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Home My WebLink AboutApplication- Permit• Garfield County Building, Sanitation, & Planning Department 108 8"' Street, Suite #201 Glenwood Springs, Co. 81601 Office- 945-8212 Inspection Line- 384-5003 NO. 8924 Job Address " f i- t , 0—Q, 21 \-_)C 4 Nature of Work �LQJ jL Building Permit a l �1 r c-4..,&- Off- OL C: ` Use of Building �js 1d Owner L assm Contractor L Le rck..� Amount of Permit $ �g,�J 7' Date Clerk oska-ar, silka -( /tc #Q cehaa GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8s Street, Suite 201, Glenwood Springs, CO 81601 (nd • t, Phone: 970-945-8212 / Fax: 970-384-34701 Inspection Line: 970-384-5003 W� Parcel/Schedule No: .2/Q /O 2000 Permit No: CJ la,\ • A / AGREEMENT PERMISSION IS HEREBY GRANTED TO THEA LICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, THE SIGNER. HEREBY AGREES TO COMPLY W1TH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 3018201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE ITSHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS 1N SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABLITIES BY CARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY ^• R THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER, BUILDER, AND 0 OMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Job Address: 4105 L �j 8) 9 Lot No: Block No: G -S_ Subd. / Exemption: J `Delp 1 2 Owner: ,/' du ,'si Pi1 sMGr_ Addressy(s14 iP CO err it, ,l3/ 1/6tl] h: _ph: S --a7!% Wk Ph: Mb' 3 o qtra or: Address: /2•'L -if/ CO 8/6S0 //510 cry ,2D 3.2D ph: 970-6,75--007(, . 'oT.15. ro,U7e4CriAJCq 4 Architect/Engineer;. K U e 7 Z Assoc , Address: atINa.mb 6%18/ °I Selz crry i?t' /Se/ Ph: Lic. No. 5 Sq. Ft. of Building: r I Soo Sc2 Fr i/�s SD Fr - / Sq. Ft. of Lot: 7, Py /9c -Rs 5 Height: No. of Floors: 6 Use of Build ;, • ..: ,.. ,�� i 7 scribe Work: RL EA) ori iIt's 2£q Ea,i1sV9v&S - Srfcz_ 8 Class of Work: )c_ New o Addition o Alteration ❑ Remove o Move 9 10 Garage: if Single o Double Carport: ❑ Single o Double K Driveway Permit; /7 ❑ On -Site Sewage Disposal (Septic)- o Site Plan - -- 11 Valuation of Work: $ 6647 /2 SG , r. r Adjusted Valuations: y f -sa 12 / rlT� ("PM ie Q$�64 Ve/i--1C '`tic� _ 0/lam /c iJ/ e/rh es980 NOTICE A SEPARATE ELECTRICAL PERMIT 15 REQUIRED AND MUST BE ISSUED BY THE STATE OF COLORADO. THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED IS NOT COMMENCED WITHIN 180 DAYS, OR, IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANYTIME AFTER WORK IS COMMENCED. I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS 1 APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECT. ALL PROVISIONS OF LAWS GOVERNING THIS TYPE OF WORK WILL BE COMPLETED WITHIN WHETHER SPECIFIED HEREIN OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULAT • CONSTRUCTION OR THE PERFORMANCE OF CO• RU TION. jip ►�� .�ylal 1/ 0- Z -to Plan Check Fee: 49s 7 Permit tike: /bZ Total Fee: 130 g sil- Dated Permit Issued: I L TTT O('C Grooup:: �-j I Const. Type: Zoning: Setbacks: Manu. Home: , i 'S �. t.�J �� s * 1 ' o)= R � iifac� rr %►% /I. • 03 !�i�,/ �,. , B DEPT �'' �S.'•r�' APPROVE DATE �('"'__ -/f rr •411t�J / AGREEMENT PERMISSION IS HEREBY GRANTED TO THEA LICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF THE CONTRACTOR OR OWNER TO CONSTRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMITTED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF THE ISSSUANCE OF THIS PERMIT, THE SIGNER. HEREBY AGREES TO COMPLY W1TH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 3018201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPILED WITH IN THE LCOATION, ERECTION, CONSTRUCTION, AND USE OF THE ABOVE DESCRIBED STRUCTURE, THE PERMIT MAY BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE ITSHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS 1N SAID PLANS, SPECIFICATIONS AND OTHER DATA OR FROM PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF THS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABLITIES BY CARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY ^• R THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER, BUILDER, AND 0 OMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector 2. Permanent address assigned by Garfield County Building Department posted where readily visible from access road; 3. A finished roof, a lockable house, complete exterior siding, exterior doors and windows installed, a complete kitchen with cabinets, a sink with hot & cold running water, non- absorbent kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. A complete bathroom, with washbowl, tub or shower, toilet stool, hot and cold running water, non-absorbent floors and walls finished and a privacy door; 5. All steps outside or inside over three (3) steps must have handrails, guard rails on balconies or decks over 30" high constructed to all 1997 UBC requirements; 6. Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather, but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOTOCCUPY OR USE DWELLING UNTIL A CERTIFICATE OF OCCUPANCY (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 PREMISE UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy,,uke and the issuance of a Certificate of Occupancy for the dwelling under building permit# 1 ag /0-2-03 Signature Date BpcontO82002 Plans to be included for a Building Permit, must be on drafting paper at least 18"x24" 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 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. A window schedule. A door schedule. A floor framing plan, a roof framing plan, roof must be designed to withstand a 40 pound per square foot up to 7,000 feet in elevation, an 80 M.P.H. windshear, wind exposure B, windload of 15 pounds per square foot, and a 36 inch frost depth. All sheets 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 1997 UBC, UMC and 1997 UPC. I . Is a site plan included that identifies the location of the proposed structure or addition and distances to the property lines from each comer of the proposed structure(s) prepared by a licensed surveyor and has the surveyors signature and professional stamp on the drawing? Properties with slopes of 30% or greater must be shown on the site plan. NOTE: 106.3.1 (7.) 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 fmal plat with the proposed structure located within the enveloped Yes -� 2. Does the site plan also include any other buildings on the property, setback easements and utility easements? Please refer to Section 5.05.03 in the Garfield County Zoning Resolution if the property you are applying for a building permit on is located on a corner lot. Special setbacks apply. Yes 3. Does the site plan include when applicable the location of the I.S.D.S. (Individual Sewage Disposal System) and the distances to the property lines, wells (on subject property and adjaceitryperties), streams or water courses? Yes 2 4. Does the site plan indicate the location and direction of the County or private road accessing the propegi? Yes 5. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes 6. 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 t.I /A 7. Do the plans indicate the size and location of ventilation openings for the attic, roof joist spaces's an}d soffits? Yes 8. Do the plans include design loads as required by Garfield County for roof snow loads, (a minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor loads and wind loads? Yes at 9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof constructio Yes 10. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof r ,ers or joists or trusses? Yes 11. Does the building section drawing or other detail include the method of positive connection of all columns -and beams? Yes 12. Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to existing (u�, turbed) grade contours? Yes 13. Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorhase II certifications or phase II EPA certification? Yes No 3 14. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building Code Chapter 37? Yes No N/V 15. 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 Uniform Building Code? Yes No A% 16. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all hal). ble rooms? Yes No All 17. 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 No 18. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? Yes No 19. Do you understand that if you are building on a parcel of land created by the exemption process or the subdivision process, are building plans in compliance with all plat notes and/or covenants? Yes No 20. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission from the association, if required by that association, prior to submitting an application for a building permit? If you do not have written permission from the association, do you understand that the plan check fee will not be refunded should the architectural committee deny or rejgdt your building plans? Yes No 21. 22. 23. Will this be the only residential structure on the parcel? S �N1Ads_ Yes No If no-Explain:S7j '/1 t7� SW eme4a /- Have two (2) ggmplete sets of construction drawings been submitted with the application? Yes Do you understand that the minimum dimensions a home can be on a lot is 20ft.wide and 20ft. long? Yes AV No 4 24. Have you designed or had this plan designed while considering building and other construction code requirements? Yes No 25. Do your plans comply with all zoning rules and regulations in the County related to your properties a district? e c4e;L' ON eoi/6/Ai /2FCQviSP-frk ;Air 5 Yes 4Nt No 26. Does the plan accurately indicate what you intend to construct and what will receive a final inspection by the Garfield County Building Department? Yes No 27. Do you understand that approval for design and/or construction changes are required prior to the applicati of these changes? Yes �1%� No 28. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application submittal and that you will be required to pay the "Permit Fee" as well as any "Road Impact" or "Septic System" fees required, at the time you pick up your building p t? Yes - r / No 29. Are you aware that twenty-four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoons. All inspections must be called in by 3:30 p.m. the day before. Failure to give twenty-four (24) hour notice for inspections will delay your inspection one (1) day. Inspections are to be called in to 384-5003 Yes No 30. Are you aware that requesting inspections on work that is not ready or not accessible will result in a $4.94 re-inpsection fee? Yes No 31. Are you aware that you are required to call for all inspections required under the Uniform Building Code including approval on a final inspection prior to receiving a Certificate of Occupancy occupancy of the building? Yes No 32. 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 Unifo Building Code? Yes No 5 33. Are you aware that prior to submittal issuance of a building permit application you are required to show proof of a driveway access permit or obtain a statement from the Garfield County Road & Bridge Department stating one is not necessary? You can contact the Road & Bridge D ent at 625-8601. Yes No 34. Do you understand that you will be required to hire a State of Colorado Licensed Electrician and Plumber to perform installations and hookups, unless you as the homeowner are performing the work? The license number of the person performing the work will be required at ti of applicable inspection. Yes No 35. 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 a buildin f t application? Your attention in this is appreciated. Yes No I hereby acknowledge that I have read, understand and answered these questions to the best of myasi 'ty. /0-2-e 3 Signature o Owner Date Phone: 970 (o /e=/%2. (days); S»i`!L. (evenings) Project Name: S/OPS Project Address: %� D c' T// ieb ,a/V ivied �'/9�T« J etc Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit. If it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, 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, delay in issuance of the permit or delay in proceeding with construction. bpminreq 04/2003 6 GARFIELD COUNTY BUILDING and PLANNING Owner's agreement for a permit to build a garage prior to building a residence I, /t) 'SAL %'t- , state that the garage built as authoried by the permit for which I am applying will be used exclusively for storage of automobiles or personnel possessions and not for any residential dwelling or commercial purpose. I also state that a building permit for my home will be applied for and issued within one (1) year of this agreement. Date rr�� PLAN REVIEW CHECKLIST Applicant 31 ) as? ti Date /0 2 7-03 Building ✓ En/gineered Foundation ✓1 veway Permit Surveyed Site Plan ) SO r SPE Sr"( ✓ r Septic Permit and Setbacks r-tac.i149 — ade/Topography 30% ✓t�ttach Residential Plan Review List ✓Minimum Application Questionnaire Subdivision Plat Notes AtM Fire Department Review VValuation Determination/Fees d Line Plans/Stamps/Sticker list Attach Conditions .../Application Signed Plan Reviewer To Sign Application ✓Parcel/Schedule No. ikl,a40# Snowload Letter- Mani". Hms. GENERAL NOTES: Planning/Zoning _Property Line Setbacks 30ft Stream Setbacks Flood Plain Building Height Zoning Sign -off Road Impact Fees HOA/DRC Approval Grade/Topography 40% Planning Issues Subdivision Plat Notes i�4srutx CrL77r-. Garfield County Road and Bridge Department P.O. Box 426 Rifle, CO 81650 Phone -(970)625-8601 Fax- (970)625-8627 Invoice Date: Bill To: Invoice 2/12/2003 Invoice Number. Lindsay Passmore 3330 S. Glen Glenwood Sprin , CO 81601 7 Driveway Permit Number: $15.00 per Driveway Permit. Driveway Permit Fee: $15.00 7 Total Due: Thank You! $15.00 • rt:Garfield County Application for Driveway Permit Application Date: 2/12/2003 Permit Number: 7 Permitee: Lindsay Passmore Termination Date: 2/28/2003 County Road Number: 214 Inspector: Kraig Kuberry District: 2 Sub -Contractor: Lindsay Passmore 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. 214. of 4520 CR 214, adjacent to Applicant's property located on the 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: 1. 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 of building(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 affirms 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, perform 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 permit 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 driveway(s) in the course of the 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) Nd revisiods 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. Special Conditions: 1. Min. of 45' feet wide 2. 15inch culvert required. 3. Gravel back at 100 ft. 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 plan reviewed and approved by Board of County Commissioners. Signed: Address: Liay 8.99 re Telephone Number: Permit granted 2/12/2003subject to the provisions, specifications and conditions stipulated herein. For Board of County Commissioners' of Garfield County, Colorado: 04 Representati . Garfield County Road and Bridge Signature Special Provisions for Excavation of Road Surface and Installation 1) Any oversized material, (larger than 10 inches in diameter), that is not utilized in backfill will be hauled off by permitee. Further, any frozen material will be removed from site by permittee. 2) When a paved or chipped surface is cut, it is to be replaced with a minimum three-inch (3") hot mix asphalt patch. Temporary patch with cold mix asphalt would be allowed, which would be replaced with hot mix asphalt when the weather or availability of materials allow the work to be completed. An asphalt or chipped surface cut would require the road to be straight cut and squared by means of a pavement cutter or saw. A chipped surface cut will require a seal coat of the patch, which will be full width or half width of roadway when trenches run with the road. For trenches across the road, the edges of the seal coat will overlap the existing edge. All seal coats will overlap edges by a two of the roadway in the vicinity of the excavation. Asphalt hot mix or cold patches will be completed in a maximum of five (5) working Days. Weather permitting. 3) When possible all installations should avoid the top edge of a fill slope. 4) Installations in drainages subject to flash flooding will have a minimum bury of 4 feet deeper than normal flow line at nearest abutment, wing wall, or culvert. 5) Installations at culvert crossings will be buried beneath the culvert with a minimum separation of 18 inches between installation and the bottom of the culvert. 6) Open trenches adjacent to the traveled roadway shall be backfilled daily to within 100 feet of the working area of the trench, and shall be barricaded with warning devices after dark. A 3 foot high orange plastic fence will be installed daily to keep livestock out of the open trench after hours. 7) In areas being disturbed where vegetation is established, reseeding with a mixture either by broadcasting, drilling and mulching with seed mixtures suitable to the climatic conditions or existing vegetation will be performed. Use only certified weed -free seed. Noxious weed control will be ongoing along with revegetation. 8) The permittee should check the R -O -W of surrounding landowners to see if other permits are required, i.e., BLM, Forest Service. „fi Repres t e for Garfield County Road and Bridge Specifications 1. 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 100 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 permitted 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. 10. 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%). 11. 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 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. • GARFIELD COUNTY BUILDING AND SANITATION DEPARTMENT 109 8th Street Suite 303 Glenwood Springs, Colorado 81601 Phone (303) 945-8212 INDIVIDUAL SEWAGE DISPOSAL PERMIT PROPERTY Owner's Name SCtitY Present Address System Location �I Y 1,� L ; JI Permit N2 3873 Assessor's Parcel No. Legal Description of Assessor's Parcel No SYSTEM DESIGN This does not constitute a building or use permit. tow- AiL is PhoneQ K ^ vj 19 Septic Tank Capacity (gallon) Other Percolation Rate (minutes/inch) Number of Bedrooms (or other) Required Absorption Area - See Attached Special Setback Requirements: Date Inspector FINAL SYSTEM INSPECTION AND APPROVAL (as installed) Call for Inspection (24 hours notice) Before Covering Installation System Installer Septic Tank Capacity Septic Tank Manufacturer or Trade Name Septic Tank Access within 8" of surface Absorption Area Absorption Area Type and/or Manufacturer or Trade Name Adequate compliance with County and State regulations/requirements Other CC �-1 �� Q Date Inspector �-/�%/ /� eft OA "J —' (IV< £7f& Ali t RETAIN WITH RECEIPT RECORD CONSTRUCTION SITE /C. . *CONDITIONS: 1. All installation must comply with all requirements of the Colorado State Board of Health Individual Sewage Disposal Systems Chapter 25, Article 10 C.R.S. 1973, Revised 1984. 2. This permit is valid only for connection to structures which have fully complied with County zoning and building requirements. Con- nection to or use with any dwelling or structures not approved by the Building and Zoning off ice shall automatically be a violation or a requirement of the permit and cause for both legal action and revocation of the permit. 3. Any person who constructs,alters, or installs an individual sewage disposal system in a manner which involves a knowing and material variation from the terms or specifications contained in the application o1 permit commits a Class I, Petty Offense (S500.00 fine —6 months in jail or both). White - APPLICANT Yellow - DEPARTMENT No C 3 cj • Job A Owner Contractor BUILDING 0' Setbac F o/i Rear Soils Test Footing //-/5/-d'31241L Oahu( glekto Foundation ) (---z 1., L"517+ Grout Underground Plumbing 3 -4 -ova Rough Plumbing Framing Insulation Roofing Drywall a Assessor's Parcel No.-Q`%(--Okra-L)C. • -Ok* 0�/S-G3 MIT CARD a r1/gyp "Otbt% CvI5S-190a. Date Addre Address CTIONS Phone # '_ Phone #1na5 -006 LH Zoning Weatherproofing Mechanical Electrical Rough (State) 3/'� 1� �� Electrical Final State) /3'� Final_ % D3 /Checklist Completed? Certificate Occupancy # Date Septic System # Date Final anzok 4 nCQ b) rnu entrais -51- Q I (continu�eon�bac4?3o • INSPECTION WILL NOT ?E MADE UNLESS THIS CARD IS Pr" - .D ON THE JOB 11 NIRS NOTICE. RE, 0 FOR INSPECTIONS BUILDING PERMIT RFFIELD COUNTY, COLORADO�Q Date Issued.1^ i `'a Zoned Area Permit No f.t k94* AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure 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 Inspectorpnd IMMEI IIATEIJ' RECO LL AND VOID. Use Add al Description Owner Setbacks Front Side Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing _N__, -&"7„.__ r1 _- Foundation =i / Foundation Underground Plumbing Insulation St WI-1ta'�1'4,9, "� "��, Rough Plumbing /qtr® Drywall Chimney & Vent Electric Final (by State Inspector) J Gas Piping Final y.2/_ A ,iy Electric Rough (Bs State inspecto° " :: Septic Final 34/.0,/ ,6.y Framing iega 9 -z3 -0.579m- (To include Roof in place and Windows and Doors installed). Notes: • ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 3845003 109 8th Street County Courthouse Glenwood Springs, Colorado. APPROVEDDO NOT DESTROY THIS CARD D IF PLACED OUTSI - COVER WITH CLEAR PLASTIC SUNWARD CORPORATION TVA Metal Building Systems 700 13th Ave S.E., Jamestown, ND 58431, (701) 252-7390 JOB NAME: J D Contracting, Inc. LOCATION: Silt, CO DESCRIPTION: 30' x 50' x 14' PO NO.: G28125 DATE: 09/05/03 CALCULATIONS & DETAILS h� W 04 Tyco • 362 2 s• PROJECT ENC ?. '1 1�: :1 Matthew Matthew S. Bo T&,.Nat ENG\�� Registered Professional 1FIffRZwp0` A ****************************************************************************** + JOB: G28125 PAGE:TC1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM + CONEST II 29 -AUG -03 * + VERSION -10.1.2 16:29:13 * ****************************************************************************** INPUT ECHO/DESIGN LOADS CENEPIAL CALCULATIOND/EKETCHSS TABLE OF CONTENTS FRAMING SUMMARY ENDWALL REACTIONS PURLIN DESIGN SIDEWALL GIRT DESIGN ROOF AND SIDEWALL PANEL DESIGN ENDWALL FRAMING/PANEL DESIGN BRACING LOADS BRACING DESIGN PAGES (Al TO A4 ) PACES ( 1 TO ). PAGES (B1 TO 04 ) PAGES (C1 TO C2 ) PAGES (D1 TO D8 ) PAGES (El TO E6 ) PAGES (F1 TO F1 ) PAGES (G1 TO G7 ) PAGES (H1 TO H2 ) PAGES (I1 TO I6 ) RIGID FRAME #1 DESIGN RIGID FRAME #2 DESIGN 11111111/ PAGES (L1 TO Ill ) PAGES (M1 TO Mil ) 0 o yo-,. • O o 86242 cr 411 141-, 1..2/SSION1A i S�\\\\\ P.O. # (aLS its DESCRIPTION: 30' X.50n 14-1 'R00C) Pp44E1._ - 26126 {lt. BY: Mfg DATE. B/zp1 CHK. BY: DATE: 6 /76' DEAD LOAD: Z .L PSF BLDG. CODE: kik....-97 ROOF LIVE LOAD: LE® PSF WIND LOAD: `BC MPH FRAME LIVE LOAD: 1-10 PSF SEISMIC ZONE: 1 OTHER LOADS: EXPOSURE: c CLOSURE: Et ct sT 0 0 (Q 0 0 b; 5/105 rr 3.3ei Z.S9t L 1 51('4 r, n • >4 5116.4 n r, aick� Fp P _ 51t (.14 t, ) / 3 secs e I61 -s 1 0 s 0 ****************************************************************************** * JOB: G26125 PAGE:TC2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** Design Standards and Specifications The following standards, specifications and codes are used in designing metal buildings at the Company. Standards: ASCE Standard: American Society of Civil Engineers, Minimum Design Loads for Buildings and Other Structures. MBMA: Metal Building Manufacturer's Association, Low Rise Building Systems Manual, latest edition. Specifications: Structural Steel: AISC Manual of Steel Construction, Allowable Stress Design - Ninth Edition Structural Joints: AISC specification for structural joints using ASTM A325 or ASTM A490 Bolts Cold -Formed Steel: AISI Cold -Formed Steel Design Manual 1996 edition with 1999 Addendum. Welding: AWS (American Welding Society) D1.1 for Structural Steel, AWS D1.3 for Sheet Steel. CSA (Canadian Standard Association) W59 & W47.1 Bolts: As a standard, ASTM A325 (Type N) bolts are used as bearing type connections. Occasionally, it may be necessary to use (Type X) bolts. It is ensured that proper checking is done for this condition. ASTM A307 bolts are used for secondary member connections. High Strength Bolts: ASTM A325 (Used where specified on drawings). ASTM A325 bolts used on rigid frame moment connections are designed as bearing type connections, and threads are included in the shear plane. Turn of the nut method is to be used in tightening the high strength moment connection bolts. Special inspection of the tightening of these bolts is required as specified on building codes. Welding: Welds joining flanges to splice plates, flange to flange, and web butt joints are full penetration welds with effective weld throat equal to or exceeding the required strength of the joint. ++++++++++++++++++********************************i.******************+++****** * JOB: G28125 PAGE:A1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** DESIGN/ ESTIMATE INPUT ECHO REPORT JOB IDENTIFICATION: G28125 SHAPE: Width Length Eave-Hite RoofSlope Bay -Space Frame Type Eave Offset (ft) (ft) (ft) (in/ft) (ft) Left Right 30.00 50.00 14.00 2.000 16.67 RF 0.00 0.00 BUILDING CODE: Code Expo./ I Opening Seismic/ I View S.S. Roof UBC -97 C 1.00 C 1 1.00 N N LOADS: Live Snow Wind Added Dead (psf) (psf) (mph) (psf) Load Reduction 20.00 40.00 80.00 0.00 RgdFrm:N Endwall:N PROGRAMS AND OPTIONS: Y ALL 0 ADDITIONAL LINES: # of Add Lines Line Numbers 5 8 12 13 16 23 FRAME SPACING: Side Wall # Blocks Width # of Bays LEFT ENDWALL: RIGID FRAME 1 16.67 3 ENDWALL BAYS LEFT : End Walls # Blocks Width # of Bays 4 10.00 1 8.00 1 10.00 1 2.00 1 ENDWALL BAYS RIGHT: End Walls # Blocks Width # of Bays 1 10.00 3 FRAMED OPENINGS: # of walls with framed openings= 1 Wall # # Openings Type Width Hite Bay Offset Jmbtype (ft) (ft) (ft) 1 1 11 10.00 12.00 3 0.00 3 MULTIPLE FRAME LINES: Number of Different Frames= 2 ****************************************************************************** * JOB: G28125 PAGE:A2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** Frame Design Bay Size (Ft) Frame Line Numbers 1 8.50 1 2 16.67 2 3 JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:A3 * * 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** OUTPUT REPORT FOR WIND LOADINGS (Load In (PSF) ; (+) For Pressure (-) For Suction) CODE= UBC -97 , EXPOSURE= C, OPENINGS= C, WIND SPEED (MPH) = 80.00 A. CORRECTED VELOCITY PRESSURE = 17.42 @ 15.25 FT (Qs*Ce, Ce= 1.06) C. WALL GIRTS: D. ROOF PURLINS: E. EW COL/DR JAM,HDR: F. ENDWALL RAFTERS Backside Frontside PRESSURE SUCTION 15.68 0.00 15.68 - 15.68 - 17.42 -15.68 0.00 -17.42 0.00 -17.42 G. BRACING IN PLANE OF ENDWALL: Cl C2 Wind From Left Wind From Right H. BRACING IN PLANE Windward End Roof Leeward End I. J. K. L. M. ** WALL PANELS: ROOF PANELS: OVERHANG: PARAPET: RF. EAVE/RIDGE: C3 C9 13.94 5.23 -12.20 -8.71 13.94 5.23 -12.20 -8.71 OF SIDEWALL, ROOF: 22.65 -12.20 0.00 DEFLECTION LIMITS: Purlin (Live) Purlin (Wind) Girt (Wind) W.Panel (Wind) R.Panel (Live) R.Panel (Wind) E.W. (Column) E.W. (Rafter) PRESSURE SUCTION 20.91 0.00 22.65 180.0 120.0 90.0 90.0 180.0 120.0 180.0 180.0 - 20.91 -22.65 - 45.30 -22.65 - 45.30 ++++++++++*******++++++******+++++++++++*++++++++++++++++++++++++++++++++*++++ * JOB: G28125 PAGE:A4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ***********************++*************++++************************************ WIND PRESSURE ON COMPONENT AND CLADDING .++ Q: Roof Angle= 9.46 (deg.) +' + a: Wid. of Pressure +11 I'+ Coeff. Zone (ft) +' 1 1 '+---+--- I 1 (4) I I I a= Min. of 1) .1W I I I I I 2) .1L I (5) 1 1(5)1(5)1 1 1 1 1 I 1 1 I 1 I ->I a I<- a= 3.00 ft (5)= End zone 5 ->I a 1<- ->I a I<- +___+ +===+ 1(3)1 (2) 1(3)1 +-+ +---+ *Zone (2r) exists (2)I (1) when Q > 5 deg. a* *(2r) <-+ +++I++++++++++++++++++++++1+++ <-- Ridge a* *(2r)*(3r) 1 1- (1) 1(2) a I(3)1 (2) 1(3)1 - +=__+ _ +___+ WIND PRESSURE (psf) qh= 17.42 psf @ 15.25 ft + + + I Zone (2) 1 Zone (3) I Rf. Purlin 1 1 I 1 Closed 1 Closed I + + + 1 -31.36 I -45.30 1 + __=+ I Rf. Panel 1 Zone (2) 1 Zone (3) I + + + 1 -45.30 1 -45.30 1 + + =====1 Wall Girt I Zone (5) I + + Ref: Pull over capacity of 1 -26.14 1 %12-14 screws in lbs + ===1 Wall Panel 1 Zone (5) 1 29ga 26ga 24ga + + 216 284 330 1 -26.14 1 ****************************************************************************** * JOB: G28125 PAGE:B1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29-AUG-03 * * VERSION-10.1.2 16:29:15 * ROOF: FRAMING SUMMARY PANEL : 26 GA (HR) EAVE STRUT: 8C16 PURLIN: 6 ROWS OF BY PASS MOUNT PURLINS WITH 0.875 (FT) EXT. LAP 0.875 (FT) INT. LAP - > B. SIDE= 4.789 , F. SIDE= 4.789 - > B. SIDE= 4.724 , F. SIDE= 4.724 REQUIRED @ LINES 2 THROUGH 3 SPACING (SLOPED) (FT) (HORIZ.) (FT) 1) DOWN-SLOPE ANTI -ROLL CLIPS PURLIN # FROM EAVE 2, 1) DOWN-SLOPE ANTI -ROLL CLIPS PURLIN # FROM EAVE 2, STUB PURLINS--> LEFT GABLE EXT.----> LEFT BAY # 1 SPAN 16.67 SIZE 6.5Z14 BR. CABLE SAG ANG NONE REQUIRED @ LINES 2 THROUGH 3 END= Y , RIGHT END= Y END= 0.000 , RIGHT END= 0.000 2 3 16.67 16.67 6.5Z14 6.5Z14 5/16" NONE NONE BACK SIDEWALL: (Bay # starts from Right looking outside of this wall.) : 26 GA (HR) . 1 ROWS OF BY PASS MOUNT GIRTS PANEL GIRTS i LOCATIONS-> 7.333 BAY # 1 SPAN 16.67 SIZE 6.5Z16 BR. CABLE SAG ANG NONE 2 3 16.67 16.67 6.5Z16 6.5Z16 5/16" NONE NONE from WITH 0.875 (FT) EXT. LAP 0.875 (FT) INT. LAP ***********************************+++++++++++++****************************** * JOB: G28125 PAGE:B2 * • ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29-AUG-03 * * VERSION-10.1.2 16:29:15 * FRONT SIDEWALL: (Bay # starts from Left looking from outside of this wall.) PANEL : 26 GA (HR) GIRTS : 1 ROWS OF BY PASS MOUNT GIRTS WITH 0.875 (FT) EXT. LAP 0.875 (FT) INT. LAP LOCATIONS-> 7.333 BAY # 1 2 3 SPAN 16.67 16.67 16.67 SIZE 6.5Z16 6.5Z16 6.5Z16 BR. CABLE 5/16" SAG ANG NONE NONE NONE ***************************************** ***************art******************** * JOB: G28125 PAGE:B3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * ****************************************************************************** FRAMING SUMMARY LEFT ENDWALL: (Bay # starts from right looking outside of this wall.) PANEL : 26 GA (HR) FRAME : 8.50 (FT) BAY RIGID FRAME. COL -1 BSC16 COL -2 8SC16 COL -3 8SC16 SAG ANGLES, BRACINGS, AND GIRTS: BAY SPAN SAG ANGLE BRACE DIA. < NO. (FT) LOCATIONS (CABLE) 1 10.00 NONE 2 8.00 NONE 3 10.00 NONE 4 2.00 NONE from GIRTS NO SIZE LOCATION (FT) 2 6.5Z16 2 6.5Z16 02' 6.5Z16 1 6.5Z16 RIGHT ENDWALL: (Bay # starts from right looking outside of this wall.) PANEL : 26 GA (HR) RAFTER BSC14 R -CC 8SC16 COL -1 8SC16 COL -2 8SC16 L -CC 8SC16 SAG ANGLES, BRACINGS, AND GIRTS: BAY SPAN SAG ANGLE BRACE DIA. NO. (FT) LOCATIONS (CABLE) 1 10.00 NONE 2 10.00 NONE 3 10.00 NONE 7.333 12.000 7.333 12.000 8Ub IL 7. .000 333 iz^ 7.333 from < GIRTS NO SIZE LOCATION (FT) 2 6.5Z16 7.333 12.000 5/16" 2 6.5Z16 7.333 12.000 2 6.5Z16 7.333 12.000 ****************************************************************************** * JOB: G28125 PAGE:B4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * ***************************************************iii************************ FRAMING SUMMARY - (Base Plate and Anchor Bolt) "REACTIONS" EW COL COL DL+LL DL+WL COL SIZE BASE PLT. A. BOLT NO LOC SHP H V H V NOTE W x L BPW x BPL x BPT DIA NO LENG (all reactions in (KIPS) ) (IN) (IN) (IN) (IN) (IN) (1=std) 1 R -CC 0.00 0.00 0.50 0.00 RF 1 COL -1 SC 0.00 0.00 1.02 0.00 CLP 3.00 8.00 1 COL -2 SC 0.00 0.00 1.05 0.00 CLP 3.00 8.00 1 COL -3 SC 0.00 0.00 0.62 0.00 CLP 3.00 8.00 1 L -CC 0.00 0.00 0.10 0.00 RF 3 R -CC SC 0.00 1.45 0.50 -0.54 CLP 3.00 8.00 3 COL -1 SC 0.00 3.98 1.13 -1.48 CLP 3.00 8.00 3 COL -2 SC 0.00 3.98 1.13 -1.48 CLP 3.00 8.00 3 L -CC SC 0.00 1.45 0.50 -0.54 CLP 3.00 8.00 *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD 0.75 2 1 0.75 2 1 0.75 2 1 0.75 2 1 0.75 2 1 0.75 2 1 0.75 2 1 2 NOTE: + + ___= 1 I 13 EW 1= LEFT ENDWALL + + EW 3= RIGHT ENDWALL 4 RF = SEE RIGID FRAME OUTPUT FOR FINAL BASE PLATE/AB DESIGN SUMMARY CLP = SEE THE FOLLOWING TABLE FOR THE TYPE I OR TYPE II DESIGN CAPACITY OF COLUMN CLIP BASE PLATE - (KIPS) I 8C16 I 8C14 I (2)8C16 1 TYPE I I 5.42 I 6.88 I 10.86 I TYPE II 110.84 I 13.76 I 21.72 (2)8C14 1 13.78 I 27.56 1 ****************************************************************************** * JOB: G28125 PAGE:C1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * VERSION -10.1.2 16:29:16 * * ***************************************************************************** REACTIONS FOR ENDWALL COLUMNS LEFT ENDWALL (RIGID FRAME) REACTION** (KIPS) COLUMN DL+LL DL+WL LOCATION H V H V COL -1 0.00 0.00 1.02 0.00 COL -2 0.00 0.00 1.05 0.00 COL -3 0.00 0.00 0.62 0.00 RIGHT ENDWALL REACTION** (KIPS) COLUMN DL+LL DL+WL LOCATION H V H V R -CC 0.00 1.45 0.50 -0.54 COL -1 0.00 3.98 1.13 -1.48 COL -2 0.00 3.98 1.13 -1.48 L -CC 0.00 1.45 0.50 -0.54 **H I5 +VE IN THE OUTWARD DIRECTION. V IS +VE IN THE UPWARD DIRECTION. NOTE: COLUMN NUMBER STARTS FROM RIGHT, LOOKING FROM OUTSIDE OF THE WALL *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD REACTIONS FOR WIND LOAD (HORZ.+UP) IN PLANE OF SIDEWALL (reactions at the 1st X bracing bay of each side wall) FORCES (KIPS) WALL HOR (+/-) VER (+/-) BAY NO. BACK 2.6 4.1 3, FRONT 2.6 4.1 1, LEFT ENDWALL: REACTIONS FOR WIND LOAD IN PLANE OF ENDWALL ACTUAL PANEL SHEAR ALLOWABLE PANEL SHEAR N/A FOR RF EW 100.0 LB/FT ****************************************************** lir* ********************** * JOB: G28125 PAGE:C2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:16 * ****************************************************************************** REACTIONS FOR WIND LOAD IN PLANE OF ENDWALL DIAGONAL BRACING SHEAR LOAD FORCES (KIPS) COL. ON EACH ON BASE ANGLE WALL HOR (+/-) VER (+/-) SIDE OF BAY* (LB/FT) RIGHT 1.7 2.6 2 0.00 * NOTE: BAYS NUMBERED FROM RIGHT TO LEFT ***************************************************************************a** * JOB: G28125 PAGE: D1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** INPUT ECHO FOR PURLIN-GIRT-PANEL PROGRAM JOBID : G28125 BUILDING SHAPE: WID LEN H1 H2 PR PO EOL EOR (FEET) 30.0 50.0 14.0 14.0 2.5 15.0 0.0 0.0 FRAME SPACING: # BLOCKS WIDTH (FT) # BAYS GABLE EXT, PURLIN, GIRT: GIRT, PURLIN TYPE: 3 16.333 1 16.667 1 16.333 1 GABLE EXT MAX PURLIN GIRT SPACING LEFT RIGHT SPACING WALL NO. LOC. 0.3 0.3 5.00 / 4.93 B. SIDE : 0 (SL/HZ) F. SIDE : 0 GIRT PANEL TYPE BACK FRONT PURLIN WALL ROOF ZB ZB ZB HR HR ROOF LOADS: DEAD+COL LIVE SNOW WIND UPLIFT* ADD LOAD -L ADD LOAD -R (PSF) ---- ---- ---- ---- 2.2 20.0 40.0 0.0 17.4 N N *NOTE: WIND UPLIFT INCLUDES COLLATERAL LOAD WALL LOADS: WIND LOAD (PSF) PRESSURE SUCTION PANEL LOADS: 15.68 15.68 WALL ROOF (PSF) PRESSURE SUCTION PRESSURE SUCTION 20.91 20.91 0.00 22.65 DEFLECTION LIMITS: PURLIN ROOF PANEL WALL LIVE WIND GIRT LIVE WIND PANEL ---- ---- ---- ---- ---- 180. 120. 90. 180. 120. 90. PARTIAL WALLS: BOTTOM LEVEL OF WALL BACK SIDE FRONT SIDE 0.00 0.00 ***********************************************+******************************* * JOB: G28125 PAGE: D2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** ROOF PURLIN DESIGN ****************** DESIGN DATA PURLIN TYPE _ PURLIN SPACING (LT) = PURLIN SPACING (RT) = LIVE LOAD SNOW LOAD DEAD LOAD COLLATERAL LOAD= WINDUP LOAD ROOF SLOPE DEFL. LIMIT (LL)_ DEFL. LIMIT (WL)_ MEMBER LAYOUT (FEET) SPAN SIZE 1 6.5214 2 6.5114 3 6.5114 Z SECTION, BYPASS MOUNT 4.789 (FT) (SLOPED) 4.724 (FT) (HORIZ.) 4.789 (FT) (SLOPED) 4.724 (FT) (HORIZ.) 20.000 (PSF) 40.000 (PSF) 2.200 (PSF) 0.000 (PSF) 17.420 (PSF) 2.000 / 12 L/180.00 L/120.00 L. CANT BAY SIZE R. CANT L. LAP 0.33 16.33 16.67 0.88 16.33 0.33 0.88 R. LAP 0.88 0.88 SAG ANG. LOC NONE NONE NONE t***************************************************************************** * JOB: G28125 PAGE: D3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON DEAD+SNOW+COLLATERAL LOAD: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 -0.01 4.21 6.53 -3.78 -5.42 0.01 12.99 2 -5.42 -4.04 1.50 8.33 -4.05 -5.43 4.52 12.14 3 -5.43 -3.79 4.20 9.80 -0.02 3.34 16.32 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.07 1 1.30 -1.79 -1.96 2 1.66 1.49 -1.49 -1.66 3 1.96 1.79 -1.30 OH 0.07 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP 1 0.00 1.55 2 1.55 1.55 3 1.55 0.00 LEFT LAP RIGHT LAP 0.00 0.70 0.70 0.70 0.70 0.00 ****************************************************************************** * * * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE: D4 * 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON DEAD+SNOW+COLLATERAL LOAD: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z14 4.21 4.76 0.885 MS 2 6.5Z14 -4.05 4.76 0.851 RTL 3 6.5Z14 4.20 4.76 0.884 MS / DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z14 1.79 5.95 0.300 RTL 0.722 RTL 2 6.5214 1.49 5.95 0.250 RTL 0.786 % RTL 3 6.5Z14 1.79 5.95 0.300 LTL 0.724 LTL 1 1 1 LTL=LEFT LAP RTL=RIGHT LAP 1 1 LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN 1 1 1 MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD LIVE LOAD LIVE LOAD LIMIT 1 0.05 0.83 1.09 2 0.01 0.11 1.11 3 0.05 0.82 1.09 ****************************************************************************** * JOB: G28125 PAGE: D5 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** WEB CRIPPLING STRENGTH (KIP) BEARING WIDTH (IN) SPAN REACTION 3 5 6 8 10 LEFT END RIGHT END 1.364 1.365 a 1.200 1.4 7 1.639 1.983 2.326 .46i 1.639 1.983 2.326 COMBINED BENDING AND WEB CRIPPLING STRENGTH (LAP ASSUMED AT THE CANTILEVER ENDS) FRAME LINE NO. BEARING WIDTH (IN) COMBINED RATIO 1 5.0 0.328 2 5.0 0.694 3 5.0 0.694 4 5.0 0.329 ANTI -ROLL CLIP CHECK ( 1) DOWN-SLOPE ANTI -ROLL CLIPS REQUIRED @ BACK SIDEWALL MAX PL = 1.4645 KIPS ( 1) DOWN-SLOPE ANTI -ROLL CLIPS REQUIRED @ FRONT SIDEWALL MAX PL = 1.4645 KIPS IF PL < 0, PURLINS TEND TO ROLL DOWN SLOPE IF PL > 0, PURLINS TEND TO ROLL UP SLOPE 1 ANTI -ROLL CLIP WILL CARRY 4.40 KIPS MINIMUM OF 1 ANTI -ROLL CLIP REQUIRED PER 4 PURLINS. ONE ANTI -ROLL CLIP MAY BE PLACED UP TO 7 PURLINS, PROVIDED THAT THE ANCHORAGE FORCE DOES NOT EXCEED 4.4 KIPS. ROOF SLOPE OF 6:12 OR GREATER REQUIRES ALL PURLINS HAVE ANTI -ROLL CLIPS UNLESS PURLIN SPACING IS LESS THAN OR EQUAL TO 2.0 FT THEN EVERY OTHER PURLINS HAVE ANTI -ROLL CLIPS **+**************************************************************+++********** * * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE: D6 * * 08/29/03 * + VERSION -10.1.2 16:29:13 * ****************************************************************************** ROOF PURLIN DESIGN •***************** REPORT ON DEAD+WINDUP LOAD: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 -1.54 6.53 1.38 1.98 0.01 12.99 2 1.98 1.48 -0.55 8.33 1.48 1.98 4.52 12.14 3 1.98 1.38 -1.54 9.80 0.01 3.34 16.32 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT OH -0.07 1 -0.47 0.65 0.72 2 -0.61 -0.54 0.54 0.61 3 -0.72 -0.65 0.47 OH 0.07 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP 1 0.00 0.57 2 0.57 0.57 3 0.57 0.00 LEFT LAP RIGHT LAP 0.00 0.19 0.19 0.19 -- 0.19 0.19 0.00 • *********************************************a******************************** * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE: D7 * * 08/29/03 * VERSION -10.1.2 16:29:13 * ****************************************************************************** ROOF PURLIN DESIGN ****************** REPORT ON DEAD+WINDUP LOAD: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN PURLIN MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) --- 1 6.5Z14 -1.54 4.44 0.347 MS 2 6.5214 1.48 6.34 0.233 RTL 3 6.5214 -1.54 4.44 0.346 j MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN PURLIN SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5214 0.65 7.94 0.082 RTL 0.054 RTL 2 6.5214 0.54 7.94 0.068 -RTL 0.059 RTL 3 6.5214 D.65 7.94 0.082 LTL 0.054 LTL 1 1 1 LTL=LEFT LAP RTL=RIGHT LAP 1 1 LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN 1 MEMBER DEFLECTIONS (IN) SPAN DEAD LOAD WIND LOAD WIND LOAD LIMIT 1 0.05 -0.36 -1.63 2 0.01 -0.05 -1.67 3 0.05 -0.36 -1.63 JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE: D8 * * 08/29/03 * 16:29:13 * ****************************************************************************** EDGE ZONE PURLIN CHECK BSW MAXIMUM WIND STRESS RATIO = 0.347 EDGE ZONE DISTANCE = 3.000 FT EDGE ZONE SUCTION = 31.364 PSF EAVE ZONE CHECK: EXISTING PURLIN DESIGN NEW MAXIMUM PURLIN EXISTING PURLIN DESIGN NEW MAXIMUM PURLIN AND SPACING IS ADEQUATE STRESS = 0.389 AND SPACIING IS ADEQUATE STRESS = 0.347 FSW MAXIMUM WIND STRESS RATIO EDGE ZONE DISTANCE EDGE ZONE SUCTION EAVE ZONE CHECK: EXISTING PURLIN DESIGN NEW MAXIMUM PURLIN EXISTING PURLIN DESIGN NEW MAXIMUM PURLIN • 0.347 3.000 FT 31.364 PSF AND SPACING IS ADEQUATE STRESS = 0.389 AND SPACIING IS ADEQUATE STRESS = 0.347 ****************************************************************************** * JOB: G28125 PAGE: El * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** SIDEWALL GIRT DESIGN DESIGN DATA BUILDING SHAPE: WID LEN H1 H2 PR PO (FEET) ---- ---- 30.0 50.0 14.0 14.0 2.5 15.0 PARTIAL WALLS: ELEVATION (FEET) BACK FRONT 0.0 0.0 WALL GIRTS: TYPE BACK FRONT ZB ZB GIRT SPACING: WALL LOCATION (FT) BACK 7.33 FRONT 7.33 BAY SIZES: # BLOCKS WIDTH (FT) # TIMES LOAD: (PSF) 3 16.3 1 16.7 1 16.3 1 WIND - PRESSURE SUCTION DEFL. LIMIT: L/ 90 15.68 15.68 ***********I.**Y*************iii*****'*******:F*********************************** * JOB: G28125 PAGE: E2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** SIDEWALL GIRT DESIGN MEMBER SELECTION, BOTH WALLS: BYPASS MOUNT GIRTS MEMBER LAYOUT (FEET) SPAN SIZE L. CANT BAY SIZE R. CANT L. LAP R. LAP SAG ANG. LOC 1 6.5Z16 0.33 16.33 0.88 NONE 2 6.5Z16 16.67 0.88 0.88 NONE 3 6.5Z16 16.33 0.33 0.88 NONE ****************************************************************************** * * * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE: E3 * * 08/29/03 * VERSION -10.1.2 16:29:13 * ****************************************************************************** SIDEWALL GIRT DESIGN ******************** REPORT ON WIND PRESSURE: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 2.32 6.53 -2.08 -2.98 0.00 13.00 2 -2.98 -2.22 0.83 8.33 -2.22 -2.98 4.52 12.14 3 -2.98 -2.08 2.32 9.80 0.00 3.34 16.33 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 0.71 -0.98 -1.08 2 0.91 0.82 -0.82 -0.91 3 1.08 0.98 -0.71 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.85 0.00 0.33 2 0.85 0.85 0.33 0.33 3 0.85 0.00 0.33 0.00 **iii**i*itit*******ii*i**i******************************************i******** * JOB: G28125 PAGE: E4 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ***************************************************************i************i* SIDEWALL GIRT DESIGN ***** *************** REPORT ON WIND PRESSURE: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN GIRT MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) 1 6.5Z16 2.32 4.63 0.501 MS 2 6.5Z16 -2.22 4.63 0.480 LTL 3 6.5Z16 2.32 4.63 0.501 MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) --- --- 1 6.5Z16 0.98 4.05 0.242 RTL 0.260 RTL 2 6.5Z16 0.82 4.05 0.202 RTL 0.271 / RTL 3 6.5Z16 0.98 4.05 0.243 LTL 0.260 LTL LTL=LEFT LAP RTL=RIGHT LAP LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 0.62 2.18 2 0.08 2.22 3 0.62 2.18 ******iii****************************iii************************************** JOB: G28125 PAGE: E5 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** SIDEWALL GIRT DESIGN ******************** REPORT ON WIND SUCTION: MOMENTS (K -FT) SPAN LEFT LEFT MAX BETWEEN AT RIGHT RIGHT INFLEC. PTS. NO. SUPPORT LAP SUPPORT X= LAP SUPPORT LEFT RIGHT 1 0.00 -2.32 6.53 2.08 2.98 0.00 13.00 2 2.98 2.22 -0.83 8.33 2.22 2.98 4.52 12.14 3 2.98 2.08 -2.32 9.80 0.00 3.34 16.33 SHEARS (KIP) SPAN LEFT LEFT RIGHT RIGHT NO. SUPPORT LAP LAP SUPPORT 1 -0.71 0.98 1.08 2 -0.91 -0.82 0.82 0.91 3 -1.08 -0.98 0.71 BOLT SHEARS (KIP) BOLT SHEAR RATIO(.5 D A307) SPAN LEFT LAP RIGHT LAP LEFT LAP RIGHT LAP 1 0.00 0.85 0.00 0.33 2 0.85 0.85 0.33 0.33 3 0.85 0.00 0.33 0.00 *i*iii****#*************iii*******************iii************#**************** * JOB: G28125 PAGE: E6 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** SIDEWALL GIRT DESIGN ******************** REPORT ON WIND SUCTION: MEMBER FORCES DESIGN ALLOWABLE MOMENT SPAN GIRT MOMENT MOMENT RATIO LOC NO. SIZE (K -FT) (K -FT) 1 6.5Z16 -2.32 3.24 0.715 MS 2 6.5Z16 2.22 4.63 0.480 _ LTL 3 6.5216 -2.32 3.24 0.715 / MS DESIGN ALLOWABLE SHEAR BEND+SHEAR SPAN GIRT SHEAR SHEAR RATIO LOC RATIO LOC NO. SIZE (KIP) (KIP) 1 6.5216 0.98 4.05 0.242 RTL 0.260 RTL 2 6.5Z16 0.82 4.05 0.202 RTL 0.271 ---RTL 3 6.5Z16 0.98 4.05 0.243 LTL 0.260 LTL LTL=LEFT LAP RTL=RIGHT LAP LTS=LEFT SUPPORT RTS=RIGHT SUPPORT MS=MID SPAN I MEMBER DEFLECTIONS (IN) SPAN ACTUAL WIND LOAD LIMIT 1 -0.62 -2.18 2 -0.08 -2.22 3 -0.62 -2.18 ****************************************************************************** * JOB: G28125 PAGE: F1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ************************************************************iii*************** * ROOF AND WALL PANEL DESIGN DESIGN DATA LOADS: ROOF: DEAD = 1.0 (PSF) , LIVE = 20.0 (PSF) SNOW = 40.0 (PSF) , WIND UP = 22.6 (PSF) WALL: WIND PRESSURE= 20.9 (PSF) WIND SUCTION= 20.9 (PSF) ROOF: N0. OF SPANS= 3 , ROOF SLOPE= 2.0 /12 PURLIN SPACING (SLOPED) (LT)= 4.789 (FT) (HORIZ.) (LT)= 4.724 (FT) SIDEWALL: 1 DIFFERENT WALL GIRT SPACINGS SPACING: WALL ID SPACES, (FT) 2 7.33 6.67 PANEL GAGE: PANEL TYPE: WALL= 26, WALL= HR, ROOF= 26 ROOF= HR *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD PANEL STRESS AND DEFLECTION MID - SPAN SUPPORT LOAD ACTUAL ALLOW. ACTUAL ALLOW. DEFLECTIONS LOAD ON PAN MOMENT MOMENT MOMENT MOMENT ACTUAL LIMIT STATUS LOC COMB PSF FT -#/FT FT -#/FT FT -#/FT FT -#/FT IN IN ROOF DL+LL 41.0 73.2 129.2 -91.5 189.2 0.183 0.315 OK ROOF DL+WL -21.6 -39.7 252.2 49.6 172.2 -0.117 0.479 OK WL 2 WL -PR 20.9 83.4 172.2 -128.9 252.2 0.471 0.978 OK WL 2 WL -SU 20.9 -83.4 252.2 128.9 172.2 -0.540 0.978 OK- ****************************************************************************** * JOB: G28125 PAGE:G1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** GENERAL ENDWALL DESIGN INPUT ECHO: JOB ID: G28125 BLDG SHAPE: W H1 H2 PR PO PP GP EOL EOR 30.00 14.00 14.00 2.5 15.0 6.5 6.5 0.0 0.0 EW FACTORS: NO EW 2 ENDWALL FRAMING: WELD ONLY LEFT RIGHT N N PANEL TYPE HR DEFLECTION LIMIT COL RAF GIRT PANEL 180 180 90 90 END FRAME GABLE WALL RECESS EXTEN. ENDBAY LEFT 0.00 0.00 16.67 RIGHT 0.00 0.00 16.67 ENDWALL BAY SIZES-->: START FROM NO OF BAY NO WALL BLOCKS WIDTH TIMES LEFT 4 10.00 1 RIGHT 1 10.00 3 STANDARD SPACING N N WALL HT. 0.0 0.0 CONSTANT GIRT DEPTH N N RIGHT CORNER, LOOKING FROM OUTSIDE. BAY NO BAY NO BAY NO WIDTH TIMES WIDTH TIMES WIDTH TIMES 8.00 1 10.00 1 2.00 1 MAX GIRT & PURLIN SPACING:ENDWALL LEFT END= BACKSIDE LEFT EW = FRONTSIDE LEFT EW = ROOF (SLOPED) (LT) = (HORIZ.) (LT) = GIRT LOC. WALL LEFT RIGHT LOADS: DEAD PANEL: GIRT: COLUMN: RAFTER (BACK) : RAFTER (FRONT): NO. GIRTS 1 2 2.20 PRESSURE PRESSURE PRESSURE PRESSURE PRESSURE GIRT LOCATION 7.33 7.33 12.00 7.33 7.33 7.33 4.789 4.724 RIGHT END= RIGHT EW = RIGHT EW = LIVE = 20.00 SNOW = 40.00 = 20.90 SUCTION = 20.90 15.70 SUCTION = 15.70 15.70 SUCTION = 15.70 0.00 SUCTION = 17.40 0.00 SUCTION = 17.40 *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD 7.33 7.33 7.33 ****************************************************************************** * * * * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:G2 * 08/29/03 * 16:29:13 * ****************************************************************************** ENDWALL DESIGN FOR LEFT WALL (RIGID FRAME AT THIS WALL) BAY SIZES: 1 @ 10.00 MEMBER INFORMATION: 1 @ 8.00 MEMBER TYPE LOC. LENGTH COL -1 C 10.00 14.46 COL -2 C 18.00 14.79 COL -3 C 28.00 13.12 CAPACITY CHECK: LOC. COL -1 COL -1 COL -2 COL -2 COL -3 COL -3 COL NO COL -1 COL -1 COL -2 COL -2 COL -3 COL -3 1 @ 10.00 1 @ 2.00 WELDED FLANGE WEB WIDTH THICK DEPTH THICK WEIGHT 45. 46. 41. TOTAL LBS. = 133. C -SECTION SIZE 8C16 8C16 8C16 * COLD FORM SECTIONS--> ALLOWABLE SHEAR & AXIAL ARE IN (KIPS) ALLOWABLE BENDING ARE IN (FT -K) * HOT ROLLED SECTIONS-> ALLOWABLE SHEAR, AXIAL & BENDING ARE IN (KSI) MAX SHEAR MAX AXIAL FORCE STRESS ALLOW RATIO FORCE STRESS ALLOW RATIO (K) (KSI) * (K) (KSI) 0.00 N/A 2.38 0.00 0.00 N/A 25.92 0.00 1.02 N/A 3.17 0.32 0.00 N/A 34.55 0.00 0.00 N/A 2.38 0.00 0.00 N/A 25.92 0.00 1.05 N/A 3.17 0.33 0.00 N/A 34.55 0.00 0.00 N/A 2.38 0.00 0.00 N/A 25.92 0.00 0.62 N/A 3.17 0.19 0.00 N/A 34.55 0.00 LOAD COMB DL+LL DL+LL/2+WL DL+LL DL+LL/2+WL DL+LL DL+LL/2+WL C DL+LL C DL+LL/2+WL C DL+LL C DL+LL/2+WL C DL+LL C DL+LL/2+WL * MAX BENDING BENDING MOMENT STRESS ALLOW RATIO +AXIAL (FT -K) (KSI) * RATIO 0.00 N/A 3.74 0.00 0.00 3.69 N/A 4.99 0.74 0.74 0.00 N/A 3.74 0.00 0.00 3.86 N/A 4.99 0.77 0.77 0.00 N/A 3.74 0.00 0.00 2.03 N/A 4.99 0.41 0.41 WEB BEND +SHEAR RATIO JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II * VERSION -10.1.2 MEMBER DEFLECTIONS: MEMBER SIZE COL -1 COL -2 COL -3 PAGE:G3 * + 08/29/03 * 16:29:13 * ENDWALL DESIGN FOR LEFT WALL (RIGID FRAME AT THIS WALL) BC16 8C16 8C16 COLUMN REACTIONS: COLUMN SIZE COL -1 COL -2 COL -3 8C16 8C16 8C16 DEFLECTIONS (IN) ACTUAL LIMIT 0.57 0.96 0.63 0.99 0.26 0.88 DL+LL H V 0.00 0.00 0.00 0.00 0.00 0.00 REPORT ON WEAK AXIS BENDING (LOAD=DL+LL/2+WL) COL PURLIN DIST LOAD MOM ID BENDING NO. LT. RT. ON RAF RAFTER WK AX (FEET) (FEET) (KIP) (FT -K) (KSI) COL -3 1.92 2.80 0.62 0.56 10.01 COL -2 2.47 2.25 1.05 0.79 13.94 STRESS MAJOR (KSI) 1.26 1.01 DL+WL H V 1.02 0.00 1.05 0.00 0.62 0.00 ALLOWABLE STRESS STRESS RATIO (KSI) 40.00 0.28 40.00 0.37 JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:G4 * * 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** ENDWALL DESIGN FOR RIGHT WALL BAY SIZES: 3 @ 10.00 MEMBER INFORMATION: MEMBER TYPE LOC. LENGTH RAFTER C 30.41 R -CC C 0.00 12.79 COL -1 C 10.00 14.46 COL -2 C 20.00 14.46 L -CC C 30.00 12.79 CAPACITY CHECK: WELDED FLANGE WEB C -SECTION WIDTH THICK DEPTH THICK WEIGHT SIZE 116. 8C14 40. 8C16 45. 8C16 45. 8C16 40. 8C16 TOTAL LBS. = 287. * COLD FORM SECTIONS--> ALLOWABLE ALLOWABLE * HOT ROLLED SECTIONS-> ALLOWABLE ARE IN (KS LOC. TYPE LOAD COMB DL+LL DL+WL OL+LL DL+LL DL+LL/2+WL DL+LL DL+LL/2+WL DL+LL RAFTER C RAFTER C R -CC C COL -1 C COL -1 C COL -2 C COL -2 C L -CC C COL NO RAFTER RAFTER R -CC COL -1 COL -1 COL -2 COL -2 L -CC C DL+LL C DL+WL C DL+LL C DL+LL C DL+LL/2+WL C DL+LL C DL+LL/2+WL C DL+LL MAX SHEAR FORCE STRESS (K) (KSI) 2.17 0.78 0.00 0.00 1.13 0.00 1.13 0.00 N/A N/A N/A N/A N/A N/A N/A N/A ALLOW RATIO * 4.66 6.21 2.38 2.38 3.17 2.38 3.17 2.38 0.47 0.13 0.00 0.00 0.36 0.00 0.36 0.00 SHEAR & AXIAL ARE IN (KIPS) BENDING ARE IN (FT -K) SHEAR, AXIAL & BENDING I) MAX AXIAL FORCE STRESS ALLOW RATIO (K) (KSI) * 0.00 N/A 34.26 0.00 0.00 N/A 45.69 0.00 1.45 N/A 6.80 0.21 3.98 N/A 6.60 0.60 0.41 N/A 8.20 0.05 3.98 N/A 6.60 0.60 0.41 N/A 8.20 0.05 1.45 N/A 6.80 0.21 MAX BENDING BENDING MOMENT STRESS ALLOW RATIO +AXIAL (FT -K) (KSI) * RATIO 3.62 N/A 5.82 0.62 0.62 1.30 N/A 7.75 0.17 0.17 0.00 N/A 3.74 0.00 0.30 0.00 N/A 3.74 0.00 0.60 4.10 N/A 4.99 0.82 0.87 0.00 N/A 3.74 0.00 0.60 4.10 N/A 4.99 0.82 0.87 0.00 N/A 3.74 0.00 0.30 WEB BEND +SHEAR RATIO 0.54 0.15 ****************************************************************************** * * JOB: G28125 PAGE:G5 * ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 * 08/29/03 * 16:29:13 * ****************************************************************************** ENDWALL DESIGN FOR RIGHT WALL MEMBER DEFLECTIONS: MEMBER SIZE DEFLECTIONS (IN) ACTUAL LIMIT RAFTER 8C14 0.13 0.67 COL -1 8C16 0.64 0.96 COL -2 8C16 0.64 0.96 COLUMN REACTIONS: COLUMN SIZE DL+LL DL+WL H V H V R -CC 8C16 0.00 1.45 0.50 -0.54 COL -1 8C16 0.00 3.98 1.13 -1.48 COL -2 8C16 0.00 3.98 1.13 -1.48 L -CC 8C16 0.00 1.45 0.50 -0.54 INFORMATION FOR RAFTER SPLICES ENDWALL COLUMN N0. 1 2 RAF MOM @ COL (FT -K) -3.6 -3.6 INFL PTS: LT OF COL. (FT) 2.00 2.77 INFL PTS: RT OF COL. (FT) 2.77 2.00 MOMENT AT PEAK (FT -K) 0.90 *********************************#****************#**#************************ * JOB: G28125 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE:G6 * * 08/29/03 * * VERSION -10.1.2 16:29:13 * ****************#*****************iii***************************************** LEFT ENDWALL GIRT LOCATION: WALL 1 1 1 1 <--BAY--> # SPACE 1 10.00 2 8.00 3 10.00 4 2.00 MEMBER SELECTION ENDWALL GIRT DESIGN MAX. # OF HITE GIRTS 15.7 2 16.0 2 16.0 2 14.3 1 FOR LEFT WALL: SAG BAY GIRT ANGLE # SIZE LOCATIONS 1 6.5216 NONE 2 6.5216 NONE 3 6.5Z16 NONE 4 6.5216 NONE LOCATIONS 7.33 12.00 7.33 12.00 7.33 12.00 7.33 <- BENDING MOMENTS (FT_KIPS)-> <- PRESSURE --><-- SUCTION --><---DEFLECTIONS----> ACTUAL ALLOW ACTUAL ALLOW PRSSR SUCTN ALLOW 1.05 4.59 1.05 2.30 0.12 -0.12 1.33 0.66 4.59 0.66 2.30 0.05 -0.05 1.07 1.05 4.59 1.05 2.30 0.12 -0.12 1.33 0.03 4.59 0.03 2.30 0.00 0.00 0.27 RIGHT ENDWALL GIRT LOCATION: WALL 3 3 3 <--BAY--> # SPACE 1 10.00 2 10.00 3 10.00 MEMBER SELECTION MAX. # OF HITE GIRTS 15.7 2 15.7 2 15.7 2 FOR RIGHT WALL: BAY # 1 2 3 SAG GIRT ANGLE SIZE LOCATIONS 6.5216 NONE 6.5216 NONE 6.5216 NONE LOCATIONS 7.33 12.00 7.33 12.00 7.33 12.00 <- BENDING MOMENTS (FT_KIPS)-> <- PRESSURE --><-- SUCTION --><---DEFLECTIONS----> ACTUAL ALLOW ACTUAL ALLOW PRSSR SUCTN ALLOW 1.05 4.59 1.05 2.30 0.12 -0.12 1.33 1.05 4.59 1.05 2.30 0.12 -0.12 1.33 1.05 4.59 1.05 2.30 0.12 -0.12 1.33 *******************************************fit******************************** * * * * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:G7 * 08/29/03 * 16:29:13 * ****************************************************************************** ENDWALL PANEL DESIGN DESIGN DATA LOADS: WALL: WIND PRESSURE= 20.9 (PSF) WIND ENDWALL: 2 DIFFERENT WALL GIRT SPACINGS SPACING: WALL ID 1 3 PANEL GAGE: 26 PANEL TYPE: HR PANEL FORCE AND DEFLECTION LOC WL 1 WL 1 WL 3 WL 3 LOAD COMB WL -PR WL -SU WL -PR WL -SU SPACES, (FT) 7.33 4.67 4.00 7.33 4.67 3.67 SUCTION= MID - SPAN SUPPORT LOAD ACTUAL ALLOW. ACTUAL ALLOW. ON PAN MOMENT MOMENT MOMENT MOMENT PSF FT -#/FT FT -#/FT FT -#/FT FT -#/FT 20.9 93.4 172.2 -103.7 252.2 20.9 -93.4 252.2 103.7 172.2 20.9 93.1 172.2 -104.5 252.2 20.9 -93.1 252.2 104.5 172.2 20.9 (PSF) DEFLECTIONS ACTUAL LIMIT STATUS IN 0.571 -0.571 0.567 -0.567 IN 0.978 0.978 0.978 0.978 OK OK ....------ OK OK OK **ti****i****iiia*****t******t*i*****ii*************i****i*i*i*****i*i******** * * * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:H1 * 29 -AUG -03 * VERSION -10.1.2 16:29:13 * ********************i******i********************************i***************** BRACING REPORT INPUT ECHO: JOB ID •G28125 BUILDING SIZE: WIDTH = 30.0 (FT) LENGTH = 50.0 (FT) HT LEFT....= 14.0 (FT) HT RIGHT= 14.0 (FT) PEAK RISE..= 2.5 (FT) PEAK OFFSET= 15.0 (FT) N0. OF DIFFERENT ENDWALLS = 2 LEFT ENDWALL : COL SPACES (FT) ....= 10.0 8.0 10.0 2.0 SUM OF WALL OPENINGS= 0.0 (FT) RIGHT ENDWALL: COL SPACES (FT) ....= 10.0 10.0 10.0 SUM OF WALL OPENINGS= 0.0 (FT) ROOF BAYS 3@ 16.7 LOADS DEAD= 2.2 LIVE= 20.0 SNOW= 40.0 SEISMIC ZONE= 1 WIND LOADS ENDWALL : WINDWARD LEEWARD FROM LEFT 13.94 5.23 -12.20 -8.71 FROM RIGHT 13.94 5.23 -12.20 -8.71 SIDEWALL: WINDWARD END= 22.65 LEEWARD END= 0.00 ROOF -12.20 REQUIRED DIAGONAL BRACING AND WEIGHT LOCATION NO. OF BAYS WITH BRACING WEIGHT CABLE ROD LBS. C1 C2 C3 R1 R2 R3 R4 R5 R6 R7 R8 R9 ROOF 3 0 0 43.8 B. SIDEWALL 1 15.6 F. SIDEWALL 1 15.6 L. ENDWALL 0.0 R. ENDWALL 1 13.3 TOTAL WEIGHT = 88.3 NOTE: CABLE C1 - 5/16" C2 - 3/8" C3 - 1/2" ROD R1 - 1/2" R2 - 5/8" R3 - 3/4" R4 - 7/8" R5 - 1" R6 - 1 1/8" R7 - 1 1/4" R8 - 1 3/8" R9 - 1 1/2" ****************************************************************************** * JOB: G28125 PAGE:H2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** CONTROLLING LOADS (EAVE FORCES) FOR DESIGN (KIPS) ROOF BRACING WIND = 2.59 SEISMIC = 0.98 SIDEWALL BRACING (BACK) WIND = 2.59 SEISMIC = 0.98 (FRONT) : WIND = 2.59 SEISMIC = 0.98 ENDWALL BRACING (LEFT) WIND = 1.68 SEISMIC = 0.33 (RIGHT) : WIND = 1.68 SEISMIC = 0.33 *NOTE: SEISMIC REACTION VALUES ABOVE DO NOT INCLUDE ANY MAGNIFICATION FACTOR * JOB: G28125 PAGE:I1 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29-AUG-03 * * VERSION-10.1.2 16:29:13 * ****************************************************************************** BRACING DESIGN REPORT INPUT ECHO: JOB ID:G28125 BUILDING SHAPE: WIDTH....= 30.00 (FT) LENGTH = 50.00 (FT) LT. EAVE = 14.00 (FT) RT. EAVE= 14.00 (FT) PEAK RISE= 2.50 (FT) PEAK OFFSET= 15.00 (FT) NO. OF DIFFERENT ENDWALLS= 2 LEFT ENDWALL: COLUMN SPACES (FT) = 10.00 8.00 10.00 2.00 SUM OF FRAME OPENINGS= 10.00 (FT) RIGHT ENDWALL: COLUMN SPACES (FT) = 10.00 10.00 10.00 SUM OF FRAME OPENINGS= 0.00 (FT) ROOF PURLINS.: BY-PASS , END BAY SIZE= 6.5Z14 , INT BAY SIZE= 6.5Z14 LAP= 0.875 (FT), SPACING (SLOPED) (LT)= 4.789 (FT) (HORIZ.) (LT)= 4.724 (FT) SAVE STRUT...: 8C16 ROOF BAYS 3@ 16.67 LT EXTENSION= 0.00 , RT EXTENSION= 0.00 BACK S.W TOTAL NO. OF BAYS = 3 NO. OF BAYS AVAILABLE FOR BRACING= 1 PORTAL FRAME = N FRONT S.W TOTAL NO. OF BAYS = 3 NO. OF BAYS AVAILABLE FOR BRACING= 1 PORTAL FRAME = N LEFT ENDWALL BRACING REQUIRED: N, PANEL TYPE: HR (26 GAGE) RIGHT ENDWALL BRACING REQUIRED: Y, PANEL TYPE: HR (26 GAGE) LEFT E.W TOTAL NO. OF BAYS = 4 NO. OF BAYS AVAILABLE FOR BRACING= 3 RIGHT E.W TOTAL NO. OF BAYS = 3 NO. OF BAYS AVAILABLE FOR BRACING= 1 LOADS---> DEAD= 2.20 (PSF), LIVE= 20.00 (PSF) SNOW= 40.00 (PSF), SEISMIC ZONE= 1 **t**********************************t**************************************** * JOB: G28125 PAGE:I2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** WIND LOADS: (PSF) IN PLANE OF ENDWALL: FROM LEFT FROM RIGHT WIND ON ENDWALL INTO WINDWARD END= 22.65 BRACING MEMBER SIZES: WINDWARD SIDE ROOF 13.94 5.23 13.94 5.23 LEEWARD ROOF SIDE - 12.20 -8.71 - 12.20 -8.71 ROOF AND SIDEWALL: (PSF) , ROOF= -12.20 , LEEWARD END= 0.00 1 CABLE : C1 - 5/16" C2 - 3/8" C3 - 1/2" 1 I ROD : R1 - 1/2" R4 - 7/8" R7 - 1 1/4" R2 - 5/8" R5 - 1" R8 - 1 3/8" R3 - 3/4" 1 R6 - 1 1/8" 1 R9 - 1 1/2" 1 * JOB: G28125 PAGE:I3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************** WIND BRACING DESIGN REPORT FORCES ON ENDWALL COLUMNS: COLUMN NO. = 0 1 2 3 FORCE (K) = 0.82 1.77 1.77 0.82 ROOF BRACING: BAY NO= 3 (BACK SIDE) MAX. CABLE TENSION (KIPS) = 2.07 NM BAY TENSION HOR.LOAD CABLE (KIPS) (KIPS) 3 2.07 1.77 B C1 0.00 0.00 C1 2.07 1.77 F C1 (B: BACK SIDE, F: FRONT SIDE) ! NOTE: SEE TABLE IN INPUT ECHO FOR BRACING MEMBER SIZES EAVE STRUT: DIA. OF 2 CONN. BOLTS= 1/2" BAY NO= 3 (BACK SIDE) MAX. EAVE FORCE (KIPS) = 2.59 (EA. BAY) ALLOW. FORCE (KIPS) = 17.61 FOR EAVE STRUT (*: EAVE STRUT IS ASSUMED TO BE FULLY BRACED IN X AND Y DIRECTIONS) WALL EAVE FORCE FOR EAVE STRUT (KIPS) (EA. BAY) BACK 2.59 FRONT 2.59 PURLIN CAPACITY CHECK: NO ACTUAL_P ALLOW_P ACTUAL_M ALLOW_M UNITY BAY LOAD PURLIN (KIPS) (KIPS) (IN -K) (IN K) CHECK 1 DL+LL+WL/2 1 0.89 18.30 -42.36 75.23 0.60 1 DL+WL 1 1.77 18.30 12.06 75.23 0.24 2 DL+LL+WL/2 1 0.89 19.91 -45.48 71.86 0.67 2 DL+WL 1 1.77 19.91 12.95 71.86 0.25 *NOTE: 'LL' USED IN LOAD COMBINATIONS REFERS TO CONTROLLING LOAD, EITHER ROOF SNOW LOAD OR ROOF LIVE LOAD * JOB: G28125 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:I4 * 29—AUG-03 * 16:29:13 * *****************************************+*************++++a+++*************** SIDEWALL BRACING: ## WALL DIA. HOR(K) TEN(K) ALW(K) WALL BAY NO BACK 5/16" 2.59 3.38 5.60 1 3 FRONT 5/16" 2.59 3.38 5.60 1 1 ENDWALL BRACING: LEFT E.W. BRACING: ## RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. RIGHT E.W. BRACING: ## BAY DIA. HOR(K) TEN(K) ALW(K) 2 5/16" 1.68 3.13 5.60 NOTE: BRACE TENSION CALCULATION IS BASED ON MAXIMUM COLUMN HEIGHT. (## : GOVERNING CASE) *********iii***************irri*#i**************************************ii**** * JOB: G28125 PAGE:I5 * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * ****************************************************************************i* SEISMIC BRACING DESIGN REPORT NOTE: MAGNIFICATION FACTOR INCLUDES OMEGA OF 2.2 AND 1/1.4LOAD COMBINATION FACTOR FORCES ON ENDWALL COLUMNS: COLUMN NO. = 0 1 2 3 FORCE (K) = 0.33 0.66 0.66 0.33 *NOTE: FORCES ON ENDWALL COLUMNS DO NOT INCLUDE MAGNIFICATION FACTOR ROOF BRACING: BAY NO= 3 (BACK SIDE) MAX. CABLE TENSION (KIPS) = 1.20 BAY TENSION HOR.LOAD CABLE (KIPS) (KIPS) 3 1.20 1.03 B C1 0.00 0.00 C1 1.20 1.03 F C1 (8: BACK SIDE, F: FRONT SIDE) ! NOTE: SEE TABLE IN INPUT ECHO FOR BRACING MEMBER SIZES *NOTE: ROOF TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR AS REQUIRED BY SECTION 1636, TABLE 16-N, PAGE 2-32. EAVE STRUT: DIA. OF 2 CONN. BOLTS= 1/2" BAY NO= 3 (BACK SIDE) MAX. EAVE FORCE (KIPS) = 0.98 (EA. BAY) ALLOW. FORCE (KIPS) = 17.61 FOR EAVE STRUT (*: EAVE STRUT IS ASSUMED TO BE FULLY BRACED IN X AND Y DIRECTIONS) WALL EAVE FORCE FOR EAVE STRUT (KIPS) (EA. BAY) BACK 0.98 FRONT 0.98 *NOTE: EAVE STRUT FORCE DOES NOT INCLUDE MAGNIFICATION FACTOR * #i***********#******i***************#i**iii***##**##************t************* * JOB: G28125 PAGE:I6 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:13 * **********************************iii****************************************# SIDEWALL BRACING: WALL DIA. HOR(K) TEN(K) ALW(K) WALL BAY NO BACK 5/16" 1.54 2.02 5.60 1 3 FRONT 5/16" 1.54 2.02 5.60 1 1 *NOTE: SIDEWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR ENDWALL BRACING: LEFT E.W. BRACING: RIGID FRAME USED AT THIS ENDWALL. PANEL CAPACITY NOT APPLICABLE. *NOTE: ENDWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR RIGHT E.W. BRACING: BAY DIA. HOR(K) TEN(K) ALW(K) 2 5/16" 0.51 0.96 5.60 NOTE: BRACE TENSION CALCULATION I5 BASED ON MAXIMUM COLUMN HEIGHT. (## : GOVERNING CASE) *NOTE: ENDWALL TENSION AND HORIZONTAL VALUES REFLECT MAGNIFICATION FACTOR i*************************#************##**ii*##*iii******************i******* * * JOB: G28125 #1 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:L1 * * 29 -AUG -03 * * VERSION -10.1.2 16:29:14 * *********************************************************iii****************** FRAME TYPE •RF (Symmetrical) WIDTH • 30.00 (FT) LEFT EAVE HEIGHT • 14.0000 LEFT ROOF SLOPE • 2.0000 PEAK DIST. FROM LEFT: 15.0000 USED AT FRAME LINES : 1 (FT) (IN/FT) (FT) BAY SPACING...: 8.50 (FT) RIGHT EAVE HEIGHT...: 14.0000 RIGHT ROOF SLOPE • 2.0000 RIGHT COL. BASE DISP: 0.0000 (FT) (IN/FT) (FT) GIRT AND PURLIN DATA >: GIRT PROJECTION (IN) GIRT SPACINGS (FT) LEFT SIDE RIGHT SIDE >: 6.500 6.500 >: 7.333 7.333 PURLIN PROJECTION (IN) >: 6.500 6.500 PURLIN SPACINGS (SLOPED) (FT) >: 30 4.789 3@ 4.789 1@ 0.840 10 0.840 (HORIZ.) (FT) >: 30 4.724 3@ 4.724 10 0.829 10 0.829 FLANGE BRACING AT PURLIN LOCATIONS: LEFT SIDE: 1BL 3BL RIGHT SIDE: 1BL 3BL NOTE: FOLLOWING ARE NOMENCLATURE USED S = ONE SIDE FB L = 1.5 X 1.5 X 11Gage Angle G = BRACED BY GIRT TO INDICATE PURLIN/ GIRT BRACING. B = BOTH SIDE FB H = 2.5 X 2.5 X 3/16 Angle * = INADEQUATE FB MISC. DESIGN DATA: NUMBER OF CYCLES 6 MAX. COMBINED RATIO.: 0.87 MAX. SHEAR RATIO HORZ. DEFL. RATIO...: 91 VERT. DEFL. RATIO...: VERTICAL CLEARANCE AT LEFT KNEE= 12.96 FT VERTICAL CLEARANCE AT RIGHT KNEE= 12.96 FT HORIZONTAL CLEARANCE AT KNEE....= 27.25 FT VERTICAL CLEARANCE AT PEAK = 15.23 FT 0.35 345 FRAME WEIGHT SUMMARY: RAFTERS 330.37 LBS EXTERIOR COLUMNS 327.17 LBS INTERIOR COLUMNS 0.00 LBS TOTAL FRAME 657.54 LBS FLANGE BRACES 12.84 LBS CONNECTION PLATES...: 93.64 LBS CONNECTION BOLTS 13.92 LBS GRAND TOTAL 777.94 LBS L= 163.59 , R= 163.59 ) ***********************************************************++***************** * JOB: G28125 #1 PAGE:L2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:14 * ****************************************************************************** F RAM E LOADING DATA BUILDING CODE.: 1997 UBC USE CATEGORY...: 1 LIVE LOAD 20.00 PSF WIND LOAD (Qs).: 16.38 PSF DEAD LOAD 2.20 PSF COLL. LOAD 0.00 PSF EXPOSURE C SEISMIC ZONE 1 % OF SNOW FOR SEISMC: 25.00 ROOF SNOW LOAD 40.00 PSF WIND VELOCITY 80.00 MPH BASIC WIND PRESSURE = Qs * Ce = 17.42 PSF @ 15.25 FT (MEAN ROOF HEIGHT) (Ce = 1.06) WIND COEFFICIENTS: WIND FROM LEFT (WLL ): C1= 0.8000 C2= -0.9000 C3= -0.7000 C4= -0.5000 WIND FROM RIGHT (WLR ): C1= 0.8000 C2= -0.9000 C3= -0.7000 C4= -0.5000 WIND FROM LEFT (WLL1): C1= 0.8000 C2= 0.3000 C3= -0.7000 C4= -0.5000 WIND FROM RIGHT (WLR1): C1= 0.8000 C2= 0.3000 C3= -0.7000 C4= -0.5000 LOAD COMBINATIONS: COMB # 1--> 1.00 X(DL+ SL) COMB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(DL+ WLL) COMB # 4--> 1.00 X(DL+ 1/2SL+ WLL) COMB # 5--> 1.00 X(DL+ SL+ 1/2WLL) COMB # 6--> 1.00 X(DL+ UBL+ 1/2WLL) COMB # 7--> 1.00 X(DL+ WLL1) COMB # 8--> 1.00 X(DL+ 1/2SL+ WLL1) COMB # 9--> 1.00 X(DL+ SL+ 1/2WLL) COMB #10--> 1.00 X(DL+ UBL+ 1/2WLL1) COMB #11--> 1.00 X(DL+ SEIL+ SL) COMB #12--> 1.00 X(DL+ SEIR+ SL) UBL-> 1.00X SNOW LOAD ON LEFT SLOPE ROOF+ 0.50X SNOW LOAD ON RIGHT SLOPE ROOF NOTE: MOMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD COMBINATION DL+LL(OR SL)+(2.8)V (V=BASE SHEAR FOR SEISMIC). THIS LOAD CONDITION IS NOT SHOWN ON THE ABOVE LIST. ****************************************************************************** * JOB: G28125 #1 PAGE:L3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:14 * ****************************************************************************** DESIGN SUMMARY MAJOR DEPTHS AND LOCATIONS: (DEPTHS ARE IN INCHES.) LEFT SIDE RIGHT SIDE 1 COL BASE 9.500 9.500 COL KNEE 1 RAF KNEE 1 PEAK I I 9.500 1 8.000 1 8.000 9.500 1 8.000 1 PINCH LOCATIONS AND DEPTHS: (DIST. ARE MEASURED FROM STEEL LINE) DIST. 1 DEPTH 1 DIST. I DEPTH DIST. DEPTH 1 DIST. DEPTH (FT.) 1 (IN.) 1 (FT.) 1 (IN.) (FT.) (IN.) 1 (FT.) (IN.) LEFT--> STRAIGHT RAFTER (NO PINCHES) I I I I RIGHT-> STRAIGHT RAFTER (NO PINCHES) RAFTER SPLICE LOCATIONS: (DIST. ARE MEASURED FROM STEEL LINE) DIST. (FT.) LEFT--> 15.000 DIST. DIST. DIST. DIST. 1 DIST. DIST. (FT.) (FT.) (FT.) (FT.) I (FT.) (FT.) **********************************+a*****************************************t JOB: G28125 #1 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:L4 29 -AUG -03 VERSION -10.1.2 16:29:14 ****************************************************************************** DESIGN S U MMA R Y SECTION LENGTH -DEPTHS (IN) - OUTER FLANGE NAME (FT) START END (IN) WEB INNER FLANGE (IN) (IN) EXT. COLUMN---> (FY= 50. KSI) BL1A 5.00 9.50 9.50 BL1B 7.96 9.50 9.50 ««« KNEE RAFTER BEAM---> (FY= 50. KSI) LP1A 5.00 8.00 8.00 LP1B 8.93 8.00 8.00 ««« PEAK LEFT SIDE 5.0000 X 5.0000 X CONNECTION 5.0000 X 5.0000 X CONNECTION 0.2500 0.2500 AT THE 0.2500 0.2500 AT THE CORNER WEB THICKNESS= 0.2500 0.1120 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» 0.1120 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» EXT. COLUMN---> (FY= 50. KSI) BR1A 5.00 9.50 9.50 BR1B 7.96 9.50 9.50 ««« KNEE RAFTER BEAM---> (FY= 50. KSI) RP1A 5.00 8.00 8.00 RP1B 8.93 8.00 8.00 ««« PEAK RIGHT SIDE 5.0000 X 5.0000 X CONNECTION 5.0000 X 5.0000 X CONNECTION 0.2500 0.2500 AT THE 0.2500 0.2500 AT THE CORNER WEB THICKNESS= 0.2500 0.1120 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» 0.1120 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» FRAME GEOMETRY: LEFT EH= 14.000 RIGHT EH= 14.000 DISTANCE TO PEAK L 9 P (FT) (FT) FROM LEFT RS: 2.000 /12 RIGHT RS: 2.000 /12 LEFT SIDE: 15.000 (FT) 30.0 FRAME LINES (G28125 *1 ): 1 R B ****************************************************************************** * JOB: G28125 #1 PAGE:L5 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:14 * ****************************************************************************** DESIGN SUMMARY (CONTINUED) --- FORCES --- * --- ALLOWABLES ---- * STRESS RATIOS *COMBINED SECTION BENDING* -- BENDING -- * --BENDING-- *BENDING+AXIAL NAME AXIAL MOMENT* AXIAL OUTER INNER *AXIAL OUTER INNER *RATIO LOAD DIST. (KIP) (K -FT) * (KSI) (KSI) (KSI) * * CASE (FT) BL1A -5.66 BL1B -5.55 LP1A -2.26 LP1B -1.47 BR1A -5.66 BR1B -5.55 RP1A -2.26 RP1B -1.47 - 7.22 -18.72 - 17.55 13.86 - 7.22 - 18.72 -17.55 13.86 * 19.72 * 20.25 * 23.33 * 23.54 * 19.72 * 20.25 * 23.33 * 23.54 30.00 30.00 30.00 30.00 30.00 30.00 30.00 30.00 20.39 20.39 30.12 30.00 20.39 20.39 30.12 30.00 * 0.05 0.16 0.32 * 0.37 1 5.00 * 0.05 0.50 0.82 * 0.87 1 12.96 * 0.02 0.61 0.63 * 0.65 1 0.00 * 0.01 0.50 0.48 * 0.51 1 13.04 * 0.05 0.16 0.32 * 0.37 1 5.00 * 0.05 0.50 0.82 * 0.87 1 12.96 * 0.02 0.61 0.63 * 0.65 1 0.00 * 0.01 0.50 0.48 * 0.51 1 13.04 SHEAR SHEAR SHEAR LOAD SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIP) (KIP) RATIO (FT) BL1A BL1B LP1A LP1B BR1A BR1B RP1A RP1B -1.44 - 1.44 4.76 2.96 2.04 1.44 - 4.76 - 2.96 - 12.33 - 12.33 - 13.49 -13.49 - 16.43 -12.33 - 13.49 - 13.49 0.12 0.12 0.35 0.22 0.12 0.12 0.35 0.22 1 0.00 1 5.00 1 0.00 1 5.00 8 0.00 1 5.00 1 0.00 1 5.00 JOB: G28125 #1 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:L6 * 29 -AUG -03 * 16:29:14 * ****************************************************************************** SECTION PROPERTIES MINOR MEMBER WEB SECTION CORD DEPTH NAME & POINT # (FT) (IN) AREA MOMENT SECTION MODULUS RADIUS OF GYRATION OF INERTIA OUTER INNER RX RY RTO RTI (IN -2) (IN -4) (IN -3) (IN -3) (IN) (IN) (IN) (IN) BL1A 1 0.00 BL1A 2 0.83 BL1A 3 2.50 BL1A 4 4.17 BL1A 5 5.00 BL1B 1 5.00 BL1B 2 6.00 BL1B 3 7.99 BL1B 4 9.98 BL1B 5 11.97 BL1B 6 12.96 LP1A 1 0.00 LP1A 2 0.83 LP1A 3 2.50 LP1A 4 4.17 LP1A 5 5.00 LP1B 1 5.00 LP1B 2 5.89 LP1B 3 7.68 LP1B 4 9.47 LP1B 5 11.25 LP1B 6 13.04 LP1B 7 13.93 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 8.00 3.40 47.33 11.14 11.14 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 3.73 3.73 3.73 3.73 3.73 3.73 3.73 3.73 3.73 3.73 3.73 3.73 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 .21 .21 .21 .21 .21 .21 .21 .21 .21 .21 .21 .24 .24 .24 .24 .24 .24 .24 .24 .24 .24 .24 .24 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 1.36 ****************************************************************************** * * * * JOB: G28125 #1 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:L7 * 29 -AUG -03 * VERSION -10.1.2 16:29:14 * ****************************************************************************** DEFLECTIONS AND CLEARANCES LOADING CONDITION < LEFT KNEE (IN) HORIZONTAL RIGHT KNEE (IN) > VERTICAL AT PEAK (IN) DL LL SL WLL WLR UBL WLL1 WLR1 SEIL SEIR - 0.01 -0.08 - 0.17 1.31 - 1.19 0.03 1.84 - 1.80 0.14 -0.14 (EH/9999) (EH/1984) (EH/ 992) (EH/ 128) (EH/ 142) (EH/4805) (EH/ 91) (EH/ 93) (EH/1176) (EH/1176) 0.01 0.08 0.17 1.18 -1.31 0.29 1.80 - 1.84 0.14 - 0.14 (EH/9999) (EH/1983) (EH/ 991) (EH/ 142) (EH/ 128) (EH/ 581) (EH/ 93) (EH/ 91) (EH/1176) (EH/1176) -0.09 - 0.52 - 1.04 0.38 0.38 - 0.78 0.11 0.11 0.00 0.00 (SPAN/3916) (SPAN/ 691) (SPAN/ 345) (SPAN/ 948) (SPAN/ 948) (SPAN/ 460) (SPAN/3248) (SPAN/3248) (SPAN/ 0) (SPAN/ 0) VERTICAL CLEARANCE AT LEFT KNEE VERTICAL CLEARANCE AT RIGHT KNEE HORIZONTAL CLEARANCE AT KNEE VERTICAL CLEARANCE AT PEAK = 12.96 FT = 12.96 FT = 27.25 FT = 15.23 FT * JOB: G28125 #1 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II * VERSION -10.1.2 *******************************+**************** FRAME REACTIONS LEFT EH= 14.000 (FT) LEFT RS: 2.000 /12 RIGHT EH= 14.000 (FT) RIGHT RS: 2.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 15.000 (FT) L HL I --->B VL P 30.0 FRAME LINES (G28125 #1 ): 1 R 1 1 1 I HR A VR PAGE:L8 * 29 -AUG -03 * 16:29:14 * ****************************** BUILDING COLUMN REACTIONS (KIPS) LOADS DL LL SL WLL WLR UBL WLL1 WLR1 SEIL SEIR COMB # 1 COMB # 3 COMB # 7 COMB # 8 HL VL ER VR 0.12 0.63 0.12 0.63 0.66 2.55 0.66 2.55 1.33 5.10 1.33 5.10 - 1.93 -2.53 0.69 -1.03 0.69 -1.03 -1.93 -2.53 1.00 4.51 1.00 3.14 - 1.80 -0.72 1.26 -0.16 1.26 -0.16 -1.80 -0.72 - 0.08 -0.08 0.08 0.08 0.08 0.08 -0.08 -0.08 1.44 5.73 1.44 5.73 - 1.82 -1.90 0.80 -0.40 -1.69 -0.09 1.38 0.47 -1.02 2.46 2.04 3.02 NOTE: Load combinations listed are not complete for foundation design. It may control by doing additional combinations other than listed. LOAD COMBINATIONS: COMB # 1--> COMB # 3--> COMB # 7--> COMB # 8--> UBL-> 1.00X 0.50X 1.00 X(DL+ SL) 1.00 X(DL+ WLL) 1.00 X(DL+ WLL1) 1.00 X(DL+ 1/2SL+ WLL1) SNOW LOAD ON LEFT SLOPE ROOF+ SNOW LOAD ON RIGHT SLOPE ROOF BASE PLATE SUMMARY: L.COL: 5.00 X 10.00 X 1/2" ( 4) 3/4" DIA. A.B.s **********iii**********************************************iii**************** + JOB: G28125 #1 PAGE:L9 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * + VERSION -10.1.2 16:29:14 * ***************************************************iii************iii********* R.COL: 5.00 X 10.00 X 1/2" ( 4) 3/4" DIA. A.B.s NOTES: 1. The positive directions for the frame column reactions are : Horizontal - inward direction to the building. Vertical - upward direction. 2. Forces on foundation will act in the opposite direction to the direction of the column reactions. iii**********************#t**t*************t+*++*+iii*t+*+**************t****t * JOB: G28125 #1 PAGE:L10 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:14 * ****************************************************************************** EXTERIOR COLUMN CONNECTION: < BASE PLATE > < ANCHOR BOLTS > WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE (IN) (IN) (IN) (IN) (IN) (IN) LEFT COLUMN--> 5.00 10.00 0.5000 STD 4 0.75 STD 3.0 4.0 RIGHT COLUMN--> 5.00 10.00 0.5000 STD 4 0.75 STD 3.0 4.0 LEFT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 14.364 0.5000 2 2 0 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.444 9.375 0.2500 KNEE WEB PLATE 0.2500 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.000 5.364 3.000 1.500 RIGHT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 14.364 0.5000 2 2 0 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.444 9.375 0.2500 KNEE WEB PLATE 0.2500 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.000 5.364 3.000 1.500 ***********iii**iii************************************************iii******** * JOB: G28125 #1 PAGE:L11 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:14 * ****************************************************************************** PEAK CONNECTION AT 15.00 (FT) FROM LEFT STEEL LINE: BOLT DIA= 0.7500 (IN) BOLT GAGE: 3.0000 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 14.364 0.5000 2 2 0 NO. OF BOLTS/SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.000 5.364 3.000 1.500 ****************************************************************************** * * * * JOB: G28125 #2 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:M1 * 29 -AUG -03 * VERSION -10.1.2 16:29:15 * ****************************************************************************** FRAME TYPE •RF (Symmetrical) WIDTH • 30.00 (FT) LEFT EAVE HEIGHT • 14.0000 (FT) LEFT ROOF SLOPE • 2.0000 (IN/FT) PEAK DIST. FROM LEFT: 15.0000 (FT) USED AT FRAME LINES : 2 3 BAY SPACING...: 16.67 (FT) RIGHT EAVE HEIGHT...: 14.0000 RIGHT ROOF SLOPE • 2.0000 RIGHT COL. BASE DISP: 0.0000 (FT) (IN/FT) (FT) GIRT AND PURLIN DATA >: GIRT PROJECTION (IN) GIRT SPACINGS (FT) PURLIN PROJECTION (IN) PURLIN SPACINGS (SLOPED) (HORIZ.) FLANGE BRACING AT PURLIN LEFT SIDE: 1BL 3BL RIGHT SIDE: 1BL 3BL (FT) (FT) LOCATIONS: LEFT SIDE RIGHT SIDE >: 6.500 6.500 >: 7.333 BL 7.333 BL >: 6.500 6.500 >: 3@ 4.789 3@ 4.789 1@ 0.840 1@ 0.840 >: 3@ 4.724 3@ 4.724 1@ 0.829 1@ 0.829 NOTE: FOLLOWING ARE NOMENCLATURE USED TO INDICATE PURLIN/ GIRT BRACING. S = ONE SIDE FB B = BOTH SIDE FB L = 1.5 X 1.5 X 11Gage Angle H = 2.5 X 2.5 X 3/16 Angle G = BRACED BY GIRT * = INADEQUATE FB MISC. DESIGN DATA: MAX. COMBINED RATIO.: 0.96 HORZ. DEFL. RATIO...: 80 VERTICAL CLEARANCE AT LEFT KNEE= VERTICAL CLEARANCE AT RIGHT KNEE= HORIZONTAL CLEARANCE AT KNEE= VERTICAL CLEARANCE AT PEAK = NUMBER OF CYCLES 7 MAX. SHEAR RATIO VERT. DEFL. RATIO...: 12.54 FT 12.54 FT 27.25 FT 14.81 FT 0.65 321 FRAME WEIGHT SUMMARY: RAFTERS 417.37 LBS EXTERIOR COLUMNS 320.92 LBS INTERIOR COLUMNS 0.00 LBS TOTAL FRAME 738.28 LBS FLANGE BRACES 19.96 LBS CONNECTION PLATES...: 115.20 LBS CONNECTION BOLTS 13.92 LBS GRAND TOTAL 887.36 LBS ( L= 160.46 , R= 160.46 ) ****************************************************************************** * JOB: G28125 #2 PAGE:M2 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * ***********iii**************************************************************** F RAM E LOADING DATA BUILDING CODE.: 1997 UBC USE CATEGORY...: 1 LIVE LOAD 20.00 PSF WIND LOAD (Qs).: 16.38 PSF DEAD LOAD 2.20 PSF COLL. LOAD 0.00 PSF EXPOSURE C SEISMIC ZONE 1 % OF SNOW FOR SEISMC: 25.00 ROOF SNOW LOAD 40.00 PSF WIND VELOCITY 80.00 MPH BASIC WIND PRESSURE = Qs * Ce = 17.42 PSF @ 15.25 FT (MEAN ROOF HEIGHT) (Ce = 1.06) WIND COEFFICIENTS: WIND FROM LEFT (WLL ): C1= 0.8000 C2= -0.9000 C3= -0.7000 C4= -0.5000 WIND FROM RIGHT (WLR ): C1= 0.8000 C2= -0.9000 C3= -0.7000 C4= -0.5000 WIND FROM LEFT (WLL1): C1= 0.8000 C2= 0.3000 C3= -0.7000 C4= -0.5000 WIND FROM RIGHT (WLR1): C1= 0.8000 C2= 0.3000 C3= -0.7000 C4= -0.5000 LOAD COMBINATIONS: COMB # 1--> 1.00 X(DL+ SL) COMB # 2--> 1.00 X(DL+ UBL) COMB # 3--> 1.00 X(DL+ WLL) COMB # 4--> 1.00 X(DL+ 1/2SL+ WLL) COMB # 5--> 1.00 X(DL+ SL+ 1/2WLL) COMB # 6--> 1.00 X(DL+ UBL+ 1/2WLL) COMB # 7--> 1.00 X(DL+ WLL1) COMB # 8--> 1.00 X(DL+ 1/2SL+ WLL1) COMB # 9--> 1.00 X(DL+ SL+ 1/2WLL) COMB #10--> 1.00 X(DL+ UBL+ 1/2WLL1) COMB #11--> 1.00 X(DL+ SEIL+ SL) COMB #12--> 1.00 X(DL+ SEIR+ SL) UBL-> 1.00X SNOW LOAD ON LEFT SLOPE ROOF+ 0.50X SNOW LOAD ON RIGHT SLOPE ROOF NOTE: MOMENT CONNECTIONS ON THE RIGID FRAME HAVE BEEN CHECKED WITH LOAD COMBINATION DL+LL(OR SL)+(2.8)V (V=BASE SHEAR FOR SEISMIC). THIS LOAD CONDITION IS NOT SHOWN ON THE ABOVE LIST. ****************************************************************************** * JOB: G28125 #2 PAGE:M3 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * *****************iii********************************************************** DESIGN SUMMARY MAJOR DEPTHS AND LOCATIONS: (DEPTHS ARE IN INCHES.) LEFT SIDE RIGHT SIDE I COL BASE I COL KNEE RAF KNEE I I 9.500 I 9.500 13.000 9.500 I 9.500 13.000 PEAK 13.000 PINCH LOCATIONS AND DEPTHS: (DIST. ARE MEASURED FROM STEEL LINE) I I I I DIST. I DEPTH 1 DIST. I DEPTH DIST. DEPTH I DIST. DEPTH (FT.) I (IN.) 1 (FT.) (IN.) (FT.) (IN.) I (FT.) (IN.) LEFT--> STRAIGHT RAFTER (NO PINCHES) I I I I RIGHT-> STRAIGHT RAFTER (NO PINCHES) I I I I RAFTER SPLICE LOCATIONS: (DIST. ARE MEASURED FROM STEEL LINE) DIST. (FT.) LEFT--> 15.000 DIST. DIST. DIST. DIST. DIST. I DIST. DIST. (FT.) (FT.) (FT.) (FT.) (FT.) 1 (FT.) (FT.) ******•++++++++******+++:+++++***********++++k+*****+k+++r+++++ir+r+++++i+r+a+ + JOB: G28125 #2 PAGE:M4 * • ESTIMATE/DESIGN/DRAFTING SYSTEM " CONEST II 29-AUG-03 * + VERSION-10.1.2 16:29:15 * DESIGN SUMMARY SECTION LENGTH -DEPTHS (IN) - OUTER FLANGE NAME (FT) START END (IN) WEB INNER FLANGE (IN) (IN) EXT. COLUMN---> (FY= 50. KSI) LEFT SIDE BL1A 5.00 9.50 9.50 5.0000 X BL1B 7.54 9.50 9.50 5.0000 X ««« KNEE CONNECTION RAFTER BEAM---> (FY= 50. KSI) LP1A 5.00 13.00 13.00 5.0000 X LP1B 9.00 13.00 13.00 5.0000 X ««« PEAK CONNECTION 0.2500 0.2500 AT THE 0.2500 0.2500 AT THE CORNER WEB THICKNESS= 0.1790 0.1120 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» 0.1790 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» EXT. COLUMN---> (FY= 50. KSI) RIGHT SIDE BR1A 5.00 9.50 9.50 5.0000 X BR1B 7.54 9.50 9.50 5.0000 X ««« KNEE CONNECTION RAFTER BEAM---> (FY= 50. KSI) RP1A 5.00 13.00 13.00 5.0000 X RP1B 9.00 13.00 13.00 5.0000 X ««« PEAK CONNECTION 0.2500 0.2500 AT THE 0.2500 0.2500 AT THE CORNER WEB THICKNESS= 0.1790 0.1120 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» 0.1790 5.0000 X 0.2500 0.1120 5.0000 X 0.2500 END OF THIS SECTION »»» FRAME GEOMETRY: LEFT EH= 14.000 (FT) LEFT RS: 2.000 /12 RIGHT EH= 14.000 (FT) RIGHT RS: 2.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 15.000 (FT) L B P 30.0 FRAME LINES (G28125 #2 ): 2 3 R B ****************************************************************************** * JOB: G28125 *2 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II PAGE:M5 * * 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * ****************************************************************************** DESIGN SUMMARY (CONTINUED) --- FORCES --- * --- ALLOWABLES ---- * STRESS RATIOS *COMBINED SECTION BENDING* -- BENDING -- * --BENDING-- *BENDING+AXIAL NAME AXIAL MOMENT* AXIAL OUTER INNER *AXIAL OUTER INNER *RATIO LOAD DIST. (KIP) (K -FT) * (KSI) (KSI) (KSI) * * CASE (FT) BL1A -10.88 BL1B -10.77 LP1A -3.86 LP1B -2.33 BR1A -10.88 BR1B -10.77 RP1A -3.86 RPLB -2.33 - 11.34 - 28.43 -26.78 35.64 - 11.34 -28.43 - 26.79 35.64 * 19.06 * 19.67 * 21.83 * 19.28 * 19.06 * 19.67 * 21.83 * 19.28 30.00 30.00 30.00 29.07 30.00 30.00 30.00 29.07 29.75 29.75 30.00 30.00 29.75 29.75 30.00 30.00 0.16 0.11 0.03 0.02 0.16 0.10 0.03 0.02 0.23 0.74 0.48 0.76 0.23 0.74 0.48 0.76 0.31 0.85 0.51 0.72 0.31 0.85 0.51 0.72 * 0.47 * 0.96 * 0.53 * 0.78 * 0.47 * 0.95 * 0.53 * 0.78 1 5.00 1 12.54 1 0.00 1 13.10 1 5.00 1 12.54 1 0.00 1 13.10 SHEAR SHEAR SHEAR LOAD SECTION FORCES ALLOWABLE STRESS CASE DIST. NAME (KIP) (KIP) RATIO (FT) BL1A 3.44 BL1B -2.27 LP1A 9.34 LP1B 5.85 BR1A 3.75 BR1B 3.03 RP1A -9.34 RPLB -5.85 - 16.43 - 12.33 - 34.49 - 9.02 - 16.43 -16.43 - 34.49 - 9.02 0.21 0.18 0.27 0.65 0.23 0.18 0.27 0.65 3 0.00 1 9.71 1 0.00 1 5.00 8 0.00 8 5.00 1 0.00 1 5.00 *i**iii****************************************************************i4i*ii* * * JOB: G28125 #2 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II PAGE:M6 * 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * *****************************************i*********************************i** SECTION PROPERTIES MINOR MEMBER SECTION CORD NAME 6 POINT # (FT) WEB DEPTH AREA MOMENT SECTION MODULUS RADIUS OF GYRATION OF INERTIA OUTER INNER RX RY RTO RTI (IN) (IN -2) (IN -4) (IN -3) (IN -3) (IN) (IN) (IN) (IN) BL1A 1 0.00 BL1A 2 0.83 BL1A 3 2.50 BL1A 4 4.17 BL1A 5 5.00 BL1B 1 5.00 BL1B 2 5.94 BL1B 3 7.83 BL1B 4 9.71 BL1B 5 11.60 BL1B 6 12.54 LP1A 1 0.00 LP1A 2 0.83 LP1A 3 2.50 LP1A 4 4.17 LP1A 5 5.00 LP1B 1 5.00 LP1B 2 5.90 LP1B 3 7.70 LP1B 4 9.50 LP1B 5 11.30 LP1B 6 13.10 LP1B 7 14.00 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 9.50 3.56 67.43 13.49 13.49 13.00 4.83 142.51 21.11 21.11 13.00 4.83 142.51 21.11 21.11 13.00 4.83 142.51 21.11 21.11 13.00 4.83 142.51 21.11 21.11 13.00 4.83 142.51 21.11 21.11 13.00 3.96 130.24 19.30 19.30 13.00 3.96 130.24 19.30 19.30 13.00 3.96 130.24 19.30 19.30 13.00 3.96 130.24 19.30 19.30 13.00 3.96 130.24 19.30 19.30 13.00 3.96 130.24 19.30 19.30 13.00 3.96 130.24 19.30 19.30 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 4.35 5.43 5.43 5.43 5.43 5.43 5.74 5.74 5.74 5.74 5.74 5.74 5.74 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.21 1.04 1.04 1.04 1.04 1.04 1.15 1.15 1.15 1.15 1.15 1.15 1.15 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.35 1.26 1.26 1.26 1.26 1.26 1.26 1.26 1.26 1.26 1.26 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 1.32 ***************+*********aik*****************************,******************** JOB: G28125 #2 PAGE:M7 ESTIMATE/DESIGN/DRAFTING SYSTEM • CONEST II 29 -AUG -03 * VERSION -10.1.2 16:29:15 * +***************************************************************************i* DEFLECTIONS AND CLEARANCES < HORIZONTAL > VERTICAL LOADING LEFT RIGHT AT CONDITION KNEE KNEE PEAK (IN) (IN) (IN) DL -0.01 (EH/9999) 0.01 (EH/9999) -0.09 (SPAN/4192) LL -0.09 (EH/1865) 0.09 (EH/1864) -0.56 (SPAN/ 643) SL -0.18 (EH/ 932) 0.18 (EH/ 932) -1.12 (SPAN/ 321) WLL 1.59 (EH/ 106) 1.45 (EH/ 116) 0.42 (SPAN/ 862) WLR -1.45 (EH/ 116) -1.59 (EH/ 106) 0.42 (SPAN/ 862) UBL -0.03 (EH/6136) 0.24 (EH/ 691) -0.84 (SPAN/ 428) WLL1 2.10 (EH/ 80) 2.06 (EH/ 81) 0.12 (SPAN/2895) WLR1 -2.06 (EH/ 81) -2.10 (EH/ 80) 0.12 (SPAN/2895) SEIL 0.15 (EH/1118) 0.15 (EH/1118) 0.00 (SPAN/ 0) SEIR -0.15 (EH/1118) -0.15 (EH/1118) 0.00 (SPAN/ 0) VERTICAL CLEARANCE AT LEFT KNEE = 12.54 FT VERTICAL CLEARANCE AT RIGHT KNEE = 12.54 FT HORIZONTAL CLEARANCE AT KNEE = 27.25 FT VERTICAL CLEARANCE AT PEAK = 14.81 FT ii*ii*i*******i**iii**ii*i****ii************iiii**i******ii*i***i*i****i*i**** * JOB: G28125 #2 PAGE:M8 * * ESTIMATE/DESIGN/DRAFTING SYSTEM * * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * *********************************************i******************************** F RAM E REACTIONS LEFT EH= 14.000 (FT) LEFT RS: 2.000 /12 RIGHT EH= 14.000 (FT) RIGHT RS: 2.000 /12 DISTANCE TO PEAK FROM LEFT SIDE: 15.000 (FT) L HL I --->B VL P 30.0 FRAME LINES (G28125 #2 ): 2 3 R 1 I HR B< --- I VR BUILDING LOADS DL LL SL WLL WLR UBL WLL1 WLR1 SEIL SEIR COMB # 1 COMB # 3 COMB # 7 COMB # 8 COLUMN REACTIONS (KIPS) HL 0.16 1.05 2.11 - 3.60 1.54 1.58 - 3.47 2.54 -0.16 0.16 2.27 -3.44 - 3.31 - 2.26 VL 0.94 5.00 10.00 - 4.96 - 2.01 8.84 - 1.42 - 0.32 -0.15 0.15 10.95 -4.01 -0.47 4.53 HR 0.16 1.05 2.11 1.54 - 3.60 1.58 2.54 - 3.47 0.16 - 0.16 2.27 1.70 2.70 3.75 VR 0.94 5.00 10.00 -2.01 - 4.96 6.17 - 0.32 - 1.42 0.15 - 0.15 10.95 - 1.07 0.62 5.62 NOTE: Load combinations listed are not complete for foundation design. It may control by doing additional combinations other than listed. LOAD COMBINATIONS: COMB # 1--> 1.00 X(DL+ SL) COMB # 3--> 1.00 X(DL+ WLL) COMB # 7--> 1.00 X(DL+ WLL1) COMB # 8--> 1.00 X(DL+ 1/2SL+ WLL1) UBL-> 1.00X SNOW LOAD ON LEFT SLOPE ROOF+ 0.50X SNOW LOAD ON RIGHT SLOPE ROOF BASE PLATE SUMMARY: L.COL: 5.00 X 10.00 X 1/2" ( 4) 3/4" DIA. A.B.s ****************************************************************************** * JOB: G28125 #2 PAGE:M9 * ESTIMATE/DESIGN/DRAFTING SYSTEM * CONEST II 29 -AUG -03 * * VERSION -10.1.2 16:29:15 * ****************************************************************************** R.COL: 5.00 X 10.00 X 1/2" ( 4) 3/4" DIA. A.B.s NOTES: 1. The positive directions for the frame column reactions are : Horizontal - inward direction to the building. Vertical - upward direction. 2. Forces on foundation will act in the opposite direction to the direction of the column reactions. ***************************************************i**iii********************# * * * JOB: G28125 #2 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:M10 * * 29 -AUG -03 * 16:29:15 * ********************#*******************************#************************* EXTERIOR COLUMN CONNECTION: < BASE PLATE > < ANCHOR BOLTS > WIDTH LENGTH THICK WELD NO. DIA. TYPE GAGE SPACE (IN) (IN) (IN) (IN) (IN) (IN) LEFT COLUMN--> 5.00 10.00 0.5000 STD 4 0.75 STD 3.0 4.0 RIGHT COLUMN--> 5.00 10.00 0.5000 STD 4 0.75 STD 3.0 4.0 LEFT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (LN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 19.433 0.5000 2 2 0 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.444 9.375 0.2500 KNEE WEB PLATE 0.1790 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.000 10.433 3.000 1.500 RIGHT KNEE CONNECTION --->: BOLT DIA= 0.7500 (IN) BOLT GAGE= 3.00 (IN) WIDTH LENGTH THICK NO. OF SET OF A-325 BOLTS (IN) (IN) (IN) TOP BOTTOM SPACER CONNECTION PL 5.000 19.433 0.5000 2 2 0 COL. TOP FLANGE 5.000 0.2500 HORZ. STIFFENER 2.444 9.375 0.2500 KNEE WEB PLATE 0.1790 NO. OF BOLTS PER SET AND SPACINGS FROM OUTER TO INNER END: NO. BOLTS 2 2 2 2 0 SPACING 1.500 3.000 10.433 3.000 1.500 • i*ii*****i*ii*#*******ii*ii*****i******************i************i***ii******i* * * * JOB: G28125 #2 ESTIMATE/DESIGN/DRAFTING SYSTEM CONEST II VERSION -10.1.2 PAGE:M11 * * 29 -AUG -03 * 16:29:15 * #i*******i#****i*#ifiii#*******i****iiiii#*************i*i*#**i***i****i*****# PEAK CONNECTION AT 15.00 (FT) FROM LEFT STEEL LINE: BOLT DIA= CONNECTION PL NO. OF BOLTS/SET NO. BOLTS 2 SPACING 1.500 0.7500 (IN) BOLT GAGE: WIDTH LENGTH THICK (IN) (IN) (IN) 5.000 19.433 0.5000 AND SPACINGS FROM OUTER TO 2 2 2 0 3.000 10.433 3.000 1.500 3.0000 (IN) NO. OF SET OF A-325 TOP BOTTOM 2 2 INNER END: BOLTS SPACER 0 • • • SUNWARD CORPORATION Building Systems Section: PURLINS GIRTS AND PANELS Subject: "C" SECTION AND "Z" SECTION PROPERTIES Issued: 8/96 "C" SECTIONS (Dimensions in Inches) SECTION DEPTH FLANGE WIDTH LIP RADI. THKNS. FLAT WIDTH 8C16 8.00 3.00 0.75 0.1875 0.059 14.62 8C14 8.00 3.00 0.75 0.1875 0.075 14.62 9C16 9.00 3.00 0.75 0.1875 0.059 15.62 9C14 9.00 3.00 0.75 0.1875 0.075 15.62 9C13 9.00 3.00 0.875 0.1875 0.090 15.76 9C12 9.00 3.00 0.875 0.1875 0.105 15.76 "Z" SECTIONS (Dimensions in Inches) SECTION DEPTH FLANGE WIDTH LIP RAD!. THKNS. FLAT WIDTH 6.5Z16 6.5 2.50 0.75 0.1875 0.059 12.50 6.5Z14 6.5 2.50 0.88 0.1875 0.075 12.50 9Z16 9.0 2.75 0.81 0.1875 0.059 15.62 9Z15 9.0 2.75 0.81 0.1875 0.067 15.62 9Z14 9.0 2.75 0.81 0.1875 0.075 15.62 9Z13 9.0 2.75 0.81 0.1875 0.090 15.76 • SUNWARD CORPORATION Building Systems Section: PURLINS G1RTS AND PANELS Subject: SECTION PROPERTIES FOR "C" and "Z" SECTIONS Issued: 8/96 SECTION PROPERTIES FOR "C" SECTIONS Sec. Area (tuff) int Weigh p11 Area (Effect) in' Ix (Deft.) in' Sx (Se) in' Rx in ly in' Sy in' Ry in 1 in' Ma kip -in Va kip. Cw ins Xo (x) in Ro in lx Gross in' Sx Gross 8C16 0.8786 2.99 0.7869 8.2240 1.7007 3.0595 1.0353 0.4834 1.0855 0.0010 56.01 228 13.58 2.21 3.93 8.69 2.17 8C14 1.1110 3.78 1.0404 10.7318 2.3199 3.1080 1.2901 0.6024 1.0776 0.0021 76.40 4.71 16.85 2.19 3.95 10.93 2.73 9C16 0.9376 3.19 0.8096 10.8950 1.9056 3.4088 1.0733 0.4892 1.0699 0.0011 62.76 2.02 17.57 210 4.14 11.44 2.54 9C14 1.1860 4.03 1.1154 14.1116 2.7352 3.4494 1.3375 0.6097 1.0619 0.0022 90.08 4.16 21.83 2.08 4.17 14.40 3.20 9C13 1.3613 4.63 1.2882 16.5063 3.2037 3.4822 1.5937 0.7379 1.0620 0.0033 105.51 6.06 26.70 2.16 4.24 16.50 3.67 9C12 1.6714 5.68 1.6329 20.1362 4.2603 3.4710 1.9215 0.8899 1.0722 0.0061 140.31 11.49 32.06 2.14 4.22 20.13 4.47 Sf - Eissoc Secnon Modules of Full Unreduced Section tx = Sy (Gross) Se = Sc = Etas -no Section Modules of Effective Section E = 29 500 ksi G - 11 300 ksi Fy=55ksi SECTION PROPERTIES FOR "Z" SECTIONS .Sec. Area (full) int Weight ph' Area (Effect) int Ix in4 Sx in3 Rx in ly in4 Sy in3 Ry in 1 in4 Ma kip -in Ve kip. Cw in6 Ro in 6.5Z16 0.7391 2.51 0.6865 4.8645 1.2553 2.5655 1.1654 0.4775 1.2557 0.0009 41.34 2.85 7.57 2.86 6.5Z14 0.9582 3.26 0.9059 6.3385 1.7133 2.5720 1.6658 0.6765 1.3185 0.0018 56.43 5.90 10.63 2.89 9Z16 0.9231 3.14 0.8008 11.0077 1.8826 3.4531 1.5477 0.5752 1.2948 0.0011 62.00 2.02 20.76 3.69 9Z15 1.0546 3.59 0.9654 12.6690 2.3198 3.4660 1.7942 0.6605 1.3043 0.0016 76.40 3.00 23.40 3.70 9Z14 1.1727 3.99 1.1028 14.1230 2.6905 3.4703 1.9800 0.7299 1.2994 0.0022 88.61 4.16 25.79 3.70 9Z13 1.4164 4.82 1.3500 17.0462 3.3590 3.4691 2.3538 0.6703 1.2891 0.0039 110.62 7.45 30.58 3.70 7 PITTSBURGH TESTING LABORATORY SNOUT ut1 1450 LANE AVENUE NORTH, JACKSONVILLE, FLORIDA 32205 ION TO Curwt.. T.( w.uc ALL SCPO T• u s , .,TTTO AN TOT COOTIOtnT,•L r+a•{pTT or CuawTt. awe *0,5051LTIOw • CS •u SLIC•Tew , ca5cLu,m., 05 tIT.av, 'aCY OM atCMC15C Cot 01.005 IS 11 {S(..(0 ICWOOTC 005 s51TT AREA CODE 19041 783.4300 FL0-LOCA Cat. No. EHS STRAND -Per ASTM -A475- Size EYEBOLT Size MIN. ASSEMBLY Breaking Strength (Pounds) * FWC 250 BA 1/4" 1/2" 6,'650 FRC 312 BA 5/16" 5/8" 11,200 FWC 375 BA 3/8" 5/8" 15,400 FRC 437 BA 7/16" 3/4" 20,800 FWC 500 BA 1/2" 7/8" 26,900 Tests were conducted using the Flo -Loc Strand Grips, FRC ERS strand and FWC eyebolts as set forth in the above table with all tested assemblies providing ac least 100Z of the strand rated breaking load per ASTM -A475. 0y3IWOp 145`ERSI0 FIC4JE X00 / p c.3 No. 26773 r" * — — STATE OF aOR .ftERED1 EYif TOT_ •51. Certified PITTSBURGH TESTING LABORATORY (VzL Charles L. Moore, P. E. *FRC guarantees that all cross brace assemblies fabricated in accordance with the above table will meet or exceed the specified minimum assembly breaking strength. •• SUNWARD CORPORATION Building Systems Section: PURLINS GIRTS AND PANELS Subject: MAXIMUM ALLOWABLE SPANS IN FEET (HI -RIB PANEL) Issued: 8/96 9/98 MAXIMUM ALLOWABLE SPANS IN FEET (HI -RIB PANEL) Span Condition Gauge 20 psf 25 psf 1 30 psf 35 psf 40 psf 45 psf 50 psf 29 5.4' 5.0' 4.7' 4.5' 4.3' 4.1 3.9' Simple Span 6.0' 5.6' 5.2' 5.0' 4.7' 4.6' 4.4' 8.5 7.6 7.0 6.5 6.0 5.7 5.4 26 5.6' 5.2' 4.9' 4.6' 4.4' 4.3' 4.1' (0.018) 6.4' 10.2 6.0' 9.1 5.0 8.3 5.4' 7.7 5.1' 7.2 4.9' 6.8 4.7' 6.4 26 5.9' 6.4' 5.4' 6.0' 5.1' 5.6' 4.9' 5.4' 4.5' 5.1' 4.5' 4.9' 4.3' 4.7' 10.5 9.4 8.6 8.0 7.5 7.0 6.7 24 6.6' 6.1' 5.7' 5.4' 5.2' 5.0' 4.8' 7.2' 6.7' 6.3' 6.0' 5.7' 5.5' 5.3' 12.9 11.6 10.6 9.8 9.2 8.6 8.2 29 7.3' 6.6 6.0 5.6 5.2 4.9 4.7 8.0' 7.4' 7.0 6.5 6.0 5.7 5.4 7.1 6.4 5.8 5.4 5.0 4.8 4.5 Two Spans 26 7.9' • 8.6' 7.2' 8.0' 6.7' 7.6'7.1' 6.3' 6.0' 6.7' 5.7 6.4' 5.5 6.1' (0.018) 8.3 7.4 6.7 6.3 5.8 5.5 5.2 26 8.0' 7.4' 7.0' 6.6' 6.3' 6.1 5.8 8.8' 8.2' 7.7' 7.3' 7.0' 6.7' 6.5' 8.7 7.7 7.1 6.5 6.1 5.8 5.5 24 8.8' 8.2' 7.7 7.3 7.0' 6.7' 6.5' 9.7' 9.0' 8.5' 8.0' 7.7' 7.4' 7.1' 10.0 8.9 8.2 7.6 7.1 6.7 6.3 Three or more 29 6.8' 7.5 6.4' 7.0' 6.0' 6.5 5.7' 6.3' 5.4' 6.0' 52' 5.8' 5.0 5.6' Spans 7.7 6.9 6.3 5.8 5.5 5.1 4.9 26 7.4' 6.9' 6.4' 6.1' 5.9' 5.6' 5.4' (0.018) 8.1' 8.9 7.6' 8.0 7.1' 7.3 6.8' 6.7 6.4' 6.3 6.2' 5.9 6.0' 5.6 26 7.5' 8.3' 7.0' 7.7' 6.6' 7.2' 62' 6.9' 6.0' 6.6' 5.7' 6.3' 5.5' 6.1' 9.3 8.4 7.6 7.1 6.6 6.2 5.9 24 8.3' 7.7' 7.2' 6.9' 6.9' 6.3' 6.1' 9.1' 8.5' 8.0' 7.6' 7.6' 6.9' 6.7' 10.8 9.7 8.8 8.2 8.2 7.2 6.8 1. Top values are based on live loads. Middle values are based on wid. Bottom values are based on wind uplift. ' 2. Above loads are limited by, and meet or exceed aeflecbon nation of IJ180 of span. 3. Allowable loads for wind have been increased by 33percent. 4. Values for 3 or more spans are calculated using 4 span condition. 5. These load capacities are for the panel itself. Frames, purlins. dips, fasteners, and all supports must be designed to resist all loads imposed by the panel. 6. For full panel capacity, (especially on short spans), beanng must be checked using actual loads and bearing lengths. 7. ' Indicates load controlled by deflecton limitation of U180 span. •• • • SUNWARD CORYURA 110iN Building Systems Section: PURLINS GIRTS AND PANELS Subject: MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF Issued: 8/96 11/97 9/98 MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF (HI -RIB PANEL) Span Condition Gauge 4'-0" 4'-6- 5'-0" 5'-6' 6'-0" 6'-6" r -o- 7'-6' 8'-0' Simple 29 48 35' 26' 19• — — — — — Span 64 91 47' 72 34 58 26' 48 41 — 35 30 26 — — 26 63' 45' 33' 25' 19' — — — — (0.018) 82' 59• 42 32' 24' — — — — 102 100 80 56' 56 48 41 36 32 26 66' 47' 34' 26' 20' 88' 62' 45 34' 26' 139 110 89 73• 62 53 45 40 35 24 88' 62" 45' 34• 26' 21' 118' 83' 660 45' 35' — 209 166 134 111 93 79 68 60 52 Two 29 68 54 44 36 30 26 22 — — Spans 91 64 72 50 58 41 48 34 41 28 35 — 30 — 24' — — — 26 100 79 64 52 43 35' 29' 23' 19' (0.018) 126 100 80 66 55 45' 37' 31' 25' 84 66 59 44 37 32 28 25 _ 26 104 82 67 55 46 37' 30' 24' 20' 139 110 89 73 62 50' 40' 32' 27' 93 74 60 49 41 35 30 27 — 24 157 124 101 82' 63" 50' 40' 32• 27' 209 166 134 109' 84' 66' 53' 43' 35* 125 99 80 66 56 47 41 36 31 Three or 78 61 50 39' 30' 23' 19' — — More 29 103 82 66 52' 40' 31' 25' — — Spans 75 59 48 39 33 28 — — — 26 106 83 65" 49' 38" 30' 24" 18" — (0.018) 136 107 84' 64' 50' 40' 32' 25' — 98 77 63 52 44 38 33 29 25 26 113 90 68' 51' 39' 31' 25' 20' — 151 119 91' 68' 53' 41' 33' 27' — 109 66 70 58 48 41 36 31 27 24 152 120 91' 68' 52' 41• 33' 27' 22' 202 160 121' 91' 70' 55' 44' 36' 29' 146 115 93 77 65 55 48 41 36 1. Top values are based on live loads. Middle values are based on wind. Bottom values are based on wind uplift. 2. Above loads are limited by, and meet or exceed aeflection ratio of L/180 of span. 3. Allowable loads for wind have been inaeased by 33 percent 4. Values for 3 or more spans are calculated using 4 span condition 5. These load capacities are for the panel itself. Frames. purlins, clips, fasteners and all supports must be designed to resist all loads imposed by the panel. 6. For full panel capaaty. (especially on short spans). beanng must be checked using actual loads and beanng lengths. 7. • Indicates load controlled by deflection limitation of L'180 of span. • • • SUNWARD CORPORATION Building Systems Section: PURLINS GIRTS AND PANELS Subject: PANEL SECTION PROPERTIES (ARCHITECTURAL PANEL) Issued: 8/96 PANEL SECTION PROPERTIES (ARCHITECTURAL PANEL) Panel Thick Girth Weight Panel Top in Compression Panel Bottom in Compression Gauge In. In. psf Ix Sx Mx Ix Sx Mx in4/Ft. in/3Ft. in-kip/Ft. in4/Ft. in/3Ft. in-kip/Ft. 29 0.015 41.56 0.72 0.0224 0.0451 1.62 0.0199 0.0279 1.00 26 0.018 43.00 0.86 0.0269 0.0547 1.97 0.0248 0.0359 1.25 26 0.019 41.56 0.91 0.0284 0.0569 2.04 0.0265 0.0374 1.34 24 0.024 41.56 1.15 0.0359 0.0715 2.57 0.0349 0.0500 1.80 1. Section properties have been calculated in accordance with 1986 AISI Specifications. 2. Minimum yield stress of steel is 80 ksi. 3. Sx and Ma are for stress determination. 4. Ix is for deflection determination. 29 gauge allow. int. bearing @ 3" = 26 gauge (0.018) int. bearing @ 3" = .289 kip/ft 26 gauge allow. int. bearing @3" = 0.330 kip/ft. 24 gauge allow. int. bearing @ 3" = 0.536 kip/ft. " R/t exceeds 7.0 (AISI Section C 3.4) end bearing @ 2" = * end bearing @ 2" = 0.116 kip/ft end bearing @ 2" = 0.128 kip/ft. end bearing @ 2" = 0.187 kip/ft. • • • SUNWARD CORPORATION Building Systems Section: PURLINS GIRTS AND PANELS Issued: Subject: MAXIMUM ALLOWABLE SPANS IN FEET (ARCHITECTURAL 8/96 11/97 9/98 PANEL) MAXIMUM ALLOWABLE SPANS IN FEET (ARCHITECTURAL PANEL) Span Condition Gauge 20 psf 25 psf I 30 psf 35 psf 40 psf 45 psf 50 psf 29 4.6' 4.3' 4.1' 3.8' 3.7' 3.5' 3.4' 5.1' 4.7' 4.5' 4.2' 4.1' 3.9' 3.8' 6.7 6.0 5.4 5.0 4.7 4.4 4.2 26 4.9' 4.6' 4.3' 4.1' 3.9' 3.7' 3.6' (0.018) 5.4' 5.0' 4.8' 4.5' 4.3' 42' 4.0' Simple Span 7.5 6.7 6.1 5.6 5.3 5.0 4.7 26 5.0' 4.7' 4.4' 42' 4.0' 3.8' 4.0' 5.5' 5.1' 4.8' 4.6' 4.4' 4.2' 4.1' 7.7 6.9 6.3 5.8 5.5 5.2 4.9 24 5.4' 5.0' 4.7 4.5' 4.3' 4.1' 4.0' 6.0' 5.5' 5.2 5.0' 4.7' 4.6' 4.4• 8.9 8.0 7.3 6.8 6.3 6.0 5.7 29 5.8 5.2 4.7 4.4 4.1 3.9 3.7 6.7 6.0 5.4 5.0 4.7 4.4 4.2 8.5 7.6 6.9 6.4 6.0 5.7 5.4 26 6.4 5.8 5.3 4.9 4.6 4.3 4.1 (0.018) 7.2' 6.5 6.0 5.6 5.3 5.0 4.7 Two Spans 9.3 8.3 7.6 7.0 6.6 6.2 5.9 26 6.7 6.0 5.5 5.1 4.7 4.5 4.2 7.4' 6.9' 6.3' 5.8 5.5 5.2 4.9 9.5 8.5 7.8 7.2 6.7 6.4 6.0 24 7.3' 6.7' 8.3 5.8 5.5 5.2 4.9 8.0' 7.4' 7.0' 6.6' 6.3 6.0 5.7 10.7 9.6 8.7 8.1 7.6 7.1 6.8 29 5.8 5.4' 5.1 4.7 4.4 4.2 3.9 6.4' 6.0' 5.6' 5.3' 5.1 4.8 4.6 8.5 7.6 6.9 6.4 6.0 5.7 5.4 26 6.2' 5.7' 5.4' 5.1' 4.8' 4.6 4.4 (0.018) 6.9' 64' 6.0 57' 5.4' 5.2' 4.9' Three or more 9.5 8.5 7.7 7.2 6.7 6.4 6.0 Spans 26 6.3' 5.9' 5.5' 5.2' 5.0' 4.8 4.6 7.0' 6.5' 6.1• 5.8' 5.5' 5.3' 5.1' 9.8 8.8 8.0 7.4 7.0 6.6 6.2 24 6.8' 6.3' 6.0' 5.7' 5.4' 5.2' 5.0' 7.5' 7.0' 6.6' 6.2' 6.0' 5.7' 5.5' 11.4 10.2 9.3 8.6 8.0 7.6 7.2 I. Top values are based on live loads. Middle values are based on wid. Bottom values are based on wind uplift 2. Above loads are limited by, and meet or exceed deflection ration of 11180 of span. 3. Allowable loads for wind have been increased by 33percent 4. Values for 3 or more spans are calculated using 4 soan condition. 5. These load capacities are for the panel itself. Frames, purlins. clips, fasteners, and all supports must be designed to resist all loads imposed by the panel. 6. For full panel capacity. (especially an shad spans), beanng must be checked using actual loads and bearing lengths. 7. • Indicates load controlled by deflection limitation of 1180 of soan. • li SUNWARD CORPORATION Building Systems Seaton: PURLINS GIRTS AND PANELS Subject MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF (ARCHITECTURAL PANEL) Issued: 8196 9/98 MAXIMUM ALLOWABLE UNIFORM LOADS IN PSF (ARCHITECTURAL PANEL) Span Condition Gauge 3'-0" 3'-6' 4'-0' 4'-6' 5'-0' 5'-6" 6'4' Simple Span 29 74' 98' 46' 62' 31' 41 22' 29' — — — — — — 99 73 56 44 36 29 25 26 90' 57' 38' 26' 19' (0.018) 120' 75' 41' 35' 26' 127 93 70 55 45 37 31 26 93' 59' 39' 28' 20' 125' 78' 53' 37' 27' 132 97 74 59 48 39 33 24 118' 74' 50' 35' 26' — — 158' 99' 66' 47' 34' 26' — 178 131 100 79 64 53 44 Two Spans 29 74 99 54 73 42 56 33 44 27 36 22 29 — 25 160 118 90 71 58 48 40 26 93 68 52 41 34 28 23 (0.018) 124 91 70 55 45 37 31 192 141 108 85 69 57 48 26 99 73 56 44 36 30 25 132 97 74 59 48 39 33 202 148 113 90 73 60 50 24 133 98 75 59 48 40 33 178 131 100 79 64 53 44 254 187 143 113 91 76 63 Three or 29 86 64 49 38 31 24' — More Spans 115 85 65 51 41 32' 25' 160 117 90 71 58 48 40 26 108 80 61 48 38' 29' 22' (0.018) 144 106 81 64 50' 38' 29' 201 147 113 89 72 60 50 26 116 85 65 51 40' 30' 23' 154 113 87 69 54' 41' 31' 214 157 121 95 77 64 54 24 156 114 88 69 51' 38' 30' 207 152 117 92 68' 51' 39' 288 211 162 128 104 86 72 1. Top values are based on live loads. Middle values are based an wid. Bottom values are based on wind uplift, 2. Above loads are limited by, and meet or exceed deflection radon of L/180 of span. 3. Allowable loads for wind have been increased by 33 percent. 4. Values for 3 or more spans are calculated using 4 span condition. 5. These load opacities are for the panel itself. Frames, purlins, dips, fasteners. and all supports must be designed to resist all loads imposed by the panel. 6. For full panel opacity, (especially on short spans), bearing must be checked using actual loads and beanng lengths. 7. ' Indicates load controlled by deflection limitation of L'180 of span. • SUNWARD COR.POR4TION Building Systems Section: PURLINS GIRTS AND PANELS Subject: PANEL SECTION PROPERTIES (HI -RIB PANEL) Issued: 8/96 11/97 9/98 PANEL SECTION PROPERTIES (HI -RIB PANEL) Panel Gauge Thick in. Girth in. Weight psf Panel Top in Compression Panel Bottom in Compression ix Sx Ma Ix Sx Ma in4/ft. in3/ft. in-kip/ft. in4/ft. in3/ft. in-kip/ft. 29 0.015 41.56 0.7535 0.0361 0.0319 1.15 0.0307 0.0457 1.64 26 0.018 43.00 0.85 0.0450 0.0435 1.55 0.0392 0.0632 2.27 26 0.019 41.56 0.9450 0.0478 0.0469 1.68 0.0422 0.0696 2.50 24 0.024 41.56 1.1774 0.0636 0.0626 225 0.0573 0.1049 3.77 1. Section properties have been calculated in accordance with 1986 AISI Specifications. 2. Minimum yield stress of steel is 80 ksi. 3. Sx and Ma are for stress determination. 4. Ix is for deflection determination. 29 gauge allow. int. bearing @ 3" =" 26 gauge (0.018) allow. Int. bearing @ 3" = 0.267 kip/ft 26 gauge allow. int. bearing @3" = 0.306 kip/ft. 24 gauge allow. int. bearing @ 3" = 0.501 kip/ft. • R/t exceeds 7.0 (AISI Section 03.4) end bearing @ 2" =* end bearing © 2" = 0.107 kip/ft end bearing © 2" = 0.118 kip/ft. end bearing @ 2" = 0.174 kip/ft.