lb LOAD COMBINATION 4 (FORMULA 16-14) Wpu~in4 ~ -57 pll Rp,~;n4 ~ -2831b Mpu~in4 ~ -706ft·lb LOAD COMBINATION 4 (FORMULA 16-14) WpurJin4e = -88 p!f Rpu~in4ea ~ -3771b Mpurfin4e ~ -1106ft-lb Rpurfin4eb ~ -3031b POSITIVE ROOF PRESSURE RooiPressureP ~ 42 psi NEGATIVE ROOF PRESSURE RooiPressureN ~ -19 psi MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebpR ~ 7 FlangepR ~ 3 GaugepR ~ 14 FypR = 33 lntPR ~ 0.963 PURLIN (SS) Webpss ~ 7 Flangepss ~ 3 Gaugepss ~ 12 Fypss ~ 33 lntpss ~ 0.780 PURLIN (SSw/ BRIDGING) Webpsss ~ 7 Flangepsss ~ 3 Gaugepsss = 14 Fypsss ~ 33 lntpsss ~ 0.963 PURLIN (WINO, MID, R-PANEL) WebNR ~ 7 FlangeNR ~ 3 GaugeNR = 18 FYNR ~ 33 ln!NR ~ 0.379 PURLIN (WIND, MID, SS) WebNss ~ 7 FlangeNss ~ 3 Gaug"Nss ~ 18 FYNSS ~ 33 lntNss ~ 0.480 PURLIN !WINO, MID, SS wi BRDG.) WebNSSB ~ 7 FlangeNSSB ~ 3 Gaug"NSSB = 18 FYNSSB = 33 ln!NSSB = 0.379 PURLIN (WINO, END, R-PANEL) WebNRE ~ 7 FtangeNRE = 3 GaugeNRE ~ 18 FYNRE ~ 33 ln!NRE = 0.593 PURLIN (WIND, END, SS) WebNSSE = 7 FlangeNSSE = 3 GaugeNsSE ~ 18 FYNSSE = 33 ln!NSSE ~ 0.752 PURLIN (WIND, END, SSw/ BROG.) WebNSSBE = 7 FlangeNSSBE = 3 Gaug"NSSBE ~ 18 FYNSSBE ~ 33 ln!NSSBE = 0.593 p37148B _9ft_eave.xmcd f) 2 5/15/2008 STUB POST HEADERS STUB POST HEADER LOADS REACTION MOMENT LOAD COMBINATION 1 {FORMULA 16~10) RH1 ~ 10941b MH1 ~ 5472ft·lb LOAD COMBINATION 3 {FORMULA 16~13) RH3 ~ 10211b MH3 ~ 5104 ft·lb LOAD COMBINATION 4 {FORMULA 16~14) RH4 ~ -2831b MH4 ~ -1412fl·lb MEMBER SIZES WEB FLANGE GAGE YIELD STUB POST HEADERS WebH ~ 9 FlangeH ~ 3.2 Gaug% ~ 12 FyH ~ 33 SMALL STUB POST HEADERS WebHs ~ 5.5 FlangeHs ~ 2 Gaug%8 ~ 16 FYHS ~ 33 INTERIOR COLUMNS INTERIOR COLUMi·~ LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 {FORMULA 16~10) P11 ~ 21891b LOAD COMBINATION 2 (FORMULA 16~ 12) pl2 ~ 4651b LOAD COMBINATION 3 (FORMULA 16~ 13) pl3~19401b M13 ~ 704.167fl·lb MEMBER SIZES WEB FLANGE INTERIOR COLUMN (LC: 1 & 2) Web 11 ~ 3.5 Flange11 ~ 2 INTERIOR COLUMN (LC: 3) Web 13 ~ 999 Flange 13 ~ 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD LOAD COMBINATION 1 {FORMULA 16~10) PJambl ~ 10941b LOAD COMBINATION 2 {FORMULA 16~12) PJamb2a ~ 591b LOAD COMBINATION 2 {FORMULA 16~12) PJamb2b ~ 3941b LOADCOMBINATION3{FORMULA 16~13) PJambJa ~ 8401b LOAD COMBINATION 3 {FORMULA 16~ 13) PJambJb ~ 10911b JAMB UNIFORM LOAD WJamb ~ 137plf JAMB CHECK MEMBER SIZES JAMB SUPPORT JambCheck ~ "ok" EWJambCheck ~ "ok" FLANGE FlangeJ ~ 1 LARGE END WALL HEADER CHECK EWheader_check ~ "EW Header OX" p371488 _9ft_ eave.xmcd j) 3 GAGE Gaug~1 ~ 14 Gauge13 ~ 999 MOMENT NA MJamb2a ~ 124 ft·lb NA MJamb3a ~ 93 ft·lb NA GAGE GaugeJ ~ 18 IBC ver 1.0 INTERACTION lniH ~ 0.818 lntHs ~ 0.772 INTERACTION ln1 11 ~ 0.946 ln113 ~ 999 INTERACTION lniJ ~ 0.000 5/15/2008 SIDE WALL COLUMNS JBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Pswt ~ 10941b Msw ~ Oft-lb LOAD COMBINATION 2 (FORMULA 16-12) Psw2 ~ 591b LOAD COMBINATION 3 (FORMULA 16-13) Psw 3 ~ 840ib MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Webs 1 ~ 3.5 Flanges 1 ~ 1.5 Gauges 1 ~ 18 lnlst ~ 0.201 SIDE WALL COLUMN, MID (LC: 2) Webs 2 ~ 3.5 Flanges 2 ~ 1.5 Gauges 2 ~ 18 lnls2 ~ 0.113 SIDE WALL COLUMN, MID (LC: 3) Webs 3 ~ 3.5 Flanges 3 ~ 1.5 Gauges 3 ~ 18 lnls3 ~ 0.154 SW CORNER COLUMN (LC: 1) Webc 1 ~ 3.5 Flangec 1 ~ 1.5 Gaugec 1 ~ 18 Inlet ~ 0.201 SW CORNER COLUMN (LC: 2) Webc 2 ~ 3.5 Flangec 2 ~ 1.5 Gaugec2 ~ 12 lnlc2 ~ 0.728 SW CORNER COLUMN (LC: 3) Webc 3 ~ 3.5 Flangec 3 ~ 1.5 Gaugec3 ~ 14 lntc 3 ~ 0.975 END WALL COLUMNS !;NO WALL LO.I1DS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEwl ~ 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEwl ~ 591b WEW2 ~ 75plf MEW2 ~ 2823 ft-lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA WEW2e ~ 90 plf MEW2e ~ 914 ft-lb END LOAD COMBINATION 3 (FORMULA 16-13) PEW3 ~ 8401b WEWJ ~ 56plf MEW3 ~ 2117ft-lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEWJe '= 68 plf MEw3e ~ 686 ft-lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEt ~ 5.5 FlangeE 1 ~ 1.5 GaU9"Et ~ 18 InlEt ~ 0.223 END WALL COLUMN, MID (LC: 2) WebEl ~ 5.5 FlangeE 2 ~ 1.5 Gaug"E2 ~ 12 ln1E2 ~ 0.734 END WALL COLUMN, MID (LC: 3) WebEJ ~ 5.5 FlangeE3 ~ 1.5 Gaug"E3 ~ 12 ln1E3 ~ 0.611 END WALL COLUMN, END (LC: 2) WebEte ~ 5.5 FlangeEie ~ 1.5 Gaug"Eie ~ 18 lniEte ~ 0.687 END WALL COLUMN, END (LC: 3) WebEle ~ 5.5 FlangeEle ~ 1.5 Gaug"E2e ~ 18 lniEle ~ 0.676 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS ~ 45 plf RGs ~ 2231b MGs ~ 556 ft-lb SIDE WALL GIRT IN END ZONE wGse ~53 plf Rcse = 2651b MGse ~ 661 ft·lb GIRT IN MID ZONE WGE = 63 plf RcE = 3141b MGE = 236 ft-lb GIRT lr< END ZONE WGEe = 76 plf RcEe = 3781b MGEe = 236 ft-lb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL GIRT (MID) WebGs = 3.5 FlangeGs = 1.75 Gaugecs = 18 lniGs = 0.828 S!DE WALL GIRT (END) WebGse = 3.5 FlangeGse = 1.75 Gaugecse = 18 lntGse = 0.984 END W.~LL GIRT (END) WebGE = 5.5 FlangeGE = 1.5 GaugecE = 18 ln!GE = 0.226 p371488_9rt_eave.xmcd ll 4 5115/2008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEel = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEG2 = 591b WEC2 = 75 plf MEC2 = 775 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) PEG3 = 840 lb WEG3 = 56 plf MEcJ = 581 ft·lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEct = 3.5 FlangeEct = 1.5 Gaug"Ect = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEG2 = 3.5 FlangeEc 2 = 1.5 GaU9"EG2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEG3 = 3.5 FlangeEGl = 1.5 Gaug"EG3 = 16 END CLOSET BEHIND JAMB WebEWct = 3.5 FlangeEWct = 1.5 Gaug"EWGt = 18 END CLOSET BEHIND JAMB WebEWG2 = 15 FlangeEWG2 = 1.5 GaugeEWc 2 = 18 END CLOSET BEHIND JAMB WebEWcl = 3.5 FlangeEWC3 = 1.5 GaugeEWcJ = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc = 1 STUDS SPACING SludSpacing = 16 in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE wstud = 21 plf Mstud = 211 ft-lb SIDE WALL STUD IN END ZONE wstude = 26 plf Mstude = 260ft-lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) Webstud = 15 Flangestud = 2 SIDE WALL STUD (END) Webstude = 15 Flangestude = 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY Pdown_interior == 21891b Pdown_exterior = 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p371488 _9ft_eave.xmcd BearingPressure = 1500 psi Slab = 5.5 in Padw = "na" in Pad0 == 'na' in 0 5 GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT Pup_int = 4561b Pup_ext = 3321b IBC ver 1.0 INTERACTION lniEct = 0.286 ln1Ec2 = 0.828 ln1Ec3 = 0.785 lniEWct = 0.375 lntEWc 2 = 0.020 lniEWCl = 0.288 INTERACTION lntstud = 0.364 lnlstude = 0.448 5/15/2008 CUSTOMER:~ 'Travis Stewart' LOCATION :~ 'Carbondale, CO' PlAN_NUMBER :~ 'P-37148' BUILDING :~ 'B' CODE BODY ~ 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH in f\,itch :~ 5ft ROOF ANGLE 0 ~ 22.62deg ROOF TYPE Type:~ 'Gable' OCCUPANCY CATEGORY UseGroup :~ 'II' SNOW LOAD TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS BUILDING HEIGHT BUILDING WIDTH BUILDING LENGTH HEIGHT TO FLOOR Use'l' or'll' PREPARED_BY ~ 'Shaun D. Decke~ REVIEWED BY : height:~ 12·ft + O·in BAY WIDTH width :~ 40· ft PURLIN SPACING length :~ 250ft INT. PARTITION PANEL lower := Oft + Oin INT. lATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:~ 10·1! Pspace :~51! P~anel :~ 'yes' Bridge :~ 'yes' GROUND SNOW LOAD p g :_~ 40·pSf ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE ClASS EQUIVALENT lATERAL FORCE SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR Esnow := "B" LIGHT FRAME WALLS wl SHEAR PANELS Is~ 1 c, :~ 1.2 SNOW EXPOSURE Exp :~ 'Partial' SHORT PERIOD SPECTRAL ACC. ROOF LIVE LOAD lr :~ 20psf 1 SECOND PERIOD SPECTRAL ACC. FlAT ROOF SNOW LOAD UNBAlANCED SNOW LOAD SNOW LOAD USED IN DESIGN WIND LOAD P1 :~ .7-Ce·Crls·P 9 P1 ~ 34psf WIND VELOCITY WIND EXPOSURE CATEGORY WINO IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE (TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION Punbalanced = 42 psf Ps ~ 42psf V :~ 90·mph Ewind = 'B' lw ~ 1 a~ 4ft c~ 11.8psf 0 ~ 2.65 psf G ~ -7.95 psf H ~ -7.95 psf EDGE DISTANCE EdgeDislance :~ 3 SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION (IF REQUIRED) GAGE OF STRAP Gage:~ 16 WIDTH OF STRAP w5 :~ 2in NUMBER OF INTERIOR ANCHORS Number_of_lnlerior_Anchors :~ 1 CONCRETE STRENGTH Concrete :~ 2500 NUMBER OF EXTERIOR ANCHORS Number _of_Exterior _Anchors :~ 2 DIAMETER OF ANCHOR AnchorDiameter := 0.375 p37148B_12ft_eave.xmcd B!o Sitecrass := "D' Ss :~ 0.413 St :~ 0.081 Sos ~ 0.405 S01 ~ 0.130 Response~ 6 Seismicoc = ·c· c,, ~ 0.067 DR:~ 2·psf Dp :~ 3-psf OL :~ O·psf Dr:~ Opsf 511512008 JBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VWL ~ 38151b Vwr ~ 9541b SEISMIC VEL~ 48251b VET~ 1931b PANEL CHECK STRAP BRACES (IF REQUIRED\ LONGITUDINAL SHEAR WALL PaneiCheckL ~ "ok" LONGITUDINAL Strapsl ~ 0 TRANSVERSE SHEAR WALL PaneiCheckr ~ "ok" TRANSVERSE Strapsr ~ 0 LOCAL FAILURE PaneiCheck ~ "ok" ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WIND I LONGITUDINAL I INTERIOR ShearWLI ~ 171b UpliftWLI ~ 5491b Diamelerwu ~ 0.375in LengthWLt ~ 2in WIND I LONGITUDINAL I EXTERIOR ShearwLx ~ 1411b UpliflwLX ~ 4251b DiamelerWLx ~ 0.375in LenglhwLX ~ 2 in WIND I TRANSVERSE I INTERIOR Shearwr 1 ~ 451b Upliflwrt ~ 2471b Diamelerwr1 ~ 0.375 in Lenglhwr 1 ~ 2in WIND I TRANSVERSE I EXTERIOR Shearwrx ~ 3181b Upliflwrx ~ 4101b Diamelerwrx ~ 0.375 in Lengthwrx ~ 2in SEISMIC I LONGITUDINAL I INTERIOR ShearELI ~ 641b Upliflcu ~ 2721b DiameterEU ~ 0.375in LengthEU ~ 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELX ~ 641b Upliflnx ~ 3271b DiameterELX ~ 0.375in LengthELx ~ 2 in SEISMIC I TRANSVERSE I INTERIOR ShearETI ~ 91b Upliftcn ~ 0 lb DiameterETI ~ 0.375in LengthEn ~ 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETx ~ 641b Upliflcrx ~ 41b DiamelerETX ~ 0.375in LengthETx ~ 2in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) WPurlin1 ~ 219 plf Rpurlin1 ~ 10941b Mpurfin1 ~ 2736 ft·lb LOAD COMBINATION 3 (FORMULA 16-13) WpurfinJ ~ 204 plf RPurflnJ ~ 10211b MPurlinJ ~ 2552 ft·lb LOAD COMBINATION 4 (FORMULA 16-14) WPurlin4 ~ -57 plf RPurlin4 ~ -2831b MPurlin4 ~ -706ft·lb LOAD COMBINATION 4 (FORMULA 16-14) WPurlin4e ~ -88 plf RPurlin4ea ~ -3851b MPurlin4e ~ -1106ft·lb RPurlin4eb ~ -3081b POSITIVE ROOF PRESSURE RoofPressureP ~ 42 psf NEGATIVE ROOF PRESSURE RoofPressureN ~ -19 psf MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebpR ~ 7 FlangePR ~ 3 GaugepR ~ 14 FypR ~ 33 lntpR ~ 0.963 PURLIN (SS) Webpss ~ 7 Flangepss ~ 3 Gaugepss ~ 12 Fypss ~ 33 lntpss ~ 0. 780 PURLIN (SSw/ BRIDGING) Webpsss ~ 7 Flangepsss ~ 3 Gaugepsss ~ 14 Fypsss ~ 33 lnlpsss ~ 0.963 PURLIN (WIND, MID, R-PANEL) WebNR ~ 7 FlangeNR ~ 3 GaugeNR ~ 18 FYNR ~ 33 lntNR ~ 0.379 PURLIN (WINO, MID, SS) WebNss ~ 7 FlangeNss ~ 3 GaugeNSS ~ 18 FYNSS ~ 33 lntNss ~ 0.480 PURLIN (WIND, MID, SS wi BROG.) WebNsss ~ 7 FlangeNsss = 3 GaugeNSSB ~ 18 FYNSSB ~ 33 lntNSSB ~ 0.379 PURLIN (WIND, END, R-PANEL) WebNRE = 7 Fl angeNRE = 3 GaugeNRE ~ 18 FYNRE = 33 lntNRE = 0.593 PURLIN (WINO. END, SS) WebNSSE = 7 FlangeNSSE ~ 3 GaugeNSSE = 18 FYNSSE ~ 33 lntNSSE ~ 0. 752 PURLIN (WIND, END, SS wl BRDG.) WebNsSBE = 7 FlangeNSSBE ~ 3 GaugeNSSBE = 18 FYNSSBE ~ 33 lntNSSBE ~ 0.593 p371488_12ft_eave.xmcd 5/15/2008 STUB POST HEADERS JBC ver 1.0 STUB POST HEADER LOADS REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16~10) RH1 ~ 10941b MHI ~ 54721Ub LOAD COMBINATION 3 (FORMULA 16~13) RH3 ~ 10211b MH3 ~ 5104 ft-lb LOAD COMBINATION 4 (FORMULA 16~ 14) RH4 ~ -2831b MH4 ~ -141211-lb MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION STUB POST HEADERS WebH ~ 9 FlangeH ~ 3.2 Gaug"H ~ 12 FyH ~ 33 lniH ~ 0.818 SMALL STUB POST HEADERS WebHs ~ 5.5 FlangeHs ~ 2 Gaug"Hs ~ 16 FYHS ~ 33 lniHs ~ 0.772 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16~ 10) pl1 ~ 21891b LOAD COMBINATION 2 (FORMULA 16~ 12) pl2 ~ 5221b LOAD COMBINATION 3 (FORMULA 16~ 13) pl3 ~ 19831b M13 ~ 969.01 11-lb MEMBER SIZES WEB FLANGE GAGE INTERACTION INTERIOR COLUMN (LC: 1 & 2) Web 11 ~ 3.5 Flange11 ~ 2 GaugBJ 1 ~ 12 lnt 11 ~ 0.745 INTERIOR COLUMN (LC: 3) Web 13 = 999 Flange 13 = 999 GaUQBJJ = 999 lnl13 = 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16~ 10) PJambl = 10941b NA LOAD COMBINATION 2 (FORMULA 16~ 12) P Jamb2a = 1531b MJamb2a = 13011-lb LOAD COMBINATION 2 (FORMULA 16~12) p Jamb2b = 4521b NA LOAD COMBINATION 3 (FORMULA 16~13) PJamb3a = 9101b MJambJa ~ 98 ft-lb LOAD COMBINATION 3 (FORMULA 16~ 13) PJamb3b = 11351b NA JAMB UNIFORM LOAD WJamb = 135 plf JAMB CHECK JambCheck = "ok" EWJambCheck = "ok" MEMBER SIZES WEB FLANGE GAGE INTER4CTION JAMB SUPPORT WebJ = 2 FlangeJ = 1 GaugeJ = 18 lniJ = 0.000 LARGE END WALL HEADER CHECK EWheader_check = "EW Header O.K." p37148B_ 12ft_eave.xmcd 138 5/15/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WA.LL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Pswt = 10941b Msw = Oft-lb LOAD COMBINATION 2 (FORMULA 16-12) Psw2 = 1531b LOAD COMBINATION 3 (FORMULA 16-13) Psw 3 = 9101b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Webs 1 = 5.5 Flanges 1 = 1.5 Gauges 1 = 18 lnts 1 = 0.170 SIDE WALL COLUMN, MID (LC: 2) Webs 2 = 5.5 Flanges 2 = 1.5 Gauges2 = 18 lnls2 = 0.116 SIDE WALL COLUMN, MID (LC: 3) Webs 3 = 5.5 Flanges 3 = 1.5 Gauges3 = 18 lnls 3 = 0.141 SW CORNER COLUMN (LC: 1) Webc 1 = 5.5 Flangec 1 = 1.5 Gaugec 1 = 18 Inlet = 0.170 SW CORNER COLUMN (LC: 2) Webc 2 = 5.5 Flangec 2 = 1.5 Gaugec 2 = 12 lnlc2 = 0.652 SW CORNER COLUMN (LC: 3) Webe3 = 5.5 Flangec 3 = 1.5 Gaugec 3 = 14 lnlc 3 = 0.863 END WALL COLUMNS END W;\LL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA. 15-10) PEW1 = 10941b NA NA LOt;D COMBINATION 2 (FORMULA 16-12) PEW2 = 1531b WEW2 = 74plf MEW2 = 3833 ft-lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA WEW2e = 88 plf MEW2e = 1587 ft-lb END LOAD COMBINATION 3 (FORMULA 16-13) PEW3 = 9101b WEWJ = 56plf MEWJ = 2875 ft-lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WEWJe = 66 plf MEW3e = 1190ft-lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEt = 5.5 FlangeE 1 = 1.5 GaU9iJEt = 18 InlEt = 0.239 END WALL COLUMN, MID (LC: 2) WebE2 = 999 FlangeE 2 = 999 GaugilE2 = 999 lntE2 = 999.000 END WALL COLUMN, MID (LC: 3) WebEJ = 5.5 FlangeE3 = 1.5 GaUQiJEJ = 12 ln1E 3 = 0.834 END WALL COLUMN, END (LC: 2) WebEte = 5.5 FlangeEie = 1.5 Gaug"Ete = 16 lniEte = 0.857 END WALL COLUMN. END (LC 3) WebEle = 5.5 FlangeE 2e = 1.5 GaugilE2e = 16 ln1E2e = 0.754 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGS = 45 plf %s = 2231b MGs = 556 ft-lb SIDE WALL GIRT IN END ZONE wGse = 53 plf %se = 2651b MGse = 661 ft-lb GIRT IN MiD ZONE WGE = 63 plf %E = 3141b MGE = 236 ft-lb GIRT IN END ZONE WGEe = 76 plf %Ee = 3781b MGEe = 236 ft-lb MEMBER SIZES WEB FLANGE GAGE INTERA.CTION SIDE W.A.LL GIRT (MID) WebGs = 5.5 FlangeGs = 1.5 Gaugecs = 18 lniGs = 0.532 SIDE Wlo.LL GIRT (END) WebGse = 5.5 FlangeGse = 1.5 GaugeGse = 18 lniGse = 0.632 END WALL GIRT (END) WebGE = 5.5 FlangeGE = 1.5 GaugecE = 18 lniGE = 0.226 p371488_12fl_eave.xmcd G9 511512008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEC1 = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEc 2 = 1531b WEG2 = 75 pll MEG2 = 775 ft·lb LOAD COMBINATION 3 (FORMULA 16-13) PEcJ= 9101b WEG3 = 56 plf MEcJ = 581 fl·lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEG1 = 3.5 FlangeEGl = 1.5 GaugeEC1 = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEG2 = 3.5 FlangeEG2 = 1.5 GaU90fG2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEGJ = 3.5 FlangeEGJ = 1.5 Gaug"EcJ = 16 END CLOSET BEHIND JAMB Websvc1 = 3.5 FlangeEWG1 = 1.5 GaugOfwGl = 18 END CLOSET BEHIND JAMB WebEwc 2 = 3.5 FlangeEwG2 = 1.5 GaU90fwc2 = 18 END CLOSET BEHIND JAMB WebEWcJ = 3.5 FlangeEwGJ = 1.5 GaU90fwGJ = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc = 1 STUDS SPACING SludSpacing = 16 in STUD LOADS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE wstud = 21 pll Mstud = 369ft-lb SIDE WALL STUD IN END ZONE wstude = 25 pll Mstude = 449ft-lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) Webstud = 3.5 Flangestud = 2 SIDE WALL STUD (END) Webstude = 3.5 Flangestude = 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY Pdown_interior"' 21891b P down_ exterior "' 1 0941b SLAB THICKNESS PAD WIDTH PAD DEPTH p371488_12ft_eave.xmcd BearingPressure = 1500 psi Slab = 5.5 in Pacl,v = 'na' in Pad 0 "" 'na" in GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT P up_int = 5491b Pup_ext = 4251b IBCver1.0 INTERACTION ln1EC1 = 0.286 ln1EG2 = 0.848 lniEcJ = 0.799 lniEWGl = 0.375 ln1Ewc 2 = 0.052 lniEWcJ = 0.312 INTERACTION lnlstud = 0.636 lnlstude = 0.774 511512008 CFS Version 5.0.2 Section: 12 ga Interior Column.sct Shaun D. Decker 21.333 iSU><l> .B /2.'&ur<-"Lc,;\-<.-plp<" "l::lu,·~ c.:.u..~n Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris Section Inputs Material, A653 SS Grade 33 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu work of forming. 29500000 psi 33000 psi 45000 psi Warping Constant Override, Cw Torsion Constant Override, J o in .... 6 o in .... 4 Stiffened Channel, Thickness 0.1045 in Placement of Part from Origin: X to center of gravity 0 in Y to center of gravity 0 in Outside dimensions, Open shape Length Angle Radius Web (in) (deg) (in) 1 0.6773 270.000 0.19400 None 2 2.1986 180.000 0.19400 Single 3 3.7306 90.000 0.19400 Cee 4 2.1986 0.000 0.19400 Single 5 0.6673 -90.000 0.19400 None (]J I k Coef. 0.000 0.000 0.000 0.000 0. 000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.3386 1.0993 1.8653 1.0993 0.3336 CFS Version 5.0.2 Page 2 Shaun D. Decker Section: 12 ga Interior Column.sct 21.333 Trachte Building Systems, Inc. Rev. Date: 3/25/2008 4:10:44 PM By: Mali M. Butteris Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 19.750 ft Kx 1.0000 Cbx 1.0000 Cmx 1.0000 Braced Flange: None Loads: Entered Applied Strength p (lb) 991.5 991.5 3088.9 Ly 1. 000 ft Lt Ky 1.0000 Kt Cby 1. 0000 ex Cmy 1.0000 ey Moment Reduction, R: 0.0000 Mx (lb-ft) 484.5 484.5 1765.1 Vy (lb) 0.0 0.0 4052.3 My (lb-ft) 0.0 0.0 529.7 Effective section properties at applied loads: 2.0009 inA4 1. 0719 inA3 1.0735 in,A3 Ae 0.90201 inA2 Ixe Sxe (t) Sxe(b) Iye Sye (l} Sye (r) 10.167 ft 1.0000 o.oooo in 0.0000 in vx (lb) 0.0 0.0 4142.3 0.5910 0.7298 0.4256 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, NAS Eq. C5.2.1-2 (P, Mx, NAS Eq. C3.3.1-1 (Mx, NAS Eq. C3.3.1-1 (My, My) My) Vy) Vx) 0.321 + 0.332 + 0.000 ~ 0.653 <~ 1.0 0.060 + 0.274 + 0.000 ~ 0.334 <= 1.0 Sqrt(0.075 + 0.000)= 0.274 <= 1.0 Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 8/t. CFS Version 5.0.2 Section: 12 ga 5.5 Exterior Double Column.sct Double Channel5.597x1.7545-12 Gage Shaun D. Decker Trachte Building Systems, Inc. Rev. Date: 9/20/2006 2:11:46 PM By: Shaun D. Decker Section In uts Material: A653 SS Grade 33 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu work of forming. 29500000 psi 33000 psi 45000 psi Warping Constant Override, ~w Torsion constant Override, J- Connector Spacing 5. 7076 in'6 0 inA4 24 in Right Channel, Thickness 0.1045 in Placement of Part from Origin: X to left edge o in 0 in Y to center of gravity Outside dimensions, Open shape 1 2 3 Length Angle Radius (in) (deg) (in) 1.7545 180.000 0.19400 5.5970 90.000 1.7545 0.000 0.19400 0.19400 Left Channel, Thickness 0.1045 in Placement of Part from Origin: X to right edge Y to center of gravity Outside dimensions, Open shape o in 0 in Length Angle Radius (in) (deg) (in) 1 1.7545 0.000 0.19400 Web Single Double Single Web Single 2 3 5.5970 1.7545 90.000 180.000 0.19400 0.19400 Double Single k Coef. 0.000 0.000 0.000 k Coef. 0.000 0.000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 Hole Size (in) 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.8773 2.7985 0.8773 Distance (in) 0. 8773 2.7985 0.8773 CFS Version 5.0.2 Page 2 Shaun D. Decker Section: 12 ga 5.5 Exterior Double Column.sct Double Channel5.597x1.7545-12 Gage Trachte Building Systems, Inc. Rev. Date: 9/20/2006 2:11:46 PM By: Shaun D. Decker Member Check-2004 North American Specification-US (ASD) Design Parameters: Lx 19.750 ft Ly 4.167 ft Lt 4.167 Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1. 0000 ex 0.0000 Cmx 1.0000 Cmy 1.0000 ey 0.0000 Braced Flange: None Moment Reduction, R: 0.0000 Loads: p Mx Vy My Vx (lb) (lb-ft) (lb) (lb-ft) (lb) Entered 153 3833.0 0 0.0 0 Applied 153 3833.0 0 0.0 0 Strength 16304 4541. 2 12932 710.3 7532 Effective section properties at applied loads: Ae 1.8153 in ... 2 Ixe 7.9120 in"4 rye 0.7568 sxe (t) 2.8272 in ... 3 Sye (l) 0.4313 Sxe(b) 2.8272 in"'3 Sye (r) 0.4313 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.009 + 0.850 + 0.000 = 0.859 <= NAS Eq. C5.2.1-2 (P, Mx, My) 0.005 + 0.844 + 0.000 = 0. 849 <= NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(0.710 + 0.000)= 0.843 <= NAS Eq. C3.3.1-1 (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= ft in in in ... 4 in ... 3 in"'3 1.0 1.0 1.0 1.0 TRACHTE BUILDING SYSTEMS, INC. PROJECT CALCULATIONS CUSTOMER:= 'Travis Stewart' LOCATION := 'Carbondale, CO' PLAN_NUMBER := 'P-37148' BUILDING := 'C' CODEBODY = 'IBC 2006' BUILDING DESCRIPTION ROOF PITCH in BUILDING HEIGHT Rpitch := 5- fl BUILDING WIDTH ROOF ANGLE 8 = 22.62deg BUILDING LENGTH ROOF TYPE Type := 'Gable' HEIGHTTO FLOOR OCCUPANCY CATEGORY UseGroup :='II' Use 'I' or 'II' SNOW LOAD PREPARED_BY = 'Shaun D. Decke~ REVIEWED BY : height:= g.ft + 4·in BAY WIDTH width := 40·ft PURLIN SPACING length := 240ft INT. PARTITION PANEL lower:= Oft+ Oin INT. LATERAL BRIDGING SEISMIC LOAD IBC ver 1.0 bay:= 10·ft Pspace := 5·ft P~aner := 'yes' Bridge := 'yes' GROUND SNOW LOAD ANALYSIS PROCEDURE BUILDING FRAME SYSTEM SEISMIC SITE CLASS EQUIVALENT LATERAL FORCE SNOW EXPOSURE CATEGORY SNOW IMPORTANCE FACTOR THERMAL FACTOR Esnow := 'B' LIGHT FRAME WALLS w/ SHEAR PANELS Is= 1 c, := 1.2 SNOW EXPOSURE Exp := 'Partial' SHORT PERIOD SPECTRAL ACC. ROOF LIVE LOAD t, := 20psf 1 SECOND PERIOD SPECTRAL ACC. FLAT ROOF SNOW LOAD UNBALANCED SNOW LOAD SNOW LOAD USED IN DESIGN WINO LOAD P1 := .7·Ce·CI'Is·Pg P1 = 34psf WIND VELOCITY WIND EXPOSURE CATEGORY WIND IMPORTANCE FACTOR EDGE STRIP WIDTH MAIN WIND FORCE [TABLE 1609.6.2.1(1)) WALL HORIZONTAL PRESSURE ROOF HORIZONTAL PRESSURE WINDWARD VERTICAL PRESSURE LEEWARD VERTICAL PRESSURE ANCHOR INFORMATION Punbalanced = 42 psf Ps = 42psf V := 90·mph Ewind = '8' lw = 1 a=3.733ft C = 11.8psf D = 2.65 psi G = -7.95 psf H = -7.95psl EDGE DISTANCE EdgeDislance := 3 SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. RESPONSE MODIFICATION FACTOR SEISMIC DESIGN CATEGORY SEISMIC RESPONSE COEFFICIENT DEAD LOAD ROOF DEAD LOAD PARTITION DEAD LOAD ADDITIONAL LONGITUDINAL DEAD LOAD ADDITIONAL TRANSVERSE DEAD LOAD STRAP BRACING INFORMATION (IF REQUIRED) GAGE OF STRAP Gage:= 16 WIDTH OF STRAP w, := 2in NUMBER OF INTERIOR ANCHORS Number_of_lnterior_AnchorS := 1 CONCRETE STRENGTH Concrele := 2500 NUMBER OF EXTERIOR ANCHORS Number_of_Exterior_Anchors := 2 DIAMETER OF ANCHOR AnchorDiameler := 0.375 p37148c_aq.xmcd (!. 1 Siteclass := ·o· Ss := 0.413 s1 := o.081 S0s = 0.405 S01 = 0.130 Response= 6 Seismic 0 c = ·c· Csz = 0.067 DR:= 2·psf Dp := Jpsl DL := O·psf Dr:= Opsf 5/15/2008 IBC ver 1.0 BASE SHEAR LONGITUDINAL TRANSVERSE WIND VwL ~ 31861b Vwr = 7971b SEISMIC VEL~ 46321b VET= 1931b PANEL CHECK STRAP BRACES (IF REQUIRED) LONGITUDINAL SHEAR WALL PaneiCheckL ~ • ok" LONGITUDINAL Strapsl = 0 TRANSVERSE SHEAR WALL PaneiCheckr ~ "ok" TRANSVERSE Strapsr ~ 0 LOCAL FAILURE PaneiCheck ~ "ok" ANCHOR SUMMARY SHEAR UPLIFT DIAMETER LENGTH WINO I LONGITUDINAL /INTERIOR Shearwu = 151b Upliftwu ~ 4741b Oiamelerwu = 0.375 in Lengthwu ~ 2 in WIND I LONGITUDINAL I EXTERIOR ShearwLX = 1181b UpliliwLX = 3511b OiameterwLX ~ 0.375 in LengthWLx = 2 in WINO I TRANSVERSE /INTERIOR Shearwr1 = 381b Upliliwr 1 = 2471b Oiameterwr 1 = 0.375 in Lengthwr 1 ~ 2in WINO I TRANSVERSE I EXTERIOR Shearwrx = 2661b Upliftwrx = 31 o lb Oiameterwrx ~ 0.375 in Lengthwrx = 2 in SEISMIC I LONGITUDINAL /INTERIOR Shearw = 64tb Upliflfou ~ 2211b Diameter Ell = 0.375 in Length ELl ~ 2 in SEISMIC I LONGITUDINAL I EXTERIOR ShearELX = 641b Uptil~fLX ~ 2751b DiameterELX = 0.375 in LengthELx = 2 in SEISMIC I TRANSVERSE /INTERIOR ShearETI = 91b Upli~n = 0 lb Diameter En ~ 0.375 in LengthEn = 2 in SEISMIC I TRANSVERSE I EXTERIOR ShearETx = 641b Upli~rx ~ 0 lb DiameterETX = 0.375in LengthETx ~ 2 in PURLIN INFORMATION PURLIN LOADS UNIFORM LOAD END REACTION MOMENT LOAD COMBINATION 1 (FORMULA 16-10) WPunin1 ~ 219plf Rpunint = 1094 lb Mpurfinl = 2736 ft·lb LOAD COMBINATION 3 (FORMULA 16-13) Wpurfin3 = 204 plf RPuninl = 1 0211b MPunin3 = 2552 ft·lb LOAD COMBINATION 4 (FORMULA 16-14) Wpunin4 = -57 plf RPunin 4 = -2831b MPunin4 = -706ft·lb LOAD COMBINATION 4 (FORMULA 16-14) Wpunin4e = -88 plf RPunin4ea = -380 lb Mpunin4e = -1106 ft-lb RPunin4eb = -3051b POSITIVE ROOF PRESSURE RoofPressureP = 42 psf NEGATIVE ROOF PRESSURE RoofPressureN = -19 psf MEMBER SIZES WEB FLANGE GAGE YIELD INTERACTION PURLIN (R-PANEL) WebpR = 7 FlangepR = 3 GaugepR = 14 FypR = 33 lnlpR = 0.963 PURLIN (SS) Webpss = 7 Ftangepss = 3 Gaugepss ~ 12 Fypss = 33 lnlpss = 0.780 PURLIN (SSw/ BRIDGING) Webpsss = 7 Flangepsss = 3 Gaugepsss = 14 FYPSSB = 33 lnlpsss = 0.963 PURLIN (WIND, MID, R-PANEL) WebNR = 7 FlangeNR = 3 Gaug"NR = 18 FYNR = 33 lniNR = 0.379 PURLIN (WIND, MID, SS) WebNSS = 7 FlangeNss = 3 GaugeNsS = 18 FYNSS = 33 tntNss = 0.480 PUR LIN {WIND, MID, SSw/ BROG) WebNsss = 7 FtangeNsss = 3 GaugeNsSB = 18 FYNSSB = 33 lniNSSB = 0.379 PURUN (WIND, END, R-PANEL) WebNRE = 7 FlangeNRE = 3 GaugeNRE = 18 FYNRE = 33 ln!NRE = 0.593 PURLIN (WIND, END, SS) WebNSSE = 7 FlangeNSSE = 3 GaugeNsSE = 18 FYNSSE = 33 lniNSSE = 0.752 PURLIN {WIND, END, SSw/ BRDG.) WebNsSBE = 7 FlangeNSSBE = 3 GaugeNSSBE = 18 FYNSSBE = 33 lniNSSBE = 0.593 p37148c_aq.xmcd ~2 5/15/2008 STUB POST HEADERS STUB POST HEADER LOADS REACTION LOAD COMBINATION 1 (FORMULA 16-10) RH1 ~ 10941b LOAD COMBINATION 3 (FORMULA 16-13) RHJ ~ 10211b LOAD COMBINATION 4 (FORMULA 16-14) RH4 ~ -2831b MEMBER SIZES WEB FLANGE STUB POST HEADERS WebH ~ 9 FlangeH ~ 3.2 SMALL STUB POST HEADERS WebHs ~ 5.5 FlangeHs ~ 2 INTERIOR COLUMNS INTERIOR COLUMN LOADS AXIAL LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) P11 ~ 21891b LOAD COMBINATION 2 (FORMULA 16-12) P12 ~ 4711b LOAD COMBINATION 3 (FORMULA 16-13) pl3 ~ 19451b M13 ~ 731.51 fl-lb MEMBER SIZES WEB FLANGE INTERIOR COLUMN (LC 1 & 2) Web 11 ~ 3.5 Flange 11 ~ 2 INTERIOR COLUMN (LC: 3) Web13 ~ 999 Flange13 ~ 999 JAMBS AND JAMB SUPPORTS JAMB LOADS AXIAL LOAD LOAD COMBINATION 1 (FORMULA 16-10) PJamb1 ~ 10941b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2a ~ 781b LOAD COMBINATION 2 (FORMULA 16-12) PJamb2b ~ 4001b LOAD COMBINATION 3 (FORMULA 16-13) PJambJa ~ 8541b LOAD COMBINATION 3 (FORMULA 16-13) PJambJb ~ 10961b JAMB UNIFORM LOAD WJamb ~ 137 plf JAMB CHECK MEMBER SIZES JAMB SUPPORT JambCheck ~ 'ok' EWJambCheck = 'ok' FLANGE FlangeJ ~ 1 LARGE END WALL HEADER CHECK EWheader_check ~ 'EW Header O.K.' p37148c_aq.xmcd C'.3 MOMENT MH 1 ~ 5472 ft-lb MHJ ~ 5104 ft-lb MH4 ~ -141211-lb GAGE YIELD Gaug"H ~ 12 FYH ~ 33 Gaug"Hs ~ 16 FYHS ~ 33 GAGE Gauge11 ~ 14 Gauge13 ~ 999 MOMENT NA MJamb2a ~ 133ft·lb NA MJamb3a ~ 99 ft-lb NA GAGE GaugeJ ~ 18 INTERACTION lntH ~ 0.818 lntHs ~ 0.772 INTERACTION lnl11 ~ 0.993 lnt 13 ~ 999 INTERACTION lniJ ~ 0.000 IBC ver 1.0 5/15/2008 SIDE WALL COLUMNS IBC ver 1.0 SIDE WALL LOADS AXIAL SIDE WALL MOMENT LOAD COMBINATION 1 (FORMULA 16-10) Psw 1 = 10941b Msw = Oft·lb LOAD COMBINATION 2 (FORMULA 16-12) PsW2 = 781b LOAD COMBINATION 3 (FORMULA 16-13) Psw 3 = 8541b MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE WALL COLUMN, MID (LC: 1) Web 81 = 5.5 Flange 81 = 1.5 Gauge81 = 18 lnt 81 = 0.183 SIDE WALL COLUMN, MID (LC: 2) Web 81 = 5.5 Flange 81 = 1.5 Gauge 81 = 18 lnts1 = 0.109 SIDE WALL COLUMN, MID (LC: 3) Webs3 = 5.5 Flange 83 = 1.5 Gauge83 = 18 lnt 83 = 0.143 SW CORNER COLUMN (LC: 1) Webc 1 = 5.5 Flangec 1 = 1.5 Gaugec 1 = 18 lntc 1 = 0.183 SW CORNER COLUMN (LC: 2) Webc1 = 5.5 Flangec1 = 1.5 Gaugec 1 = 16 lntc1 = 0.867 SW CORNER COLUMN (LC: 3) Webc 3 = 5.5 Flangec 3 = 1.5 Gaugec3 = 16 lntc 3 = 0.744 END WALL COLUMNS END W.t..LL LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMUL.~ 16-10) PEWl = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEw1 = 781b W8fo11 = 75plt MFW1 = 2928 fl·lb MID LOAD COMBINATION 2 (FORMULA 16-12) NA W8fo12e = 90 pit MFW2e = 981 tUb END LOAD COMBINATION 3 (FORMULA 16-13) PFW3 = 8541b WFWJ =56 pit MFW3 = 2196 ft·lb MID LOAD COMBINATION 3 (FORMULA 16-13) NA WFWJe = 68 pit MFW3e = 735 ft·lb END MEMBER SIZES WEB FLANGE GAGE INTERACTION END WALL COLUMN, MID (LC: 1) WebEl = 5.5 FlangeE 1 = 1.5 Gaug"E 1 = 18 IntEl = 0.228 END WALL COLUMN, MID (LC: 2) WebE 2 = 5.5 FlangeE 2 = 1.5 GaugeE 1 = 12 lntE 1 = 0.763 END WALL COLUMN, MID (LC: 3) WebE3 = 5.5 FlangeE3 = 1.5 Gaug"E 3 = 12 lntE 3 = 0.637 END WALL COLUMN, END (LC: 2) WebE1e = 5.5 FlangeEle = 1.5 Gaug"Ele = 18 lntEle = 0.741 END WALL COLUMN, END (LC: 3) WebE1e = 5.5 FlangeE1e = 1.5 GaugeE 1e = 18 lntE1e = 0.719 GIRTS GIRT LOADS UNIFORM LOAD END REACTION MOMENT SIDE WALL GIRT IN MID ZONE WGs = 46plt ~s=2301b MGs = 576tt-lb SIDE WALL GIRT IN END ZONE WGse = 55 pit ~Se = 2731b MGse = 683 fl·lb GIRT IN MID ZONE WGE=63plt ~E = 3141b MGE = 236tt-lb GIRT IN END ZONE WGEe = 76 pit ~Ee = 3781b MGEe = 236 tllb MEMBER SIZES WEB FLANGE GAGE INTERACTION SIDE Wl\LL GIRT (MID) WebGs = 5.5 FlangeGs = 1.5 Gaugecs = 18 lntGs = 0.550 SIDE We.LL GIRT (END) WebGse = 5.5 FlangeGse = 1.5 Gaugecse = 18 lntGse = 0.653 END WALL GIRT (END) WebGE = 5.5 FlangeGE = 1.5 GaugecE = 18 lntGE = 0.226 p37148c_aq.xmcd c 4 5/15/2008 END CLOSET COLUMNS END CLOSET LOADS AXIAL LOAD UNIFORM LOAD MOMENT LOAD COMBINATION 1 (FORMULA 16-10) PEC1 = 10941b NA NA LOAD COMBINATION 2 (FORMULA 16-12) PEC2 = 781b WEC2 = 75 plr MEC2 = 775 ft-lb LOAD COMBINATION 3 (FORMULA 16-13) PEc 3 = 8541b WEC3 = 56 plf MEc 3 = 581 ft-lb MEMBER SIZES WEB FLANGE GAGE END CLOSET ABOVE HEADER, (LC: 1) WebEC1 = 3.5 FlangeEct = 1.5 GaugeEct = 18 END CLOSET ABOVE HEADER, (LC: 2) WebEc 2 = 3.5 FlangeEc2 = 1.5 Gaug"Ec2 = 16 END CLOSET ABOVE HEADER, (LC: 3) WebEc 3 = 3.5 FlangeEc3 = 1.5 Gaug"Ec 3 = 16 END CLOSET BEHIND JAMB WebEwct = 3.5 FlangeEWct = 1.5 Gaug"Ewct = 18 END CLOSET BEHIND JAMB We~WC2 = 3.5 FlangeEwC2 = 1.5 Gaug"Ewc2 = 18 END CLOSET BEHIND JAMB WebEwc 3 = 3.5 FlangeEWc3 = 1.5 Gaug"Ewc 3 = 18 NUMBER OF COLUMNS USED FOR END WALL CLOSETS ColumnNumberEwc = 1 STUDS SPACING StudSpacing = 16 in STUD LOA.DS UNIFORM LOAD MOMENT SIDE WALL STUD IN MID ZONE wstud = 21 plf Mstud = 227 tt-lb SIDE WALL STUD IN END ZONE Wstude = 26 plf Mstude = 278 ft-lb MEMBER SIZES WEB FLANGE SIDE WALL STUD (MID) ·WebStud = 3.5 Flangestud = 2 SIDE WALL STUD (END) Webstude = 3.5 Flangestude = 2 FOUNDATION INFORMATION INTERIOR COLUMN REACTIONS EXTERIOR COLUMN REACTIONS ALLOWABLE BEARING PRESSURE GRAVITY GRAVITY Pdown_interior = 21891b P down_exterior = 10941b SLAB THICKNESS PAD WIDTH PAD DEPTH p37148c_aq.xmcd BearingPressure = 1500 psf Slab= 5.5 in PaO.V = 'na' in Pad 0 = 'na' in c. 5 GAGE Gaugestud = 20 Gaugestude = 20 UPLIFT UPLIFT Pup_int = 4741b P up_ext = 3511b IBC ver 1.0 INTERACTION lntEct = 0.286 ln!Ec2 = 0.832 ln!Ec 3 = 0.788 lntEWct = 0.375 ln!Ewc2 = 0.027 lntEWc 3 = 0.292 INTERACTION lntstud = 0.391 lnlstude = 0.480 5115/2008 TRACHTE BUILDING SYSTEMS, INC. BOAT-RV STORAGE PROJECT CALCULATIONS PER 2006 INTERNATIONAL BUILDING CODE CUSTOMER:~ "Travis Stewart" LOCATION :~ "Carbondale, CO" PLAN_NUMBER :~ "P-37148" BUILDING :~ "C" BUILDING DESCRIPTION ROOF PITCH in Rpitch := 5- fi ROOF ANGLE 0 ~ 22.62deg BAY 1 BUILDING HEIGHT H :~ 16·ft+ O·in BUILDING WIDTH B :~ 40·ft BUILDING LENGTH Length :~ 60ft HEIGHT TO FLOOR Lower:= Oft BUILDING SLOPE Type:= "Gable" SNOW LOAD GROUND SNOW LOAD SNOW EXPOSURE CATEGORHable 1608.3.1 SNOW IMPORTANCE FACTOR Table 1604.5 Table 1608.3.2 PREPARED_BY ~ "Shaun D. Decker" REVIEWED_BY ROOF DEAD LOAD DR:~ 2· psf PARTITION DEAD LOAD Dp :~ 3·psf BAY WIDTH Bay:~ IS·ft DOOR WIDTH Door :~ 12· ft PURLIN SPACING Pspace :~ S·ft BLANK SIDEWALL SPACING SW,P"' :=Bay BLANK ENDWALL SPACING EW,P'" := Pspace INT. TRANSVERSE BRACE Colb"" := "yes" INT. PARTITION PANEL Panb"" :="yes" LONG. PANEL LENGTH Panloog :=Length TRANS. PANEL LENGTH Pan 1,05 :~ B PER BAY Pg :~ 40·psf Esnow := "B" Is:= I c, :~ 1.2 THERMAL FACTOR SNOW EXPOSURE Full, Partial or Sheltered Exp := "Partial" FLAT ROOF SNOW LOAD ROOF LIVE LOAD MINIMUM DESIGN LOAD WIND LOAD WIND VELOCITY WIND EXPOSURE CATEGORY Figure 1608.2 Pr=34psf LL :~ 20psf P d :~ 20psf V :~ 90·mph Ewind := "B" WIND IMPORTANCE FACTOR Table 1604.5 1" ~ 1 SLOPED ROOF SNOW LOAD P, = 29 psf UNBALANCED SNOW LOAD Pr,bl = 42 psf p37148c_brv.xmcd ({_,. 5/16/2008 SEISMIC LOAD ANALYSIS PROCEDURE: BUILDING FRAME SYSTEM: RESPONSE MODIFICATION FACTOR SEISMIC SITE CLASS SEISMIC USE GROUP SHORT PERIOD SPECTRAL ACC. 1 SECOND PERIOD SPECTRAL ACC. SPECTRAL RESPONSE ACC. SPECTRAL RESPONSE ACC. SEISMIC DESIGN CATEGORY FIGURE 1615(1) FIGURE 1615(2) Static Light frame walls with shear panels Response := 6 Siteclass := "D" UseGroup = "I" s 5 :=0.41J S 1 :=0.081 S 0 s = 0.405 S01 = 0.130 Seismicoc = "C" DESIGN WIND LOADS (Building and Cladding) Z 1 := 0.1·13 Z2 := OkH z3 := .04·8 END ZONE WIDTH a= 4ft Z,=4fl DESIGN PRESSURE (psf) COMPONENTS & CLADDING (Table1609.6.2.1(2)) WALL WINDWARD END ZONE 5 Psp = 13.6psf LEEWARD END ZONE 5 Ps = -17.6psf WINDWARD MID ZONE 4 P4p = 13.6psf LEEWARD MID ZONE 4 P4 = -14.8psf ROOF-NEGATIVE END ZONE 2 r, = -22.1 psf MID ZONE 1 P1 = -12.5psf BOOF-MAX. POSTIVE Pp = IOpsf Wall Strap Braces MAIN WIND FORCE RESISTING FRAME (Table 1609.6.2.1(1)) WALL WINDWARD WALL MID ZONE WINDWARD WALL END ZONE LEEWARD WALL MID ZONE LEEWARD WALL END ZONE WINDWARD ROOF LEEWARD ROOF Pwl = 9.1 psf PwiE=IIpsf P w4 = ~6.8 psf Pw4E = -8.1 psf Prw = 7.9psf Prwl = -7.5 psf GAGE OF STRAPS Gage:= 16 WIDTH OF STRAPS w5 := 2in F y := 33000psi F" := 45000psi CHECK WEDGE BOLTS . 2 Ag=0.13m Suggested Anchor Size (Longitudinal/ Exterior) Suggested Anchor Size (Longitudinal/Interior) Suggested Anchor Size (Bay 1 I Exterior) Suggested Anchor Size (Bay 1 /Interior) p37148c_brv.xmcd DiametcrLE = 999 DiamctcrL = 0.5 Diameter\ E = 0.5 Diameter! = 0.5 LenglhLE = 999 LcngthL = 3 Length IE= 2 Lenglh I = 2 T,1 = 24701b T,2 = 2813 lb 5/16/2008 REACTIONS LONGITUDINAL Maximum Uplift@ Anchor (Interior) Maximum Uplift@ Anchor (Exterior) Maximum Shear@ Anchor Uplif\WL ~ 3971b Uplif\SL ~ 0 lb (Wind) (Seismic) UpliftWLE ~ 8061b UpliftSLE ~ 0 lb (Wind) (Seismic) ShearWL ~ 25041b ShearSL ~ 3981b (Wind) (Seismic) Length of Partion Panel Required Lp 33 ~ 85.03 ft Length of Partion Panel Used Pan long ~ GO f\ Number of Straps Required StrapsL ~ 2 Number of Straps Used StrapsL = 2 BAY WIDTH 1 Maximum Uplift@ Anchor (Interior) Maximum Uplift@ Anchor (Exterior) Maximum Shear@ Anchor Uplif\Wl ~ 0 lb UpliftS! ~ 0 lb (Wind) (Seismic) Uplif\WEI ~ 0 lb UpliftSEI ~ 0 lb (Wind) (Seismic) ShcarWI ~ 2391b ShearS!~ 49.791b (Wind) (Seismic) Length of Partion Panel Required lpu ~ 20.97 ft Length of Partion Panel Used Pan 1rans = 40ft Number of Straps Required Straps! = 0 Number of Straps Used Straps 1 = 0 PURLIN LOADS LC1:D LC2: D + (Lr or S LC3: D+ .75 (W + Lr or S) Max positive moment Max End Reaction GIRT MOMENTS PBLCI ~ 2psf PBLC2 ~ 43.78 psf PBLC3 ~ 40.83 psf Mpl ~ 73870.32lbin Rpl ~ 1641.56lb Note: Live load deflection limited to 1/2 of roof pitch. Deflection limit: Allowable Moment of In tertia 8\im = 12.5 in Negative Moment, End Zone M1w2E ~ -23388.75lbin Negative Moment, Mid Zone M1w2 ~ -19068.751bin Reactions, End Zone RtWlE ~ -680.15lb R1w2Em ~ -539.35lb Reaction, Mid Zone R 1w 2 ~ -423.751b Max Moment, Endwall, Mid Zone Max Moment, Endwall, End Zone MIGE ~ 52731bin MIGEo ~ 62701bin Max Moment, Sidewall, Mid Zone Max Moment, Sidewall, End Zone M!Gs ~ 266401bin M I GSo = 279841b in COLUMN MOMENTS SW Corner EW Corner End Zone Mlcso = 762861bin MicE,~ 684781bin Mlcs, ~ 412011bin M1cEo = 681161bin Mid Zone Mlcs ~ 757761bin MicE= 64!331bin MIJs ~ 38361.61bin COLUMN AXIAL LOADS Interior Exterior Exterior. @ Brace Corner Corner@ Brace LC1:D BLCI = !501b BLCIE = 751b na BLCIC=371b na LC2: D + L BLC2 = 32831b BLC2E ~ !6421b BLC2EB ~ 16421b BLC2C = 8211b BLC2CB ~ 8211b LC3: D + .75 (W + L) BLC3 = 2500 1b BLC3E ~ 12501b BLC3EB ~ 21611b BLC3C = 625 1b BLC3CB ~ 15361b LC4: D + . 7E + L BLC4 ~ 2499.84 1b BLC4E ~ 1249.921b BLC4EB ~ 1249.921b BLC4C = 6251b BLC4CB ~ 624.961b LC5: D + W BLC5=1501b BLC5E = 751b BLC5EB = 1289.931b BLC5C = 37.51b BLC5CB ~ 1252.43 1b p37148c_brv.xmcd (8 5/16/2008 MEMBER SELECTION INTERIOR COLUMN, BAY 1 Webli= 7.94 . 2 A, = 0.97 In D Flange I i = 2.41 Fy = 33 ksi D JAMB COLUMN, BAY 1 Lipli = 0.88 Gauge! i = 14 Inter! i = 0.83 lntereq = "C5.2.1-I" Lx = 283 in Ly=l2in L, = !83.04 in Webld = 7.88 Flangeld = 3 Gaugeld = 16 lnterld = 0.86 lnter,q = "C5.2.1-2" 6 . 2 k . A, = 0.7 In Fy = 33 Sl D D L,=292in BLANK SIDE WALL COLUMN, BAY 1 \Veblsl = 7.94 Flangelsl = 1.91 Lip lsi= 0.63 Ac = 04m2 Sc = 1.31 in 3 lxe = 5.55in4 D D D BLANK SIDE WALL CORNER COLUMN, BAY 1 Web I csl = 7.94 . 2 A, = 0.65 In D Flange I cs I = 2.44 S . 3 c = 2.17m D Liplcsl = 0.84 lxe = 8.76 in 4 D BLANK END WALL COLUMN, END ZONE, BAY 1 Weblele = 11.94 Flangelele = 3.03 Liplele = I lxe = 30.51 in 4 D BLANK END WALL COLUMN, MID ZONE, BAY 1 Wcblels = 11.94 Flange! cis= 3.03 Lip leis= I 0 . 2 Ae = I. l1n D . 3 Sc = S.OSm D . 4 lxe = 30.51 m D BLANK END WALL CORNER COLUMN, BAY 1 Web lee!= 11.94 Flange! eel= 3.03 Gaugelcel = 14 . 2 Ae = t.Ol1n D . 3 Sc = 5.05 In D GIRT, SIDE WALL, BAY 1 Weblgs= 7.94 . 3 Sc = 2.17m D Flange I gs = 2.44 . 4 lxe = 8.?61n . D GIRT, END WALL, BAY 1 Weblge = 11.94 Flangelge = 2.72 3 . 3 Sc = 3.4 Ill [) . 4 L~e = 22.49 m 0 PURLIN, R-PANEL ROOF, BAY 1 p37148c_ brv.xmcd . 4 lxe = 30.51 m D Gaugclgs = 16 Fy = 33ksi D Gaugelge = 16 Fv = JJksi ·o Ly = 64 in Gaugclsl = 18 Fy = 33ksi D Gaugelcsl = 16 Fy = 33ksi D Gaugclcle = 14 Fy =33ksi D Gaugelels = 14 F ~33ksi Yo Inter\ eel = 0.98 Fy = 33 ksi D I ntcr 1 gs = 0.65 Lx = 180 in Intcrlgc = 0.09 Lx = 60 in L,=64in lnterlsl = 0.43 lntereq = "C5.2.1-I" L,=l92in Ly=64in L, = 64in Interlcsl = 0.97 lnter,q = "C5.2.1-l" L,=l92in Ly = 64 in L, = 64 in lnterlelc = 0.98 Intereq = "C5.2.1-I" L, = 292in Ly = !55 in l,=l55in lnterlels = 0.92 Intereq = "C5.2.1-l" L, = 292 in Ly = !55 in L, =!55 in lntcr~q = "C5.2.1-I" L,=292in Ly = !55 in L, =!55 in Ly = 12in L, = 180in L,-= 12in L,=60in 5/16/2008 Weblpr = 12 Flange I pr = 3 Gaugelpr = 14 Fy = 33 ksi 0 lnterlpr = 0.8 PURLIN, R-PANEL ROOF, BOTTOM FLANGE BRIDGING END BAYS ONLY, BAY 1 Weblprb = 12 Flange I prb = 3 Gaugelprb = 14 F = 33 ksi Yo PURLIN, R-PANEL ROOF, BOTTOM FLANGE BRIDGING ALL BAYS, BAY 1 Weblps=l2 Flange Ips = 3 Gauge ips= 14 Fy = 33 ksi 0 PURLJN, R-PANEL ROOF, SOLID BRIDGING END BAYS ONLY, BAY 1 Weblpsb = 12 Flangelpsb = 3 Gaugclpsb= 14 F = 33 ksi Yo PURLIN, R-PANEL ROOF, SOLID BRIDGING ALL BAYS, BAY 1 Weblpl = 12 Flangelpl =3 PURLIN, SS ROOF, BAY 1 Weblp2 = 999 Flange I p2 = 999 Gaugelpl = 14 Gauge I p2 = 999 fy = 33ksi 0 fy =50ksi 0 PURLIN, SS ROOF, BOTTOM FLANGE BRIDGING END BAYS ONLY, BAY 1 Weblplb = 999 Flangelplb = 999 Gaugelplb = 999 Fy =50ksi 0 PURLIN, SS ROOF, BOTTOM FLANGE BRIDGING ALL BAYS, BAY 1 Web I p2b = 999 Flange I p2b = 999 Gauge I p2b = 999 F = 50 ksi Yo PURLIN, SS ROOF, SOLID BRIDGING END BAYS ONLY, BAY 1 Web I p3b = 999 Flangelp3b = 999 Gaugclp3b = 999 PURLIN, SS ROOF, SOLID BRIDGING ALL BAYS, BAY 1 Wcblp4b = 12 Flangelp4b = 3 Gaugelp4b = 14 p37148c_ brv.xmcd F = 50 ksi Yo Fy = 33 ksi 0 Inter\ prb = 0.8 Inter\ ps = 0.8 I ntcr I psb == 0.8 Inter! pi= 0.8 Inter! p2 = 1.32 lnterlplb = 1.32 Inter! p2b = 1.32 lnterlp3b = 1.32 Inter I p4b = 0.8 5116/2008 05 /12 /200 9 09:19 FA X 970625 8658 RIFLE ELE CTRI C I NC 141001 Permit#: COLORADO STATE Elf;CTRICAL BOARD 1560 Broadway, Suite 1350 Denver, CO 80202 660092 Inspection Report Date Inspected: 02/19/2009 Pennit Holder: RIFLE ELECTRIC INC JEFFREY WRIGHT 410 EVERGREEN DR RIFL~ 81650 Site: Owner: Status: nspector: :;orrections: :;omments: Phone: (970) 625-8658 Fax: ( ) -Email: jhwright@rof.net 0082 COUNTY ROAD 113 Glenwood Spring~, Garfield County, 81601 ALL-VALLEY STORAGE Phone: Acc~pted Inspection type: Final NEW Partial Inspection: No Trim Permit: N COMMERCIAL COMMERCIAL NEW Robert Fuller 970-947-8902 \II basic wiring for core & shell appears to be complete. Any additional wiring w ithin u_nits will require a 'ermit & inspections. ·r-tf,5 u .. .)Sf'(C:'fl~>~ 15 ~-pL-(J.'s A 1 ~ f/ C ~· &4-~ 112/2009 Page 1 of 1 1 • cl 9990-B2S-DLS stBt ~SO 60 2l "liiW 02/20/2009 07:51 FAX 9706258658 Inspection Report RIFLE ELECTRIC INC COLORADO STATE ELECTRICAL BOARD INSPECTION REPORT I CORRECTION NOTICE Date Received: 19-FEB-09 Contractor/HomeOwner: Address: Type or Inspection: Action: Permit Number: 660092 RIFLE ELECTRlC INC 0082 COUNTY ROAD 113 Final Accepted Comments or Corrections: All basic wiring for core & shell appears to be complete. Any additional wiring within units will require a permit & Inspections. Inspectors Name: Robert Fuller Phone Number: 970-947-8902 Date: 19-FEB-09 COLORADO STATE ELECTRICAL BOARD DEPARTMENT OF REGULAYORY AGENCIES 1580 Logan St. Suite 550 Denver, Colorado 80203-1941 Phone: (303)894-2985 https://www.dora.state.co. us/pls/reai/Ep _Web_ Inspection_ GUI.Process _page 141001 Page I of I 2/20/2009 January 26 , 2009 Travis Stewmi Suite 102 1175 CR 154 Glenwood Springs, CO 81601 RE: Storage building for Carbondale, CO. (Trachte Plan #37148) Dear Mr. Stewart: The following is a response to your request for verification of a structural assembly. The cunent assembly does not conform to the erection plans provided by Trachte Building Systems, Inc . (TBS .) In order to appropriately supp011 the floor slab edge, the floor shall be shored to allow for the removal of the wedge bolts and wooden support beam that are cunently installed . Steel components provided by TBS s hall be installed to s upp011 the slab edge . The plan set has been revised to show the placement of these new components. Please review the enclosed drawings . If you have any questions or need additional information, please contact Jeff Bouchard, or myself, at (608) 837-7899. Sincerely, RTM:MMB enclosures 314 Wilburn Roa d ·Sun Prairie , W I 53590 P: 800 .356 .5824 • F : 800 .981 .9014 • E : tbs@trachte .com . W: trachte .com An employee-owned company I 0:;2: 1/ Endorsed Cornpa1'1'1 Job Name T't'A\)\~ ~WA-'RT Job Location CA~ ~'"E U) Sheet# of :! Plan# bll'-11¢ By f'..NJ\f5 Date 1-ZI-OC'/ U:)I;~\::D bL= (I-\~ ~r-'1_ "2J"f.;:; " Z.L\D \>L'\ LL~(\1...":::> ~~'\('2>,2) "'" lo2~ ~ \j "-(t:L + L\._J U--\ F ~ = ( LL\ 0 'I'Ll" . "'""LoL"::> '\'Lf-\ (-z.S Hl = '2 , 1 w3 ~·~~• \) ~LL ~ 2. ';':x) I L 1:, .. -- 'L, \\Jl::, ~.-~ ~ = o.c:ot..o '-1 2..,~1 L% . Trachte Building Systems· 314 Wilburn Road, Sun Prairie, WI 53590 · Phone: 800-356-5824 · Fax: 800-981-9014 191S.eng.O 1/05 COUNTY OF GARFIELD -BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 401 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at OQ8'.:l. d~ /I 3 • Permit No. /!09 <f I have this day inspected this structure and these premises and found the following corrections needed: .P:::call for Re-lnspection 0 $50.00 Re-lnspection Fee must be paid prior to Re-lnspection You are hereby notified that the above correction must be inspected before covering. When correction(s) have been made, call for inspection at 970-384-5003. Date f 5i?H~ -c:J_? 20 _,....,_-"""' Building Inspector ~_;z;;y---­ Phone (970) 945-8212 COUNTY OF GARFIELD -BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 401 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at 008).. d/?. 111 Permit No. I IO '7'1 A I have this day inspected this structure and these premises and found the following corrections needed: .all for Re-lnspection 0 $50.00 Re-lnspection Fee must be paid prior to Re-lnspection You are hereby notified that the above correction must be inspected before covering. When correction(s) have been made, call for inspection at 970-384-5003. Date 1-/~cY? 20~--- Building Inspector ~~ Phone (970) 945-8212 COUN",Y OF GARFIELD -BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 401 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at ()OS'2 C,E. /1 s Permit No. ----'-/'""""'/CJ=---9,_r'£__ ____________ _ I have this day inspected this structure and these premises and found the following corrections needed: (li(call for Re-lnspection 0 $50.00 Re-lnspection Fee must be paid prior to Re-lnspection You are hereby notified that the above correction must be inspected before covering. When correction(s) have been made, call for inspection at 970-384-5003. Date /~ 9 -0? 20 --:?.r-----.,-- Buildinglnspector ~~ Phone (970) 945-8212 No. ____ ~--~1~10~914_-~A~ Assessor's Parcel No. 2393-074-00-35; Date 9/9/2008 BUILDING PERMIT CARD Job Address ----~o~o~82~CnR~1u1~3~C~a~ruh~onwdwaule~----~(~·~~~~d~~~--~~U~---------------------------- Owner _______ _t;jA"''s P!lleanuE.,q.pu.uitLJ<y'-'G""r"'o"'uu.p______ Address 1174 CR 154 GWS Phone # 970-930-2505 Phone # 970-945-8463 Contractor Cogqins-Stewart Canst. Address same Setbacks: Front _____ Rear _____ RH _____ LH ______ Zoning _____ _ mini storage (2 bldgs) Soils Test --..,..--77"--::-.=-~77--,----- Footing ?'-WoE e~ Foundation '1._ -;q .. oF~ Grout ___________________ __ Underground Plumbing __________ _ Rough PI u mbing ~--;;----------­ Framing 1-15""-09~ Insulation ------------------- Roofing--------------------- Drywall--------------------- Gas Piping-------------------- INSPECTIONS Weatherproofing----------------------- Mechanical _____________________ _ Electrical Rough (State) --:;;--cC?r-;:-:rr--------- Eiectrical Final (State) ,2-t?j -t) q -~nal ~i;)."tJ'l /ChecklisJ Completed? ______ _ "/" C.ertificate Occupancy # ,(R.._.,a"'(p.....,.(£ __________ _ Date 77~rr.------------------ Septic System #g~~§ . D~te __ ~7:~1)0 Fmal -~ Other _________________________ _ NOTES (continue on back) BUILDING PERMIT GARFIELD COUNTY, COLORADO INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB Date Issued __ Cj_.__·_Di_.__· ~Q"--'Q3.L ______ Permit No. ~\~\~()q~~t+_.___ ______ _ AGREEMENT In consideration of the issuance of the permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structured for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building departmen nd IMMEDIATELY BECOME NULL AND VOID. "' -A Use_1~uuu_~~~~~~------------\o~~u~~JL~--------------------------------- \ This Card Must Be Posted So It Is Plainly Visible From The Street Until Final Inspection INSPECTION RECORD J Footing J Driveway 7'-//-o<f (_~~K V,?c,j ~ Foundation I Grouting Insulation q -1 9-o~K}rv{_ ~ Underground Plumbing Drywall /m Mff Rough Plumbing Electric Final (by State Inspector) ;/;~ (Prior to Final) Rough Mechanical Septic Final !V'~ut ;0/f' Gas Piping f!NA!, f)-1,?--<'9 ~/C ?!--- ~kt ' ·~.-t'w~~ ~-/7,;.'(.··; ; 1--· l'-1' '-'f, • J...}/vv, · 1 • ' Electric Rough (by State Inspector) · L•/v1~-:>l.;J,;(,: ·f! !2<' (You Must Call For Final Inspection) (Prior to Framing) Notes Framing /-1~0'9 :;f:?2:? (to include Roof in place &Windows & Doors installed & Firestopping in place) THIS PERMIT IS NOT TRANSFERABLE For Inspection Call970-384-5003 Office 970-945-8212 1 OS 8th Street, Suite 401 Glenwood Springs, Colorado 81601 DO NOT DESTROY THIS CARD ~::eROVED ~ .C, ·Of) I \o.r ~ ----1----'---=._,.,____ ___ PR_O_T_E_C_T P:~MI~OM~~~-- IDO NOT LAMINATE) Parcel Detail Page 1 of 4 Garfield County Assessor/Treasurer Parcel Detail Information Assessor/Treasurer Propetl)r Search I Asse~sQI Stihs_ta_Que!JI I Assessor Sales Search Clerk_&. Recorder Rec~ption Search Ba,sic Building_Characteristics I Tax lnf'onn.ation I';lr_ceU2eJ.ail I Y.aille_D_et!!il I Sales Detail I Residential/Commerci<tl Im.prov~mentP~Jail Land Detail I Photographs I Mill LeyY_R_§ve_n_l!es_Petilll I Tax Area II Account Number II Parcel Number II 2007 Mill Levy I I 011 II R111932 II 239307400357 II 60.843 I Owner Name and Mailing Address !ASPEN EQUITY GROUP LLC 11175 COUNTY ROAD #154 !GLENWOOD SPRINGS, CO 81601 Assessor's Parcel Description (Not to be used as a legal description) ISECT,TWN,RNG:7-7-88 DESC: A TR IN lsEC 7 & SEC 18. P005968 PRE:R111348 IRECPT:746250 RECPT:738719 IRECPT:738718 BK:1950 PG:935 IRECPT:728193 BK:l950 PG:928 IRECPT:728192 BK: 1950 PG:927 IRECPT:728191 BK:1950 PG:926 IRECPT:728190 BK:1924 PG:334 IRECPT:722895 BK:1923 PG:413 IRECPT:722730 BK:1857 PG:809 IRECPT:709996 BK:1857 PG:808 IRECPT:709995 BK:1857 PG:805 IRECPT:709994 BK: 1857 PG:803 IRECPT:709993 BK:0899 PG:0612 http://www.garcoact.com/assessor/parcel.asp?ParcelNurnber=239307400357 I I I I I I 9/9/2008 Parcel Detail Page 2 of4 Location Physical Address: 1182 113 COUNTY RD CARBONDALE! Subdivision: I Land Acres: 1111.056 I Land Sq Ft: llo Section II Townshi~ II Range I 7 II 7 II 88 I 2008 Property Tax Valuation Information II Actual Value II Assessed Value I I Land: II 1 ,926,4ooll 558,6601 I Improvements: II 60,61 oil 6,8701 I Total: II 1,987,01011 565,5301 Additional Value Detail Most Recent Sale Sale Date: 1111128/2007 Sale Price: 111,696,000 Additional Sales Detail Basic Building Characteristics Number of Residential lo I Buildings: Number of Commllnd 1 Buildings: I Commercial/Industrial Building Occurrence 1 Characteristics I UTILITY,FINISHED,DETACHED: 11792 I TOTAL HEATED AREA: I 0 ABSTRACT CODE: I SPEC.PURPOSE- IMPROVEMENTS ARCHITECTURAL STYLE: IIRETAIL I EXTERIOR WALL: IIMINIMUM I ROOF COVER: IIMINIMUM I " http://www.garcoact.com/assessor/parcel.asp?ParcelNurnber=239307400357 9/9/2008 Parcel Detail Page 3 of4 ROOF STRUCTURE: II SHED INTERIOR wALL: IIMINIMUM FLOOR: IIcoN ON GRD HEATING FUEL: IINONE HEATING TYPE: IINONE I I STORIES: STORIES 1.0 I BATHS: 2 ROOMS: I UNITS: 1 BEDROOMS: I 0 YEAR BUILT: 111990 I AdditionaLR~iJiential!Commercial ImpmvemenLD~ail Tax Information Tax Year Transaction Type II Amount I 2007 Interest Charge II $350.601 2007 Tax Payment: Whole II ($35,060.16)1 2007 Interest Payment I ($350.60)1 2007 Tax Amount $35,060.161 2006 I Interest Payment ($451.39)1 2006 II Interest Charge $451.391 2006 I Tax Payment: Whole ($15,046.28)1 2006 Tax Amount $15,046.281 2005 Interest Charge $755.581 2005 Tax Payment: Whole ($15,111.61)1 I 2005 Interest Payment ($755.58)1 2005 Tax Abatement I ($6,090.53)1 2005 Tax Amount $21,202.141 2004 Fee Payment ($17.55)1 2004 Interest Payment ($193.16)1 2004 Interest Charge $193.161 2004 Tax Payment: Second Half ($3 ,219 .26)1 2004 Fee Charge $17.551 I 2004 Tax Payment: First Half ($3,219.26)1 I 2004 Tax Amount $6,438.521 I 2003 II Interest Payment ($108.26)1 I 2003 II Tax Payment: Whole II ($5,412.96)1 http://www.garcoact.com/assessor/parcel.asp?ParcelNumber=239307400357 9/9/2008 Parcel Detail 2003 II Interest Charge II $108.261 2003 II Tax Amount $5,412.961 2002 II Interest Payment ($222.46)1 2002 II Interest Charge $222.461 2002 ax ayment: oe T P Wh I , II ($5 561 40)! 2002 Tax Amount $5,561.401 2001 Interest Payment I $167.771 I 2001 I Tax Payment: Whole II $5,592.261 I 2001 II Tax Payment: Whole II ($5,592.26)1 I 2001 II Interest Payment II ($167.77)1 I 2001 II Interest Charge II $167.771 I 2001 II Tax Payment: Whole II ~$5,592.26)1 I 2001 II Interest Payment II ($167.77)1 I 2001 II Tax Amount I $5,592.261 I 2000 I Tax Payment: Whole ($6,252.32)1 I 2000 Tax Amount $6,252.321 I 1999 Interest Payment ($185.02)1 I 1999 Interest Charge I $185.021 I 1999 Tax Payment: Whole II ($6,167.36)1 I 1999 Tax Amount II $6,167.361 Mill Levy Revenues Detail Thp ofPagl:! Assessor Database Search Qptions I Jreasurer _Q11,tabase Sem:c_h 0Qtions Clerk & Re,:order Dambase Search_QQtion.s Page 4 of4 The Garfield County Assessor and Treasurer's Offices make every effort to collect and maintain accurate data. However, Good Turns Software and the Garfield County Assessor and Treasurer's Offices are unable to warrant any of the information herein contained. Copyright © 2005 -2008 Good Turns Software. All Rights Reserved. Database & Web Design by Good Turns Softwar~. http://www.garcoact.com/assessor/parcel.asp?ParcelNumber=239307400357 9/9/2008 Garfield County Building and Planning 108 8th Street Suite 401 Glenwood Springs, CO 970.945.8212 Plan analysis based on the 2003 International Building Code Project Number: Date: August 26, 2008 Project Name: Aspen Equity ~~~­ Address: 0082 CR113 Occupancy: S-1 Construction: II-B Contractor: Architect: Engineer: Mori Report By: Andy Schwaller NOTE : The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 2003 IBC. It is a guide to selected sections of the code. Report created using Plan Analyst software by IHS Global 800-854-7179 FRONTAGE INCREASE: Perimeter of the entire building = 420 feet. Perimeter which fronts a public way or accessible open space Minimum width of public way or accessible open space = 20 Allowable area increased 43.65% for frontage increase. Sec. 506.2 380 feet. FL NAME occ MAX FLR AREA ALLOWED RATIO STATUS ------------------------------------------------------------------- 2 Storage S-1 ok 6800 25139 0.27 ok TOTAL FOR FLOOR 6800 25139 0.27 ok 1 Storage S-1 ok 4110 25139 0.16 ok TOTAL FOR FLOOR 4110 25139 0.16 ok BUILDING TOTAL 10910 50278 0.22 ok --Sec. 503, 504, 506 and Table 503 The actual height of this building is 17.0 feet. The maximum height of this building is 55.0 feet. --Table 503 Code review for: Project Id.: Aspen Equity Bld A Address: 0082 CR113 PROPERTY DESCRIPTION: Page # 2 North Side has building. -To building = 50.0 ,assumed property line 25.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE East Side has a property line. -Distance to property line = 25.0 South Side has building. -To building = 25.0 ,assumed property line 12.5 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE West Side has a property line. -Distance to property line = 25.0 occ BRG WALL S-1 0-hr EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Sec. 602, Tables 601 and 602, and Sec. 704 NORTH EAST SOUTH NON OPNG% BRG NON OPNG% BRG NON OPNG% BRG BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR WALL 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr WEST NON BRG 0-hr The exterior walls are required to be of NONCOMBUSTIBLE material. --Sec. 602.2 OPNG% UP/PR NL/NL Projections from exterior walls shall be of noncombustible material. --Sec. 704.2.1 Exterior walls are required to be fire-rated for exposure to fire: 1. From Both sides when fire separation is 5 feet or less. 2. On the interior side only when separation is greater than 5 feet. Sec. 704.5 up/pr =Maximum percent of openings in the exterior wall. Table 704.8 up -The maximum percent if all openings are unprotected. pr -The maximum percent if all openings are protected. If some are protected and some are not, then use formula in Sec. 704.8 Openings in lhr walls are required to be protected with 3/4 hour assemblies. --Sec. 704.12 and Sec. 715.4 Openings in walls required to be greater than 1hr are required protected with 1 1/2 hour assemblies. --Sec. 715.4 NL No fire protection requirements for openings. NP Openings are not permitted in this wall. Code review for: Project Id.: Aspen Equity Bld A Address: 0082 CR113 Page # 3 Note: Unlimited unprotected openings are allowed in walls not required to fire-resistant. --Table 704.8, Note: g. * These walls may be required to have a parapet wall 30 inches above the roofing. The parapet wall is required to have the same fire rating as the wall and shall have noncombustible faces for the uppermost 18 inches. --Sec. 704.11 Exception 1: A parapet wall is not required when the wall is not required to be fire-resistive. Exception 3: If roof construction is 2-hour fire-resistive and of noncombustible construction, a parapet wall is not required. ELEMENT FIRE RESISTANCE RATINGS MATERIAL Structural Frame Interior Bearing wall Interior nonbrg wall Shaft Enclosure Floor/Ceiling Assembly Roof/Ceiling Assembly Stairs NOTES: Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible Noncombustible FOR BUILDING RATING 0 hour 0 hour 0 hour 1 hour 0 hour 0 hour None ELEMENTS NOTES Note 5 Note 1 ' 13 1. Fire resistance rating for shafts based on Section 707.4 NOTE: See Section 707.2 for shaft enclosure exceptions. 5. Fire-retardant treated wood shall be permitted in: --Table 601 A. Nonbearing partitions where the required fire-resistance rating is two hours or less. --Sec. 603.1, 1.1 Partitions dividing portions of stores, offices or similar places occupied by one tenant only and do not establish a corridor or serve an occupant load of 30 or more may be: A. constructed of fire retardant treated wood B. one hour fire resistive construction C. wood panels or similar up to six feet in height. --Sec. 603.1, Exception 8 13. Fire-retardant-treated wood shall be allowed in buildings including girders and trusses as part of the roof construction. --Table 601, c.3. Project Number: Project Name : Address: Garfield County Building and Planning 108 8th Street Suite 401 Glenwood Springs , CO 970.945 .8212 Plan analysis based on the 2003 International Building Code Date: August 27, 2008 Contractor: Occupancy: S -1 Construction: II-B Architect: Engineer: Report By: Andy Schwaller NOTE : The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 2003 IBC. It is a guide to selected sections of the code . Report created using Plan Analyst software by IHS Global 800-854-7179 FRONTAGE INCREASE: Perimeter of the entire building = 580 feet. Perimeter which fronts a public way or accessible open space Minimum width of public way or accessible open space = 20 Allowable area increased 45.4% for frontage increase. Sec. 506.2 540 feet . FL NAME occ MAX FLR AREA ALLOWED RATIO STATUS 1 Storage TOTAL FOR FLOOR BUILDING TOTAL S -1 ok --Sec. 503, 504, 506 and Table 503 10000 10000 10000 25445 25445 25445 The actual height of this building is 17.0 feet. 0 .39 0 .39 0.39 The maximum height of this building is 55 .0 feet . --Table 503 ok ok ok Code review for: Project Id.: Building B Address: PROPERTY DESCRIPTION: Page # 2 North Side has building. -To building = 25.0 ,assumed property line 12.5 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE East Side has a property line. -Distance to property line= 30.0 South Side has building. -To building = 30.0 ,assumed property line 15.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE West Side has a property line. -Distance to property line = 25.0 occ BRG WALL S-1 0-hr EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Sec. 602, Tables 601 and 602, and Sec. 704 NORTH EAST SOUTH NON OPNG% BRG NON OPNG% BRG NON OPNG% BRG BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR WALL 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr WEST NON BRG 0-hr The exterior walls are required to be of NONCOMBUSTIBLE material. --Sec. 602.2 OPNG% UP/PR NL/NL Projections from exterior walls shall be of noncombustible material. --Sec. 704.2.1 Exterior walls are required to be fire-rated for exposure to fire: 1. From Both sides when fire separation is 5 feet or less. 2. On the interior side only when separation is greater than 5 feet. Sec. 704.5 up/pr =Maximum percent of openings in the exterior wall. Table 704.8 up -The maximum percent if all openings are unprotected. pr -The maximum percent if all openings are protected. If some are protected and some are not, then use formula in Sec. 704.8 Openings in 1hr walls are required to be protected with 3/4 hour assemblies. --Sec. 704.12 and Sec. 715.4 Openings in walls required to be greater than 1hr are required protected with 1 1/2 hour assemblies. --Sec. 715.4 NL No fire protection requirements for openings. NP Openings are not permitted in this wall. Code review for: Project Id.: Building B Address: Page # 3 Note: Unlimited unprotected openings are allowed in walls not required * to fire-resistant. --Table 704.8, Note: g. These walls may be required to have a parapet wall 30 inches above the roofing. The parapet wall is required to have the same fire rating as the wall and shall have noncombustible faces for the uppermost 18 inches. --Sec. 704.11 Exception 1: A parapet wall is not required when the wall is not required to be fire-resistive. Exception 3: If roof construction is 2-hour fire-resistive and of noncombustible construction, a parapet wall is not required. FIRE RESISTANCE RATINGS FOR BUILDING ELEMENTS --Table ELEMENT MATERIAL RATING NOTES Structural Frame Noncombustible 0 hour Interior Bearing wall Noncombustible 0 hour Interior nonbrg wall Noncombustible 0 hour Note 5 Floor/Ceiling Assembly Noncombustible 0 hour Roof/Ceiling Assembly Noncombustible 0 hour ' 13 Stairs Noncombustible None NOTES: 5. Fire-retardant treated wood shall be permitted in: 601 A. Nonbearing partitions where the required fire-resistance rating is two hours or less. --Sec. 603.1, 1.1 Partitions dividing portions of stores, offices or similar places occupied by one tenant only and do not establish a corridor or serve an occupant load of 30 or more may be: A. constructed of fire retardant treated wood B. one hour fire resistive construction C. wood panels or similar up to six feet in height. --Sec. 603.1, Exception 8 13. Fire-retardant-treated wood shall be allowed in buildings including girders and trusses as part of the roof construction. --Table 601, c.3. I Project Number: Garfield County Building and Planning 108 8th Street Suite 401 Glenwood Springs, CO 970.945 .8212 Plan analysis based on the 2003 International Building Code Date: August 27, 2008 Project Name : l~ G Address: Occupancy: S -l ,S-2 Construction: II-B Contractor: Architect: Engineer: Report By: Andy Schwaller NOTE: The code items listed in this report are not intended to be a complete listing of all possible code requirements in the 2003 IBC. It is a guide to selected sections of the code. Report created using Plan Analyst software by IHS Global 800-854 -7179 FRONTAGE INCREASE: Perimeter of the entire building = 660 feet. Perimeter which fronts a public way or accessible open space Minimum width of publ i c way or accessible open space = 20 Allowable area increased 41.92% for frontage increase. Sec. 506.2 580 feet . FL NAME occ MAX FLR AREA ALLOWED RATIO STATUS 1 Storage S-1 ok 9680 24836 0.39 ok 1 Parking Garage S-2 ok 1920 36899 0 .05 ok TOTA L FOR FLOOR 11600 26257 0.44 ok BUILDING TOTAL 11600 26257 0.44 ok --Sec. 503 , 504 , 506 and Table 503 Allowable area and height calculations are based on different uses being separated by fire barriers. --Sec . 302 .3.2 The actual height of this building is 17.0 feet. Code review for: Project Id.: Bld C Address: PROPERTY DESCRIPTION: Page # 2 North Side has building. -To building = 30.0 ,assumed property line 15.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE East Side has building. -To building= 50.0 ,assumed property line 25.0 Exterior wall rating based on distance to assumed property line. --Sec. 704.3 and 702.1 FIRE SEPARATION DISTANCE South Side has a property line. -Distance to property line West Side has a property line. -Distance to property line occ BRG WALL S-1 0-hr S-2 0-hr EXTERIOR WALL FIRE RATINGS AND OPENING PROTECTION Sec. 602, Tables 601 and 602, and Sec. 704 NORTH EAST SOUTH NON OPNG% BRG NON OPNG% BRG NON OPNG% BRG BRG UP/PR WALL BRG UP/PR WALL BRG UP/PR WALL 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 0-hr NL/NL 0-hr 25.0 15.0 WEST NON BRG 0-hr 0-hr The exterior walls are required to be of NONCOMBUSTIBLE material. --Sec. 602.2 OPNG% UP/PR NL/NL NL/NL Projections from exterior walls shall be of noncombustible material. --Sec. 704.2.1 Exterior walls are required to be fire-rated for exposure to fire: 1. From Both sides when fire separation is 5 feet or less. 2. On the interior side only when separation is greater than 5 feet. Sec. 704.5 up/pr =Maximum percent of openings in the exterior wall. Table 704.8 up -The maximum percent if all openings are unprotected. pr -The maximum percent if all openings are protected. If some are protected and some are not, then use formula in Sec. 704.8 Openings in lhr walls are required to be protected with 3/4 hour assemblies. --Sec. 704.12 and Sec. 715.4 Openings in walls required to be greater than lhr are required protected with 1 1/2 hour assemblies. --Sec. 715.4 NL No fire protection requirements for openings. NP Openings are not permitted in this wall. Code review for: Project Id.: Bld C Address: Page # 3 Note: Unlimited unprotected openings are allowed in walls not required * to fire-resistant. --Table 704.8, Note: g. These walls may be required to have a parapet wall 30 inches above the roofing. The parapet wall is required to have the same fire rating as the wall and shall have noncombustible faces for the uppermost 18 inches. --Sec. 704.11 Exception 1: A parapet wall is not required when the wall is not required to be fire-resistive. Exception 3: If roof construction is 2-hour fire-resistive and of noncombustible construction, a parapet wall is not required. FIRE RESISTANCE RATINGS FOR BUILDING ELEMENTS --Table ELEMENT MATERIAL RATING NOTES Structural Frame Noncombustible 0 hour Interior Bearing wall Noncombustible 0 hour Interior nonbrg wall Noncombustible 0 hour Note 5 Floor/Ceiling Assembly Noncombustible 0 hour Note 9 Roof/Ceiling Assembly Noncombustible 0 hour ' 13 Stairs Noncombustible None NOTES: 5. Fire-retardant treated wood shall be permitted in: 601 A. Nonbearing partitions where the required fire-resistance rating is two hours or less. --Sec. 603.1, 1.1 Partitions dividing portions of stores, offices or similar places occupied by one tenant only and do not establish a corridor or serve an occupant load of 30 or more may be: A. constructed of fire retardant treated wood B. one hour fire resistive construction C. wood panels or similar up to six feet in height. --Sec. 603.1, Exception 8 9. Parking surfaces shall be of concrete or similar noncombustible and nonabsorbent materials. Asphalt parking surfaces are permitted at ground level. --Sec. 406.2.6 13. Fire-retardant-treated wood shall be allowed in buildings including girders and trusses as part of the roof construction. --Table 601, c.3. Code review for: ~ Project Id.: Aspen Equity Bld • Address: 0082 CR113 CEILING HEIGHTS: Page # 5 Occupiable spaces, habitable spaces and corridors shall have a ceiling height of not less than 7 feet 6 inches. Bathrooms, toilet rooms, kitchens, storage rooms and laundry rooms shall be permitted to have a ceiling height of not less than 7 feet. --Sec. 1208.2 INSULATION NOTES: 1. Insulating materials shall have a flame-spread rating of no more than 25 and a smoke developed index of not more than 450. --Sec. 719.2 (concealed installation) and Sec. 719.3 (exposed installation) Foam plastic insulations are required to be protected. --Sec. 2603 Code review for: Project Id.: Aspen Equity Bld A Address: 0082 CR113 GLAZING REQUIREMENTS Page # 6 All glazing in hazardous locations is required to be of safety glazing material. --Sec. 2406.1 Locations: Sec. 2406.3 1. Glazing in swinging doors except jalousies. 2. Glazing in fixed and sliding panels of sliding patio door assemblies and panels in sliding and bifold closet door assemblies. 3. Glazing in storm doors. 4. Glazing in all unframed swinging doors. 5. Glazing in doors and enclosures for hot tubs, whirlpools, saunas, steam rooms, bathtubs and showers. Glazing in any portion of a building wall enclosing these compartments where the bottom exposed edge of the glazing is less than 60 inches above a standing surface. 6. Glazing in fixed or operable panels adjacent to a door where the nearest exposed edge of the glazing is within a 24-inch arc of either vertical edge of the door in a closed position and where the bottom exposed edge of the glazing is less than 60 inches above the walking surface. Exception: Panels where there is an intervening wall or other permanent barrier between the door and glazing. 7. Glazing in an individual fixed or operable panel, other than those locations described in items 5 and 6 above, than meets all of the following conditions: 7.1 Exposed area of an individual pane greater than 9 square feet. 7.2 Exposed bottom edge less than 18 inches above the floor. 7.3 Exposed top edge greater than 36 inches above the floor. 7.4 One or more walking surfaces within 36 inches horizontally of the plane of the glazing. See Exceptions. 8. Glazing in guards and railings regardless of the area or height above a walking surface. 9. Glazing in walls and fences enclosing indoor and outdoor swimming pools, hot tubs and spas where all of the following are present: 9.1 The bottom edges of the glazing on the pool or spa side is less than 60 inches above the walking surface. 9.2 The glazing is within 60 inches of the water's edge. 10. Glazing adjacent to stairways, landings and ramps within 36 inches horizontally of a walking surface when the glass is less than 60 inches above the plane of the walking surface. 11. Glazing adjacent to stairways within 60 inches horizontally of the bottom tread of a stairway in any direction when the exposed glass is less than 60 inches above the nose of the tread. See Exceptions. Job Name Tc""v:'s Sh:,,, .. t Job Location Co-clno>JoW. Co Sheet# ___ of __ _ Plan# ~-31-!'-IA Date 5' !JU>/of' _, "-'t~ I ~ k.J, M''l" 1- Ji't/ ,..__, t qo ' cr.s/ , 'lf~ .oo:::l5£ .. y \l..z ):...2L 1:...,~. 1:. ~, oo:l.s~.___.. . c. c. . I. c. . .~5 f>f ~ Fe "f-,c Gc_f' -"l,n c~ C.,;, G~ _1);5 C.~o .'b )-.1.. G.C-p;,, '. I;; r, '1. 51 . t>S. & -"/.S'! ./J' -c '/,1.5", g, . !'6 "l.SJ )\,:)·-,'1,. -'7.sJ·'.;s= _:, .-s3, -o.tv -V>_ ""-_ I 0 \"'£' ,_ ----... - -- ----·-1 I v ··;I - "'I "'l )7 15 1 ' l.o"iY' -- '?' I_D '?'~ . '='H ,;:>7' n/2. -~.n0'G_'L5 ,, f','lLv:J. LD<-.£1 = 11'1U>Ib.s ~ .QILDI 1%' 3'1o1-IJ>.s f_ f{\ '1-. I =' n '!5'' ' :l2. 2. + I lj'l 24 · ~oD.z..s 'l.:)~ f--'1..' 3 ?.'7-. :5'D lio' R,, -ZJ/J 2Lo'-6 \...!>"a-.e;:.-1\./ _l I v -Z::Z:.'l. G. to\\,., -~===-~7 r) . -L}o::>t_ 03 lb-(Jr ---Trachte Building Systems· 314 Wilburn Road, Sun Pra1r1e, WI 53590 · Phone: 800-356'"5824 · Fax: 800-981-9014 (! J) 191S.eng.Ol/OS ·. CFS Version 5.0.2 Section: 8x2.5C14.sct Shaun D. Decker 8 x 2.5 C 14 Gage BRv 1:"\\--·,'v" Trachte Building Systems, Inc. LGSI Library C..o\"'"""f\ Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Section Inputs + Material: A607 Class 2 Grade 55 No strength increase from cold Modulus of Elasticity, E Yield Strength, Fy Tensile Strength, Fu work of forming. 29500000 psi 55000 psi 67700 psi Warping Constant Override, Cw Torsion Constant Override, J C-Section, Thickness 0.07 in Placement of Part from Origin: X to center of gravity Y to center of gravity o in o in Outside dimensions, Open shape 1 2 3 4 5 Length Angle Radius (in) (deg) (in) 0.8000 270.000 0.18750 2.5000 8.0000 2.5000 0.8000 180.000 90.000 0.000 -90.000 0.18750 0.18750 0.18750 0.18750 0 in"'6 0 in"'4 Web None Single Cee Single None erz .. k Coef. 0.000 0.000 0. 000 0. 000 0.000 Hole Size (in) 0.0000 0.0000 0.0000 0.0000 0.0000 Page 1 Distance (in) 0.4000 1.2500 4.0000 1.2500 0.4000 CFS Version 5.0.2 Section: 8x2.5C14.sct 8 x 2.5 C 14 Gage LGSI Library Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Page 2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification -US (ASD) Design Parameters: Lx 23.583 ft Ly 1.000 ft Lt 15.250 ft Kx 1.0000 Ky 1.0000 Kt 1.0000 Cbx 1.0000 Cby 1.0000 ex 0.0000 in Cmx 1.0000 Cmy 1.0000 ey 0.0000 in Braced Flange, None Moment Reduction, R, 0.0000 Loads: p Mx Vy My Vx (lb) (lb-ft) (lb) (lb-ft) (lb) Entered 3283.0 0.0 0.0 0.0 0.0 Applied 3283.0 0.0 0.0 0.0 0.0 Strength 3428.3 5766.1 4077.8 606.6 5731.7 Effective section properties at applied loads: Ae 0.97566 in .... 2 Ixe 9.2100 in"'4 Iye 0.8000 in .... 4 Sxe(t) 2.3025 in"'3 Sye (l) 1.1559 in"'3 Sxe(b) 2.3025 in""'3 Sye (r) 0.4425 in .... 3 Interaction Equations NAS Eq. C5.2.1-1 (P, Mx, My) 0.958 + 0.000 + 0.000 = 0.958 <= 1.0 NAS Eq. C5.2.1-2 (P' Mx, My) 0.188 + 0.000 + 0.000 = 0.188 <= 1.0 NAS Eq. C3.3.1-1 (Mx, Vy) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 NAS Eq. C3.3.1-l (My, Vx) Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 CFS Version 5.0.2 Shaun D. Decker Section: 12x3.5C12.sct .Jt. 12x3.5C12Gage(SA.v-~ LGSI Library C...\l.l.mf) Trachte Building Systems, Inc. Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Section In puts Material: A607 Class 2 Grade 55 No strength increase from cold work of forming. Modulus of Elasticity, E 29500000 psi Yield Strength, Fy 55000 psi Tensile Strength, Fu 67700 psi Warping Constant Override, Cw 0 inA6 Torsion Constant Override, J 0 inA4 C-Section, Thickness 0.105 in Placement of Part from Origin: X to center of gravity Y to center of gravity o in 0 in Outside dimensions, Open shape 1 2 3 4 5 Length Angle Radius (in) (deg) (in) 0.885 270.000 0.18750 3.500 12.000 3.500 0.885 180.000 90.000 o.ooo -90.000 0.18750 0.18750 0.18750 0.18750 Web None Single Cee Single None Cl'f k Coef. 0.000 0.000 0.000 0.000 0.000 Hole Size (in) 0.000 0.000 0.000 0.000 0.000 Page 1 Distance (in) 0. 442 1.750 6. 000 1.750 0. 442 CFS Version 5.0.2 Section: 12x3.5C12.sct 12 x 3.5 C 12 Gage LGSI Library Rev. Date: 1/1/2003 12:00:00 PM By: RSG Software Page 2 Shaun D. Decker Trachte Building Systems, Inc. Member Check-2004 North American Specification -US (ASD) Design Parameters: LX 24.333 ft Kx 1.0000 cbx 1.0000 Cmx 1. 0000 Braced Flange: None Loads: Entered Applied Strength p (lb) 3407 3407 14329 Ly Ky Cby Cmy Moment Mx (lb-ft) 4057 4 057 10127 Effective section properties at Ae 2.0935 inA2 Ixe Interaction Equations Sxe(t) Sxe(b) NAS Eq. C5.2.1-1 (P, Mx, My) NAS Eq. C5.2.1-2 (P, Mx, My) NAS Eq. C3.3.1-1 (Mx, Vy) NAS Eq. C3.3.1-1 (My, Vx) 12.917 ft Lt 1.0000 Kt 1.0000 ex 1.0000 ey Reduction, R: 0.0000 Vy (lb) 0 0 9024 My (lb-ft) 0 0 2790 applied loads: 43.759 inA4 7.2932 inA3 7.2932 inA3 Iye Sye (l) Sye(r) 12.917 ft 1. 0000 0.0000 in o. 0000 in Vx (lb) 0 0 12626 3. 072 3.4943 1.1719 0.238 + 0.418 + 0.000 = 0.656 <= 1.0 0.097 + 0.401 + 0.000 = 0.497 <= 1.0 Sqrt(0.051 + 0.000)= 0.227 <= 1.0 Sqrt(O.OOO + 0.000)= 0.000 <= 1.0 C. IF