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Home My WebLink AboutApplication- PermitGarfield County Building & Sanitation Department 108 8th `Street, Suite #201 Glenwood Springs, Co. 81601 Office- 945-8212 Inspection Line- 384-5003 Job Address otos- * Nature of Work Building Permit NO. 9281 Odx,,z D_ -D Use of B ilding C, tii (",��/, (i(�('L�, %� ), I Owner OM/be / I�� Contractor // Amount of Permit $50fiQ Date tJ — % ir cr, Clerk GARFIELD COUNTY BUILDING PERMIT APPLICATION 108 8i° Street, Suite 201, Glenwood Springs, CO 81601 Phone: 970-945-8212 / Fax: 970-384-3470 / Inspection Line: 970-384-5003 Permit No: —1pt 7], Parcel/Schedule No: 2-3G 3 2- tc Z04 -C1 AGREEMENT PERMISSION 1S HEREBY GRANTED TO THE APPLICANT 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 WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 3018.201 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 IT SHALL BECOME NULL AND VOID. THE ISSUANCE OFA PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN 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 GARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Garfom.003 r I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL): M Q • <9 Job Add• res : • �,rie a. LU -Y Ie.s pu r c_• -Y 10=3 r-(`G-k.e- -.6 t (a Z; 1 Lot No: Act Block No: Subd. / Exemption: '-F fM� �� 5 G �,h Alba 2 Owner: lee r riAovws Address 5�...J��) 7 Ziac sjwj4 P tit-37%t.'Ca Wk Ph: aLk'8-3355 3 Cod etor: Ou n. ct Address: 5PreC Ph: Lk. No. 4 Architect/Engineer: k4ovr kV- E•tLS..o. Address: � itke OF ¶%:- -tV 8 l4,j1 Ph: tZ `1 L"7 - k 013.- Lic. No. 5 5 Sq. Ft. of Building: al -CC) ctt Sq. Ft. of Lot: 2..to-1- Ac Ke. Height: ,Z + �� No. `f Floors: 6 Use of Building: �5. deo--1/41 r�1 S,cG� ' W I caNr. A -tic 7 Describe Work: / Gjl.r(e hie..% (p1.91TOL-i-w.e �Stdse -i-,o-1 t7 Q 1 8 Class of Work: New o Alteration o Remove o Addition o Move 9 10 Garage: o Single ire Double Carport: o Single o Double o Driveway Permit ❑ On -Site Sewage Disposal t Site Plan (Septic) 11 Valuation of Work: $ 42C 00 Adjusted Valuations: $ at 0 ia• CD 12 4spelhlCondition,' i NO� 2 tnti_ �� p� /j �t iL �i /vt 1,� � r,4�j� `� e . O 1 NOTICE A SEPARATE ELECTRICAL PERMIT IS 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 ANY TIME AFTER WORK 1S COMMENCED. I HEREBY CERTIFY THAT 1 HAVE READ AND EXAMINED THIS 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 L CAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE 0 CON RUCT .N 'I qI, 4 1 , _C T Plan Check Fee: / 24/_ 54 Permit Fee: 1717.75 Total Fee: Dated Permit Issued: 3) C Group: £t. Type: rj ' 1 / 1 .J t.,( ._LVL Zoning: Setbacks: Manu. Home: ISDS No. & Fee: 5121 a geifosse 14 ?I s j'R / DATE/� �• %r /D z EY� t �� B • .E . P APPRI : .ATE APPROVAL/DATE DEPT. / G. DEPT. AGREEMENT PERMISSION 1S HEREBY GRANTED TO THE APPLICANT 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 WITH ALL BUILDING CODES AND LAND USE REGULATIONS ADOPTED BY GARFIELD COUNTY PURSUANT TO AUTHORITY GIVEN IN 3018.201 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 IT SHALL BECOME NULL AND VOID. THE ISSUANCE OFA PERMT BASED UPON PLANS, SPECIFICATIONS AND OTHER DATA SHALL NOT PREVENT THE BUILDING OFFICIAL FROM THEREAFTER REQUIRING THE CORRECTION OF ERRORS IN 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 GARFIEID COUNTY FOR ERRORS, OMISSIONS OR DISCREPENCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICIALLY WITH THE ARTICTECT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. Garfom.003 r I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE (INITIAL): M Q • <9 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; 8. A final inspection sign off by the Garfield County Road & Bridge Department for driveway installation, where applicable; as well as any final sign off by the Fire District, where applicable. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****CANNOT OCCUPY 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 PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupant , use and the issuance of a Certificate of Occupancy for the dwelling under building permit 4 'i ? 1 } r� Signature Date Bpcont03/2004 VALUATION/FEE DETERMINATION Applicant Mike Tk. wicks Address N , LarKc aar Dn vt- Date " /b-2-01 Finished (Livable Area): Main Upper 21 LK Lower lOther 3Q'v5 Total Square Feet 3a05 x(a Valuation Basement: Unfinished Conversion of Unfinished to Finished Plan Check Fee for Conversion Valuation Garage: Valuation 792 Y / f3 Crawl Space: Valuation 30405- y c} Decks/Patios: Covered Valuation 50 y Z� Open Valuation Total Valuation Subdivision Ceffst K{tit1i t0hase Lot/Block Contractor _..n+ 19 AC r r 11/44•••) at* Zvo1 i 144 le 239 I32towo4q GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION ADDITIONS ALTERATIONS and MOVED BUILDINGS In order to understand the scope of the work intended under a permit application and expedite the issuance of a permit it is important that complete information be provided. Adequate and complete information will prevent delays in the plan review process. Reviewing a plan and the discovery that required information has not been provided by the applicant may result in the delay of the permit issuance and in proceeding with building construction. The owner or contractor may be required to provide this information before the plan review may proceed. This causes delays because other plans that are in line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. PI as review this document to determine if you have enough information t design your project and provide adequate information to facilitate a plan review. If y u do not, it may be helpful to obtain a book titled "Dwelling Construction under the Unif rm Building Code". This book is available to you through this department at our cost. Also, please consider using a design professional for assistance in y ur design and a construction professional for construction of your project. To provide for a more understandable plan in order to determine compliance with the building, plumbing and mechanical codes, applicants are requested to review the following checklist prior to and during design. Applicants are required to indicate appropriately and to submit the completed checklist at time of application for a permit. Plans t 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. AN of the above requirements must be met or your plans will be retumed. All plans submitted must be incompliance with the 1997 UBC, UMC and 1997 UPC. 1. 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 final plat wth the proposed structure located within the envelope. 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 comer lot. Special setbacks do 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 adjacent properties), streams or water courses? Yes 4. Does the site plan indicate the location and direction of the County or private road accessing the property? 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 engigeered design? Yes ✓ 6. Do the plans indicate the location and size of ventilation openings for under floor crawl space and the clearances required between wood and earth? Yes 7. Do the plans indicate the size and location of ventilation openings for the attic, roof joisygpaces's and soffits? Yes 8. Do the plans include design loads as required by Garfield County for roof snow Toads, (a minimum of 40 pounds per square foot up to & including 7,000 feet above sea level), floor loads and wind loads? Yes ✓ 9. Does the plan include a building section drawing indicating foundation, wall, floor, and roof construction? Yes ✓ 10. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes J 11. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes v 12. Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition m asured at mid span between th ridge and the eave down to existing (undisturbed) grade contours? Yes 13: Does the plan include any stove or zero clearance fireplace planned for installation including make and model and Colorado Phase II certifications or phase II EPA certification? Yes 2 No 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 ✓ 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 o9he Uniform Building Code? Yes No 16. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes No 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 endosures 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 irylicated 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 7I/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 reject your building plans? v� Yes No 21. Will this a the only residential structure on the parcel? Yes No If no -Explain: 22. Have two (2) complete sets of construction drawings been submitted with the application? Yes ✓ 23. Do you understand that the minimum dimensions a home can be on a lot is 20ft.wide and 2Dft. long? Yes ✓ No 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 zone district? Yes ✓ 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 application of these changes? Yes 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 permit? Yes �/ 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 GI nwood 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 inspectionyone (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 $47.00 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 and 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 wit the Uniform Building Code? Yes No 33. Are you aware that prior to submittal 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 Department 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 time o�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 building permit 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 my ability. 1e i -Re 9-a-04 Signature of Owner Date Phone: 4 $ ' 33S6" Project Name: jF1/45 (days); (evenings) 6123 - 2- Project,' ThP% ve, Address: 45 Lk ovspbf Notes: (.o} CA Ce se- to. tv--1A.) 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 PLAN REVIEW CHECKLIST Applicant (4.QinA413 Date 6.2" 0 / Building 1-- Engineered Foundation /v •,1DDriveway Permit Surveyed Site Plan j'%4Septic Permit and Setbacks GG ade/Topography 30% Attach Residential Plan Review List /Minimum Application Questionnaire ✓ Subdivision Plat Notes WIA Fire Department Review `Valuation Determination/Fees `/ifed Line Plans/Stamps/Sticker /tieMAttach Conditions Application Signed ✓ Plan Reviewer To Sign Application /4, if .Water and Sewer L -j el/Schedule No. 40# Snowload Letter- Manf. Hms. GENERAL NOTES: Planning/Zoning ,Property Line Setbacks /Q,ilOft Stream Setbacks N./flood Plain L/Build i Height ✓Zoning Sign -off 44 Road Impact Fees ✓ HOA/DRC Approval Grade/Topography 40% Mt/Planning Issues L Subdivision Plat Notes MODEL. 117-44Sg,t G • ¢'2,SC IP INSTALLATION, OPERATION AND MAI }{ THIS GAS FIREPLACE IS U.L. LISTED FOR USE WITH EITHER THE MARTIN" ' SERIES OR 5" "B" VENT (USING TRANSITION) CERTIFIED BY A NATIONALLY RECOGNIZED IN CV. DO NOT MIX VENT SYSTEM COMPONENTS FROM ONE SERIES TO ANOTHER. THE DESIGN OF THIS APPLIANCE IS NOT LISTED FOR USE 114 MOBILE HOMES, TRAVELTRSTINGAPER TRAILERS OR CAMPERS DANGER FAILURE TO FOLLOW THESE INSTRUCTIONS CAREFULLY AND WITHOUT ERROR, OR FAILURE TO HEED ANY AND ALL WARNINGS IN THESE INSTRUCTIONS CAN RESULT IN AN EXPLOSION, FIRE OR THE PRODUCTION OF CARBON MONOXIDE GAS WHICH CAN CAUSE PROPERTY DAM- AGE, BODILY INJURY OR DEATH. WARNING: IMPROPER INSTALLATION, ADJUSTMENT, ALTERATION, SERVICE MAINTENANCE CAN CAUSE INJURY OR PROPERTY DAMAGE. RFER TO THIS MANUAL. FOR ASSISTANCE OR ADDITIONAL INFORMATION, CON- SULT A QUALIFIED INSTALLER, SERVICE AGENCY OR THE GAS SUPPLIER. FOR YOUR SAFETY WHAT TO DO IF YOU SMELL GAS • DO NOT TRY TO LIGHT ANY APPLIANCE. • DO NOT TOUCH ANY ELECTRICAL SWITCH; DO NOT USE ANY PHONE IN YOUR BUILDING. • IMMEDIATELY CALL YOUR GAS SUPPLIER FROM A NEIGHBOR'S PHONE. FOLLOW THE GAS SUP- PLIER'S INSTRUCTIONS. • IF YOU CANNOT REACH YOUR GAS SUPPLIER, CALL THE FIRE DEPARTMENT. "WARNING • • IF NOT INSTALLED, OPERATED AND MAINTAINED IN ACCOR- DANCE WITH THE MANUFACTURER'S INSTRUCTIONS, THIS PRODUCT COULD EXPOSE YOU TO SUBSTANCES IN FUEL OR FROM FUEL COMBUSTION WHICH CAN CAUSE DEATH OR SERIOUS ILLNESS AND WHICH ARE KNOWN IN THE STATE OF CALIFORNIA TO CAUSE CANCER, BIRTH DEFECTS OR OTHER REPRODUCTIVE HARM. ALSO, OPERA- TION, INSTALLATION AND SERVICING OF THIS PRODUCT COULD EXPOSE YOU TO AIR- BORNE PARTICLES OF GLASS WOOL FIBERS KNOWN TO THE STATE OF CALIFORNIA TO CAUSE CANCER THROUGH INHALATION." FOR YOUR SAFETY DO NOT STORE OR USE GASOLINE OR OTHER FLAMMABLE VAPORS AND LIQUIDS IN THE VICINITY OF THIS OR ANY OTHER APPLIANCE. Underwriters Laboratories Inc., UL File No. MH 17351 FORM NO. 053709.0-1092 . DQpot use this appliance if any part has been under water. Immediately call a qualified servloa techni appliance and to replace any part 01 the control system and any gas control which has been ung wat PREINSTALLATION INSPECTION Inspect the appliance thoroughly for missing parts or shipping damage. If any damage or miq port this to the Dealer. DO NOT INSTALL OR USE A DAMAGED OF INCOMPLETE APPLI/l,N HOW THIS APPLIANCE OPERATES The control system on this appliance serves several functions. It allows all gas flow to the appliste off manually, can be manually set to allow gas flow to the pilot only (GSC42 only), automatically sure for delivery to the main burner and automatically stops the gas flow to the bumer and pilot should As the gas is injected into the burner, air is drawn into the end of the bumer and is mixed with tha gas. needed tor buming of the gas is drawn from beneath the burner and mixes with the gas/air mixture as it flo ports of the burner. Blocking of the air flow to these places will cause the appliance to produce hazardous arrpunts of carbon monoxide. This appliance may not use thermostats or other automatic cycling of the bui her. BUILDING CODES AND SAFETY STANDARDS This appliance is listed by UNDERWRITERS LABORATORIES INC. as complying with the Americh,r National Standard for Vented Decorative Gas Appliances Z21.50b-1990. THE DESIGN OF THIS APPLIANCE IS NOT LISTED FOR USE IN MOBILE HOMES, TRAVEL 7IIAILERS OR CAMPERS. THIS APPLIANCE MUST BE PROPERLY VENTED TO THE OUTSIDE FOR SAFE OPERATION. 1)0 NOT OPERATE THIS APPLIANCE WITHOUT AN ADEQUATE VENTING SYSTEM. The sections of this manual pertaining to venting and gas piping provide only basic guidelines. Be hure the installation of the vent and gas piping complies with local codes. In the absence of local codes, be sure to comply will, the National Fuel Gas Code ANSI Z223.1 - 1988. The sections of this manual pertaining to electrical supply must be in accordance with local codes ,u d/or the National Electric Code ANSI 70-1987. SELECTING A LOCATION FOR THIS APPLIANCE When selecting a location for the appliance, be sure attention is given to the following consider lions: 1. The appliance must the located to provide the following minimum clearances between the al 'Hance and combustible materials: Clearance from front of appliance - 24 inches Clearance from floor - 0 inches Clearance above front frame of appliance - 5-3(4 inches (see figures 5 and 6) Clearance from top of appliance to ceiling - 51 inches Clearance from rear, side and side wall of appliance - 3/4 inch without spacers, 0 inchee• wilh spacers Clearance from top of fireplace opening to bottom of mantel - 12 inches (Maximum horim"ital projection of mantel - 12inches) Clearance from base of transition - 4 inches The appliance may be installed with combustible material touching the spacers on top of the apt 'Mance. Clearances be- tween vent material and combustible material must be maintained according to the instructions I»eovided with the vent ma- terial and local codes. 2. The appliance should be located so that the vent system can run straight up or with as short h run of horizontal vent as possible. In either instance, the vent system must be installed according to the VENTING section of this manual. 3. The appliance must not be located near doorways or in other areas where drafts may affect lite operation o1 the pilot or main burner. 4. The appliance must not be installed in an area where flammable liquids or gases or explosive materials may be used or stored. WARNING: IF THIS APPLIANCE IS INSTALLED AND OPERATED AT CLEARANCES LESS 114AN THOSE SPECIFIED AS MINIMUM IN THESE INSTRUCTIONS, A FIRE HAZARD MAY EXIST WITH POSSIBLE FIRI CAUSING PROPERTY DAMAGE 011 PERSONAL INJURY. IF THE APPLIANCE IS OPERATED AT CLEARANCES LI SS THAN THOSE SPEC- IFIED IN THESE INSTRUCTIONS, INSUFFICIENT AIR MAY BE SUPPLIED TO THE APPLIANCE CAUSING POISON- OUS CARBON MONOXIDE TO BE PRODUCED. DANGER: DO NOT INSTALL THIS APPLIANCE IN ANY AREA WHERE GASOLINE OR ANY COMBUSTIBLE OR EX- PLOSIVE MATERIAL WILL BE USED 011 STORED. THE FLAME FROM THIS APPLIANCE IS LXPOSED TO THE AREA AROUND THE APPLIANCE. CONTACT WITH EXPLOSIVE OR FLAMMABLE MATERIAI 5 WILL LEAD TO EX- PLOSION OR FIRE. WHEN THIS APPLIANCE IS INSTALLED DIRECTLY ON CARPETING, TII E OR OTHER COM- BUSTIBLE MATERIAL OTHER THAN WOOD FLOORING, THE APPLIANCE SHALL BE INSTAI LED ON A METAL OR WOOD PANEL EXTENDING THE FULL WIDTH AND DEPTH OF THE APPLIANCE. 3 GSC42/GSC42E • a Wintergreen {tom memorandum To: From: CC: Date: Re: Via: Mike Thomas 0875 Wildcat Way Snowmass CO 81654 (970) 948-3355 Tem -Ann Giandomenico (970) 376-2263 Jeff Sponel, Art Kleinstein 08-26-04 Cerise Ranch, Lot #49� DRB Requirements Fed Ex Wintergreen Homes, LLC 77 Metcalf Road. Box 1530 Avon, Colorado 81620 970/949-4120 Fax: 970/949-9940 Thank you for your final submittal information. Your submittal has been approved with fhe following requirements still needing to be fulfilled. Please submit the following items at your earliest convenience: Final Review Fee $150.00 12.ec,1VED 8.3C•04 Lel Construction Improvement Deposit $5,000.00 • 50' Staging plan: locate where material will be stored, dumpster location, construction vehicle access and parking, etc. Exterior lighting photos and specification sheets. If further information is required, please do not hesitate to contact Terri -Ann Giandomenico (970) 376- 2263. This document may contain PRIVILEGED and/or CONFIDENTIAL information Intended ONLY Tor the use of the specific individual or entity named above. If you are not the intended recipient, you are hereby notified that any unauthorized dissemination or copying of thls document or the information contained in it is strictly prohibited. If you have received this document In error, please notify the' sender at once by telephone and return the original document to the above address via the US Postal Service. Thank you. GetteCi'1 HEPWORTH - PAWLAK GEOTECHNICAL July 30, 2004 Mike Thomas P.O. Box 266 Snowmass, Colorado 81654 Hepworth-Pawlak Georechnical, Inc. 5020 County Road 154 Glenwood Springs, Colorado 81601 Phone. 970-945-7988 Fax: 970-945-8454 email. hpgeo©hpgeorech.com Job No.104 578 Subject: Subsoil Study for Foundation Design, Proposed Residence, Lot 49, Cerise Ranch Subdivision, Garfield County, Colorado Dear Mr. Thomas: As requested, Hepworth-Pawlak Geotechnical, Inc. performed a subsoil study for design of foundations at the subject site. The study was conducted in accordance with our agreement for geotechnical engineering services to you dated July 22, 2004. The data obtained and our recommendations based on the proposed construction and subsurface conditions encountered are presented in this report. A preliminary geotechnical study was performed for the Cerise Ranch Development by CTL/Thompson, Inc. dated January 27, 2000, their Job No. GS -2933. Proposed Construction: The proposed residence will be a one story wood frame structure above a crawlspace with an attached garage and located within the building envelop shown on Figure 1. Garage floor will be slab -on -grade. Cut depths are expected to range between about 3 to 6 feet. Foundation loadings for this type of construction are assumed to be relatively light and typical of the proposed type of construction. If building conditions or foundation loadings are significantly different from those described above, we should be notified to re-evaluate the recommendations presented in this report. Site Conditions: Lot 49 is located at the northeast side of the round -about -intersection of Cerise Ranch Road and Larkspur Drive. Vegetation consists of grass and weeds. The ground surface is relatively flat with a gentle slope down to the south towards Larkspur Drive. An abandoned irrigation ditch crosses through the north part of the building envelope and an active ditch is located further uphill to the north. A very steep, south facing hillside is located well beyond the building envelope in the northern part of the lot. Eagle Valley Evaporite bedrock is exposed at the base of the steep hillside. Subsidence Potential: Cerise Ranch Subdivision is underlain by Pennsylvania Age Eagle Valley Evaporite bedrock. The evaporite contains gypsum deposits. Dissolution of the gypsum under certain conditions can cause sinkholes to develop and can produce areas of localized subsidence. During previous work in the area, sinkholes and large depression areas were observed in Cerise Ranch Subdivision. Sinkholes were not observed in the immediate area of the subject lot. The exploratory pits were relatively shallow, for foundation design only. Based on our present knowledge of the site, it cannot Parker 303-841-7119 • Colorado Springs 719-633-5562 • Silverthome 970-468-1989 -2 - be said for certain that sinkholes will not develop. In our opinion, the risk of ground subsidence at Lot 49 is low and similar to other lots in the area but the owner should be aware of the potential for sinkhole development. Subsurface Conditions: The subsurface conditions at the site were evaluated by excavating two exploratory pits at the approximate locations shown on Figure 1. The logs of the pits are presented on Figure 2. The subsoils encountered, below about one foot of topsoil, were variable and consisted of sandy gravel and clay with cobbles and small boulders in Pit 1 and sandy clay with a gravel layer in Pit 2. The soils are alluvial fan deposits from the drainage located to the north of the property. Results of swell - consolidation testing performed on relatively undisturbed samples of the sandy clay, presented on Figure 3, indicate low compressibility under existing moisture conditions and light loading and moderate compressibility when wetted and additionally loaded. Results of a gradation analysis performed on a sample of clayey gravel (minus 11/2 inch fraction) obtained from the site are presented on Figure 4. No free water was observed in the pits at the time of excavation and the soils were slightly moist to moist with depth. Foundation Recommendations: The alluvial fan soils possess relatively low bearing capacity and are estimated to be 20 to 25 feet deep across the building envelope. Considering the subsoil conditions encountered in the exploratory pits and the nature of the proposed construction, we recommend spread footings placed on the undisturbed natural soil below the topsoil and designed for an allowable soil bearing pressure of 1.200 psf for support of the proposed residence. The soils tend to compress when wetted underload and there could be some post -construction differential foundation settlement. The amount of settlement will be related to the depth of wetting and could be 1 to 2 inches or more. Footings should be a minimum width of 18 inches for continuous walls and 2 feet for columns. Loose and disturbed soils encountered at the foundation bearing level within the excavation should be removed and the footing bearing level extended down to the undisturbed natural soils. The exposed footing subgrade should then be moistened and compacted. Exterior footings should be provided with adequate cover above their bearing elevations for frost protection. Placement of footings at least 36 inches below the exterior grade is typically used in this area. Continuous foundation walls should be reinforced top and bottom to span local anomalies such as by assuming an unsupported length of at least 12 feet. Foundation walls acting as retaining structures should be designed to resist a lateral earth pressure based on an equivalent fluid unit weight of at least 55 pcf for the on-site soil as backfill, excluding vegetation, topsoil and oversized rock. Floor Slabs: The natural on-site soils, exclusive of topsoil, are suitable to support lightly loaded slab -on -grade construction. To reduce the effects of some differential movement, floor slabs should be separated from all bearing walls and columns with expansion joints which allow unrestrained vertical movement. Floor slab control joints should be used to reduce damage due to shrinkage cracking. The requirements for joint spacing and slab reinforcement should be established by the designer based on experience and the intended slab use. A minimum 4 inch layer of free -draining gravel should be placed beneath basement level slabs to facilitate drainage. This material should consist of minus 2 inch Job No.104 578 A -3- aggregate with less than 50% passing the No. 4 sieve and less than 2% passing the No. 200 sieve. All fill materials for support of floor slabs should be compacted to at least 95% of maximum standard Proctor density at a moisture content near optimum. Required fill can consist of the on-site soils devoid of vegetation, topsoil and oversized rock. Underdrain System: Although free water was not encountered during our exploration, it has been our experience in the area that local perched groundwater can develop during times of heavy precipitation or seasonal runoff. Frozen ground during spring runoff can create a perched condition. We recommend below -grade construction, such as retaining walls and deep crawlspace areas, be protected from wetting and hydrostatic pressure buildup by an underdrain system. The drains should consist of drainpipe placed in the bottom of the wall backfill surrounded above the invert level with free -draining granular material. The drain should be placed at each level of excavation and at least 1 foot below lowest adjacent finish grade and sloped at a minimum 1% to a suitable gravity outlet. Free -draining granular material used in the underdrain system should contain less than 2% passing the No. 200 sieve, less than 50% passing the No. 4 sieve and have a maximum size of 2 inches. The drain gravel backfill should be at least 11/4 feet deep. Surface Drainage: The following drainage precautions should be observed during construction and maintained at ail times after the residence has been completed: 1) Inundation of the foundation excavations and underslab areas should he avoided during construction. 2) Exterior backfill should be adjusted to near optimum moisture and compacted to at least 95% of the maximum standard Proctor density in pavement and slab areas and to at least 90% of the maximum standard Proctor density in landscape areas. Free -draining wall backfill should be capped with about 2 feet of the on-site, finer graded soils to reduce surface water infiltration. 3) The ground surface surrounding the exterior of the building should be sloped to drain away from the foundation in all directions. We recommend a minimum slope of 6 inches in the first 10 feet in unpaved areas and a minimum slope of 3 inches in the first 10 feet in pavement and walkway areas. A swale may be needed uphill to direct surface runoff around the residence. 4) Roof downspouts and drains should discharge well beyond the limits of all backfill. 5) Landscaping which requires regular heavy irrigation should be located at least 5 feet from the building. Consideration should be given to the use of xeriscape to limit potential wetting of soils below the foundation caused by irrigation. Limitations: This study has been conducted in accordance with generally accepted geotechnical engineering principles and practices in this area at this time. We make no Job No.104 578 -4 - warranty either express or implied. The conclusions and recommendations submitted in this report are based upon the data obtained from the exploratory pits excavated at the locations indicated on Figure I and to the depths shown on Figure 2, the proposed type of construction, and our experience in the area. Our services do not include determining the presence, prevention or possibility of mold or other biological contaminants (MOBC) developing in the future. If the client is concerned about MOBC, then a professional in this special field of practice should be consulted. Our findings include interpolation and extrapolation of the subsurface conditions identified at the exploratory pits and variations in the subsurface conditions may not become evident until excavation is performed. If conditions encountered during construction appear different from those described in this report, we should be notified at once so re-evaluation of the recommendations may be made. This report has been prepared for the exclusive use by our client for design purposes. We are not responsible for technical interpretations by others of our information. As the project evolves, we should provide continued consultation and field services during construction to review and monitor the implementation of our recommendations, and to verify that the recommendations have been appropriately interpreted. Significant design changes may require additional analysis or modifications to the recommendations presented herein. We recommend on-site observation of excavations and foundation bearing strata and testing of structural fill by a representative of the geotechnical engineer. If you have any questions or if we may be of further assistance. please let us know. Respectfully Submitted, HEPWORTH - PAWLAK GEOTECHNICAL, INC. • Louis E. Eller Reviewed by: Steven L. Pawlak, P.E LEE/ksw attachments Figure 1 • p • k 1¢222 • �'A p � :Po,��1 3 foo: :ff 6.0 'rlp •:.aN t .• Q) TfO i0R — Lo • oratory Pits Figure 2 — Logs of Exploratory Pits Figure 3 — Swell -Consolidation Test Results Figure 4 — Gradation Test Results lob No.104 578 / LOT 50 / / \ / \ / 6370 6370 ABANDONED IRRIGATION DITCH PIT 1 ■ 6360 it / / LOT 49 PIT 2 ■ APPROXIMATE SCALE = 50' LOT 4B • • BUILDING ENVELOPE I CERISE RANCH ROAD (Y' Ct 104 576 HEPWORTH—PAWLAK GEOTECHNICAL, INC. LOCATION OF EXPLORATORY PITS Figure 1 K Compression Compression 0 2 3 4 5 6 7 Moisture Content = 5.3 percent Dry Density = 96 pcf Sample of: Sandy Clay From:Pit 2 at 2) Feet Compression upon wetting 6 0.1 0 1 2 3 4 5 .0 0 APPUED PRESSURE — ksf 100 Moisture Content = 19.1 percent Dry Density = 95 pcf Sample of Sandy Clay From:Pit 2 at 6X1 Feet Compression upon wetting 0.1 .0 0 APPLIED PRESSURE — ksf 100 104 578 HEPWORTH—PAWLAK GEOTECHNICAL, INC. SWELL—CONSOLIDATION TEST RESULTS Figure 3 '•E•C NT RTA t 24 NR 0451114 10 30 40 60 60 70 60 W 100 104 578 7 NR 15 NN KYDROIEER N1AL19S TRE READWIS 60168. I61411. 4 W. 1 YN 9200 .001 .002 .005 .006 .019 .037 NOD US. STANDARD SERFS PO p0 pie R SEW. ANALYSIS GEAR SQUARE CPENIN(S µ 5/6' 3/4' 1 1/2' P 5.6• 1 i rt l 1 j 1 .074 .150 .500 .600 { 1.16 206 DIAMETER OF PARTICLES IN MILLIMETERS CLAY TO SILT GRAVEL 43 % LIQUID LIMIT SAND 4.75 FINE 1 WORM 1 COARSE SAND 27 % { 9'512.5 19.0 GRAVEL 37.5 FINE 1 COHSE SILT AND CLAY 30 % PLASTICITY INDEX % SAMPLE OF: Sandy Clayey Gravel FROM: Pit 1 at 41 thru 5 Feet HEPWORTH—PAWLAK GEOTECHNICAL, INC. GRADATION TEST RESULTS 76.2 152 127 COMM 203 90 60 70 6o 5o 40 30 20 10 0 Figure 4 NT PAS I t A 231-3 079 _4._ 57'10 tB4p 1— 3209 I 1 L iu dYYI ii ebbli �. ea -5 I I12 -cd ,esa I -t- Car= C= r=] 375, a I ly I I I -„ MONTROSE CUSTOMER QUOTE ALPPiIE TRUSS C0 11288 MENOKEN RD. MONTROSE, CO 81401 ( )249-0801 DATE 09/03/04 PAGE 2 REQ QUOTE DATE 11 QUOTE it 07007-4 ORDERED BY AARON CUSTOMER ACCT # 3 SIIPERIMENDANT TERMS JO8STE PHONE # JOB NAME: THOMAS RESIDENCE MODEL: TAG: SALES REP LOT # SUBDN: JOB CATEGORY: Resldentiel Ronnie EXPLANATION: ROOF TRUSSES INFORM IX:IN WADING TCLL-TCa-aCaBCDIJ STRESS NCR QUOTE LH 08/31/04 LAYOUT LH 08/31/04 ENON ROOF TRUSS SPACING: 24.0 IN. O.C. (TYP.) LN 0631104 PROFILE QTY PITCH TYPE ID BASE SPAN OIA SPAN WA BER OVER -ANG CANTILEVER SrJB PLY TOP MIT TDP BOT I FFT RIGHT LEFT RIGHT LFFT RIGHT - 1 3.00 0.00 JACK J2 03-10-15 03-10-15 2 X 4 2 X 4 ---1 3.00 0.00 JACK J9 05-10-15 05-10-15 2 X 4 2 X 4 -- -- 1 3 00 0.00 JACK J4 07-10.15 07-10-15 2 X 4 2 X 6 ca..=_... 4 3.00 0.00 MONO TRUSS J5 09-05-06 09-05-08 2 X 4 2 X 4 _ ....- 1 3.00 0.00 MONO TRUSS J6 09-05-08 09-05-08 2 X 4 2 X 4 - -a-- - - 4 3.00 0.00 MONO TRUSS J7 10-03-00 10-03-00 2 X 4 2 X 4 - '- - 1 3 00 0 0D MONO TRUSS J8 08-04-15 08-04-15 2 X 6 2 X 6 - 1 3.00 0.00 JACK J9 06-04-15 06-04-15 2 X 6 2 X 4 _s 9 2.00 2.00 SPECIAL K 14-06-00 14-08-00 2 X 4 2 X 4 "-J ." 4 ---ea --` 9 3.00 8.00 JACK K2 10-08-00 10-08-00 2 X 4 2 X 4 - —- 3 3.00 0.00 MONO TRUSS 10 08-05-08 08-05-08 2 X 4 2 X 4 2 0.00 0 00 GIRDER KGD 09-08-00 09-08-00 2 X 6 2 X 6 2 Pty -- - -- - 2 0.00 0 00 GIRDER MDT 06-08-00 D6-08-00 2 X 4 2 X 6 2 Ply - ' 2 0 00 0.00 GIRDER KG02 05-06-00 05-08-00 2 X 4 2 X 6 2 Ply • 9 1200 800 JACK KI 02-04-08 02-04-08 2 X 4 2 X 4 MONTROSE CUSTOMER QUOTE DATE 09/03/04 PAGE 1 REQ. QUOTE DATE 11 QUOTE # 070074 ORDERED BY AARON CUSTOMER ACCT 3 SUPERNTENDANT TERMS JOBSRE PHONE # SALES REP Ronnie 1 0 D 0 ALPINE TRUSS CO 11268 MENOKEN RD. MONTROSE, CO 81401 ( )249-0801 JOB NAME THOMAS RESIDENCE MODEL TAG: LOT # SUBDIV: JOB CATEGORY: Residendal 8 8 1 v 0 EXPLANATION: QUOTE LH 08/31/04 LAYOUT LH 08/31104 ENGN LH 08/31/04 ROOF TRUSSES WIFORMATION 50 0-1 TCLL.TCDLAC1 .-acnU STRESS INCR. ROOF TRUSS SPACING: 24.0 IN. O.C. (TYP.) PROFlLE QTY PITCH TYPE BASE SPAN OIA SPAN weep/ OVERHANG GAMBLE/Eft STJB PLY TOP sor ID TOP BOT LEFT RIGHT I FFT RIGHT LEFT RIGHT r ---L= 13 3.00 0.00 DUAL PITCH A 24-08-00 24-08-00 2 X 4 2 X 4 00-02-11 --'"' -- 1 0.00 GIRDER AGD 24-00-00 24-00-00 2% 8 2 X 8 3 Pry 3.00 31 12.00 8.00 SCISSOR B 20-00-00 20-00-00 2 X 4 2 X 4 14 1200 8.00 SCISSOR B1 28-00-00 28-00-00 2 X 4 2 X 4 �- 1 12.00 800 SCISSOR BIA 27-08-04 27-08-04 2 X 4 2 X 4 ._ 6 8 00 GIRDER BGO 20-00-00 20-00-00 2% 6 2 X 8 3 Ply 12.00 ' 19 12.00 8 00 SCISSOR C 18-05-08 18-05-08 2 X 4 2 X 4 -" 1 2.12 0 00 GIRDER CG 13-03-00 13-03-00 2 X 4 2 X 8 4." 2 12.00 0.00 COMMON DI 10-04-00 10-04-00 2 X 4 2 X 4 - 1 12.00 0.00 GIRDER DGD 10-04-00 10-04-00 2% 4 2 X 6 2 Ply z. = 1 3.00 000 GIRDER EGD 12-08-10 12-08-10 2 X 6 2 X 8 2Ply `-'- '-' 5 3 00 0.00 COMMON F1 24-00-00 24-00-00 2 X 4 2 X 4 . 4-77:_ is 1 3 00 0.00 COMMON F2 23-09-02 23-09-02 2 X 4 2 X 4 -- ..-"------` 1 300 0.00 COMMON F3 23-01-02 23-01-02 2 X 4 2 X 4 -' 1 3 00 0.00 COMMON F4 22-05-01 22-05-01 2 X 4 2 X 4 ' '' 1 3.00 0.00 GIRDER FGD 21-07-02 21-07-02 2X42X6 - 1 1 12.00 0.00 GIRDER HGD 09-06-07 09-06-07 2 X 4 2 X 8 ' 1 3.00 0.00 JACK J1 01-10-15 01-10-15 2 X 4 2 X 4 2 2.90 0.00 JACK J10 05-03-04 05-03-04 2 X 4 2 X 4 2 2.90 000 JACK J11 04-08-13 04-08-13 2X42X4 1 2.90 0.00 JACK J12 04-02-08 04-02-08 2 X 4 2 X 4 ' 1 2.90 0.00 JACK J13 03-07-15 03-07-15 2 X 4 2 X 4 1 290 0.00 JACK J14 03-01-08 03-01-08 2 X 4 2 X 4 -- - 1 2.90 0 00 JACK J15 02-07-01 02-07-01 2 X 4 2 X 4 1 2.90 0 00 JACK J16 02-00-11 02-00-11 2 X 4 2 X 4 10/19/2004 06:01 970-963-0135 -- 12. October 19, 2009 OCT 9 ; 2004 Mr. Tim Holliday ,ZPIELDCCu;v17 Garfield County Building artik l rftiiirg:'N.: 108 8th Street Suite 201 Glenwood Springs, Colorado 81601 MAGGERT / LEONARD PAGE 01 Re: Thomas Residence, Permit #9281 Lot 49 , 52 Larkspur Drive - Cerise Ranch Garfield County, Colorado Dear Tim: It was brought to my attention by Mike Thomas that you were requesting a letter regarding the tying of horizontal concrete reinforcing steel for his residence as mentioned above. As the structural designer and project manager for John Gilmore the structural engineer of record, I offer the following. The "Reward" ICF wall system that Mike is using, has a built in horizontal chair system within the form, allowing the rebar to be snapped into place and eliminates the need for rebar lap ties. It is noted on the structural general notes sheet S•1 of the construction document drawings, that re -bar lap splices must be maintained at a minimum of 36 bar diameters. If you have any questions regarding this clarification report, or if I can be of further service, please contact me at 963-9693 or on my cellular phone at 948-2767. Sincerely, (MWJJtAkkOWICY2 Alvin J. Rakowski Project Manager enclosure: "Reward" wall system cut sheet cc John P. Gilmore, P.E. 10/19/2004 08:01 970-963-0135 WARD. MAGGERT / LEONARD PAGE 02 Build Different. Build Better."' • Universal pre -molded corners provide instant accuracy and labor savings. Each comer form is designed to work as both a left and right comer. • Pre -molded comer forms contain a 2" high corner tie • iForm provides design flexibility and easy installation • iFomr comes in four widths: 9", 11", 13" and 15". • iForm's expanded polystyrene allows concrete to be poured at lower temperatures than traditional cast -in-place concrete extending the construction season for builders in harsh climates. Follow ACI 306 for cold weather concreting. 1.3.4 IiFonn's Polypropylene Inner Tie Design • The open design of the inner tie allows for free flow of concrete • The inner tie is firmly embedded a full V2" beneath the surface — The 1 'A" wide recessed fastening surface runs from the top to the bottom of iForm to create a strong continuous uninterrupted "stud" — The tie is designed to stop a short distance from the top and bottom, however, to leave an appropriate area where utilities can be run along the seam of the block — The recessed "studs" allow direct application of stucco and EIFS — The "studs" are clearly marked on the interior and exterior sides of the form • Polypropylene plastic drastically reduces temperature transference • Patent pending rebar chair design allows for quick rebar placement Rebar can be placed in different locations within the wall, allowing the rebar to be placed toward the inside, middle or outside of the wall and to be staggered or alternated in each row of blocks. — "Loose -fit" rebar design allows for horizontal rebar to be snapped into place while maintaining a loose fit, eliminating strain or torque that could occur with bent or crooked rebar. — "Two -deep," rebar design allows for horizontal rebar to be overlapped properly. Tvorpieeerofrebormoybastneked on each other and secured in the same risco. — "Snap -an" rebar design allows honzontal rebar to be snapped into place and eliminates the need for horizontal rebar ties. 1.4 Reward Wall Systems: Quality Construction awn and iForm by Reward provide a superior wail that offers advantages to the builder and owner alike. Today builders have the opportunity to provide owners with a superior building product that allows them to live and work more comfortably, safer and in a healthier environment. Builders today are looking for an edge over the competition and Reward walls deliver. lander tell/2003 RelnME: F 1-7 COUNTY OF GARFIELD - BUILDING DEPARTMENT CORRECTION NOTICE 108 8th St., Suite 201 Glenwood Springs, Colorado Phone (970) 945-8212 Job located at 3-7 ZArt/r sft,,.2 /Jig Permit No. c/ L g/ I have this day inspected this structure and these premises and found the following corrections needed: rliuf: /�/� -rE �) '- k v e L'� ✓ t'r� o(-( "l ,.,_ fig -•.--� /' You are hereby notified that the above correction must be inspected before covering. When correction(s) have been made, call for inspection at 970-384-5003. Date 3-2--0. 20 Building Inspector Phone (970) 945-8212 No. 968/ Job Address Owner Contractor Setbacks: UILDING PER Assessor's Parcel N IT CA r ca-S-321-LiaajC- q? Date IC -0(1-04 teat N Phone # Phone # Zoning Address Address t �le3r RH LH {/ '—INSPECTIONS S.s est Footing -it - /Qd- Foundation LC trt Ft a.' Grout Underground Plumbing Rough Plurpbing f '--/-G Framing 3--Z Insulation 5'% �T Roofing Drywall -r-;-/S--051W-- Gas fS-b5'- Gas Piping (Z/ Gsrrr »L€ G.( %fes' htC e.abe Cm$ NOTES mn B•l,c. t0-13'o4071-- Weatherproofing Mechanical Electrical Rough (State) Electrical Final (State) Final�d-Z6S ehecklist Completed'? Certificate Occupancy # Date Septic System # Date Final Other (continue on back) INSPr'TION WILL NOT BE MADE UNLESS TR 3 CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT G RF ELD COUNTY, COLORADO Date Issue . .....Zoned Area Permit No 'ASA AGREEMENT AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all Taws 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 Inspector and IMMEDIATELY BECOME NUL ND VOID. Address or Legal Descriptio Ibvaer Setbacks Front Side ni.ws9r Side Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing j o -g -oil — Foundation Underground Plumbing Insulation j _e _ Rough Plumbing 1 —Z 1_c cir Drywall is -.of Chimney & Vent Electric Final (by State Inspector) ✓ Gas Piping 1--2I-05-1/4--- 1,1 Final Electric Rough (By State lnspeeto W Septic Final Framing i - Z - C:5-,774— (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 384-5003 109 Sth Street County Courthouse Glenwood Springs, Colorado. APPROVEDDO NOT DESTROY THIS CARD Date By IF LA OUTSIDE - C ER WITH CLEAR PLASTIC •E MiTek® Re: 07007-4 MiTek Industries, Inc. 7777 Greenback Lane Suite 109 Citrus Heights, CA, 95610 Telephone 916/676-1900 Fax 916/676-1909 The truss drawing(s) referenced below have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by Alpine Truss -Montrose, CO. Pages or sheets covered by this seal: R14283589 thru R14283632 My license renewal date for the state of Colorado is May 31, 2006. November 16,2004 Yu, Ray The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particulat�i tie ,ED responsibility of the building designer, per ANSUPPI-2002 Chapter 2. �( jam!'/ FEB 2 8 2005 GARFIELD COUNTY BUILDING & PLANNING Job Truss Truss Type Qty Pty R14263 07007-4 A DUAL PITCH 11 1 Job Reference (op8one6 Alpin Lumber Co , Montrose, Ca 4 w Q b 1 43-14 6-4-3 12-4-9 4-3-14 4-0-6 4-0-6 6.100 s Sep 17 2004 MiTek Industries, Inc Tue Nov 16 05:06:50 2004 Page 1 16-9-7 6-4-14 5x5 MI120= 5 25-3-7 66-0 12 11 10 9 b4 MI120 11 548 M1120= 344 MI120= 5x8 M1120= I 4-3-14 8-46 124-9 4-3-14 4-0-6 468 6 448 M1120= 18-9-7 253-7 7 3x4 M1120= 6-4-14 66-0 Scale =1.702 Plate Offsets (X,Y): [69-2-00-3-8J [9.0-2-12,0-3-01 [11:0-3-8,0-241 LOADING (psf) TCLL 40.0 (Roof Snow --40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.61 BC 0.76 WB 0.67 (Simplified) DEFL In (Ioc) Vert(LL) -020 10 Vert(7L) -0.30 9-10 Hoa(TL) 0.07 7 1/deft >999 >999 Na L/d 240 180 Na PLATES GRIP M1120 1691123 Weight 1261b LUMBER TOP CHORD 2 X 6 SPF -S 1650F 1.5E 'Except' 1-4 2 X 4 SPF -S 1650F 1 5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Except' 4.8 2 X 4 SPF -S 1650F 1.5E, 1-11 2 X 4 SPF -S 1650F 1.5E 6-7 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 12=1492/05-8, 7=1494/Mechanical Max Horz12=345(Ioad case 6) Max Up1if112-242(load case 7). 7=-230(load case 7) Max Grav12=1663(Ioad case 2), 7=1494(Ioad case 1) BRACING TOP CHORD BOT CHORD WEBS Sheathed or 334 oc purlins, except end ventrals. Rigid roiling directly applied or 6-0-0 oc bracing. 1 Row at midpt 4-8 FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3306/477, 23=32987475, 3-4a-27101385, 4-5=-976227. 55=-982/254. 1-12=-1621/262. 6-7=-14321262 BOT CHORD 11-12=-336/139, 10.11=403/3208.9-10=-55713199, 8-9=-430/2660. 7-8=34145 WEBS 2-11=487/117, 2-10=-19/75, 3.10=0/157. 3-9=-671/167, 4-9=41/478, 4-8=-2306/481. 5-8=143/875. 1.11=43813258, 65=59/819 NOTES 1) This truss has been designed for the wind bads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load. in the gable end roof zone on an oc vpancy category 11, condition! enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 11 end verticals or canblevers exist, they are exposed to wind. 11 porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip Increase is 1.00 2) Unbalanced snow loads have been considered for the design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent wet any other live Toads. 4) Refer to girders) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 Al WARNING- Vat asirt persnebn ant RIAD HMS OK THIS AND MUDDED BUM YLLR11a PAGE I117-7413 WWWOR/tial Oeegn % di Ia use only nth WTek connected This design is based only upon parameters Un. and e for an kCV4ud bui6lp canporent. Awlailhlh of deign poramenters and proper ncoperonon al cdnparenl a responsibility of buIGg designs - not Mm definer. Same lbpwn IS ler blbal fupaal al indrinuiv web membeS orty. ischnlonol Rappay bracing la raure slablity ['dreg caat.Clbn 4 ire relpOaixlM of Re erector /ddilOMl pemanent Poen; of the Ovral 'texture a ne rewon bify 01 Its guiding dewwr fa general g11Wrce regoldng laacaMn. watts conhal. stooge. delnary. ereClen a0a bracing. cane. AML/T ll Qrd1ly Create. M3 -5e otl SCSI Bulking Cmoeeeel Safety ISe ndrn ovalabb from Truss Nate IaGule 513 DOralno O'ne Medeerk WI 53719 7TR Greenback Lane t/ eI Cele HegIa U 95610Y� MITek• r. Job 07007-4 Truss AGO TAMS Type GIRDER Ory 1 Py 3 Amine Lumber Co., Montrose, Co. LOAD CASE(S) Standard 1) Snow. Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pip Vert 1-4=-100,4-7=-100, 1-7=-726(F=-706) R14263593 Job Reference (optional) 6.100 s Sep 17 2006 MITek Industries. Inc. Tue Now 16 06:0651 2004 Pape 2 V wAllp0 • vetfp design panne.. sial PLD MOM O >m AHD DPS colli lifiRSTICX PAOE MOM, EXPO= eel Design raid t we orsy.ar wet canecton. lib deep, is baled a* upon aaramelee shown. old S for on l.nj l pAdp carrporent. Applcobat/ of design poomenten and taper ncorp0onm of congaent a respomSat/ of buldng designer -not ba denprer Storm shown Is for lateral suppon of lay dud .web member ala. Addlbral lempavy bracing b rwa 'Jabal, 6zbp corelruclbn 1 ea req)CetaN 01 ttta erect. Addlb.t permanent tang of to oreral slrucMe s Die respbsbaty or the bugling d w. Pa general Deane regddny robrrconon. quoit/ contd. stdaga. delwery. erocton and boom. coral A761RPI1 Ovally Gllbb. pY-n awl SCSI luting Cwrpeneot Solely We...... ., a vlobb Irom lora Plate eelbfe. Sat 0tmoeb PMS. Median WI 53719. 7777 Greenback true Sum Cate Mope* G 95010 Mire*' Jeer Job Truss Truss Type Oty Ply 814283591 07007-4 ALGE DUAL PITCH 2 1 Job Reference (optional) 12-4-9 .100 Sep 17 2001 Mt els Indus:he•.s. Inc. Tue Nov 18 08'08:53 2004 Page 1 16-9-7 124-9 3.00 12 64-14 12.00112 13/ 5.10 M1120%11 12 4x4 M1120= 15 ]53.7 6a-0 16 \ 17 1 354 MI120 38 37 36 35 34 33 32 31 3029 26 27 26 25 24 23 22 21 20 5x6 MII20= 25-3-7 25-3-7 Scale =1648 Plate Offsets (X Y): [31:0-2-12 0.3-0J LOADING (psf) TCLL 40.0 (Roof Snow -40.0) TCDL 100 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E 'Except' 9-31 2 X 6 SPF -S 1650F 1.5E OTHERS 2 X 4 WW Stud CSI TC 0.31 BC 0.16 WB 0.32 (Matrix) DEFL in (hoc) I/dee Vert(LL) n/a - n/a Vert(TL) Na - n/a Horz(TL) 0.00 31 n/a Ud 999 999 n/a PLATES GRIP M1120 169/123 Weight: 136 Ib BRACING TOP CHORD BOT CHORD WEBS Sheathed or 6-0-0 oc purlins. Rigid ceiling directly applied or 6-0-0 cc bracing. 1 Row at midpt 14-26 REACTIONS (Ib/size) 1=188/25-3-7. 31=93/25-3-7.20=0/25-3-7, 26=15725-3-7, 271162/25-3-7, 26=160/25-3-7.29=16525-3-7, 30=12425-3-7, 32=95/25-3-7, 33=16525-3-7, 34=16225-3-7, 35=15225-3-7, 36=19925-3-7, 37=21/25-3-7 38=510/25-3-7, 25=162253-7, 24116025_3-7, 23=165/25-3-7, 22=142/25-3-7, 21=46/25-3-7 Max Herz 1=256(load case 6) Max Upld11=-51(load case 5), 31-131(load case 5), 25=31(load case 6), 27=-47(laad case 6), 28=-104(load case 7), 29=-94(load rase 7), 30=58(load case 7), 32=-27Qoad case 7), 33=-400oad case 7), 34=-37(load case 5), 35=34(load rase 7), 36=42(kkad case 7), 37=-24(load case 2), 38=t11(load case 7), 24=1 t3(load case 8), 23=-94(load case 8), 22=-79(load case 8), 21=21(load case 8) Max Grav1=220(load case 2), 31=118(load case 6), 20=1(load lase 4), 26=345(load case 8), 27=189(load case 2), 28=189(load case 2), 29=192(load case 2), 30=144(load case 2). 32=109(load case 2), 33=193(load case 2), 34=189(load case 2), 35=178(load case 2), 36=232(lead case 2), 37=3(lead case 7), 38=595(load case 2), 25=189(1oad case 3), 24=189(load case 3), 23=192(load case 3). 22=166(load case 3), 21=53(load case 3) FORCES (Ib) - Maximum Compression Maximum Tension TOP CHORD 1-21-245/70, 2-3=-219/97, 341-214/103, 4-5=-204/120, 5-5=-194/134, 6-7=185/150, 7-5=-173/163, 8-9=-162/163, 9-10=-223237, 10.11=-198245, 11-72=-150273, 12-13=-103/334, 13-14=60/318, 14-15=-60/302, 15-161-58282, 16-17=-57/184, 17-161.536/9. 18.19=-21/47 BOT CHORD 1-38=9/10, 37-38=-9/10, 3637=-9/10, 3536=9/10. 3435=9/10, 33-34=-9/10, 32-331-9/10, 3132=-9/10, 30-31=0/0, 29-304)/0, 213-293/0, 27-2810/0, 26-27=0/0, 25-26=0/0, 24-25=0/0, 23-24=0/0, 22-23=3/0, 21-22=0/0, 20-2110/0 WEBS 14-25=-331/45. 13-27=-162/80. 12-281.163/117, 11-29=-1651107, 1030=-118/71, 832=39!37, 7331.166/54, 6341,16 , 5-35=-156/46, 4-35=-187/58, 3-371-17/10, 2-381454/130. 15-25=-162/13, 16-24=-162/126, 17.23=165/108, 18-22=142/91, 931=115/135, 19-21=4027 NOTES 1) This Truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead and 5.0 psi bottom chord dead load, in the gable and roof zone on an occupancy category II, conditlon I enclosed building, with exposu ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.00, and the plate gdp inaease is 1.00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to die face), see MTek 'Standard Gable CoMMRA,APHV page 2 November 16,2004 WARRaNO - fart deryn pa,a.t re and BRAD Rp}m ON MN AND NQnDRD !MIK RM4 Zfl PAs[ X7473 WORN UM Design void fa use only vim Milak cornectan. Te demon if Cued 01* upon puonelen More. arca is la on irWtluol buiang canponem Appicabillly of W1 n paamenten pnd proper rcarpaalmn of component is refponel:lily of bu4dng denser -not truss designer. Bracing mown 4 for lateral succat or ramtluol weo members oNy. Addlbol temporary tracing to inure slobiay dung canbaclon h Ibe rete. aN of the erector. Addlkmal permanent brocng of ase overall sliockxe a the reporetAry of the baiting designer. Fa general guidance regabng lobooibn. wordy control. storage. de8very. erection and bracing. came ANSI/T! Ouaay CIMS, 059.89 end 1011 Budding Component &dory bmarre1erl avaiablo nom new Pose Inglis. 583 DOroalo cove. Madlmw WI 53719 T777 Greenback la • Suer 10E1 Cara Hegira. CA, 95110 Wok' 1 ValigiSMEASS Job Truss Truss Type Ory Py R14283591 07007-4 ALGE DUAL PITCH 2 1 Job Reference (optional/ Woe Lumber Co.. Montrose. Co. NOTES 3) Unbalanced snow loads have been considered for this design. 4) Ali plates are 2x4 141120 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 7) This mus has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard 6.100 Sep 172004 MFTek Industries. Inc. Tue Nov 16 06:06:53 2004 Page 2 V MONO- Very deer pressers ad aaao 910= ON TIEN ISP D1Qa0SD Clea anaala PAM !nen snore an Oadgn void fa use or*y wen/reek connectors. Pe dirket is bored a•y upon potmelaa den. aril is for an aa9Ndf bui5q coon anent. Appicobaty of down poane'Mn and pops nCopaatIn of component is refpOrebay of Lading dey1a- not Ilue devljer. acrd 1h0wn k nor Clad support of n&nOul web membet ores. Add ono/ tanporay bkodng to ruse ibbily cluing Cantruclbn is ne reyarvidiM 010e e'Clo. AdOlbra permeant blorng of ire ovmtA state's N relporetOty of se boMiq dearer For gonad gukbnw rega*II 1ODncalbn. perry conna stooge. dNnerl'. s clion and aovC Consult AN31y1f11 Quells Otero. Dna and Sall Madre Component Safety abnmbn avolobb from Truss PCle Instate. Al DOnoib Otre. Mall WI 53719. 7777 Greenback las • Sao 109 Cents MOW CA. 95010 MTek• t% _-Saw£= �°s.'rz"-i"3 Job Truss Trues Two Ory Pry R14283592 070074 B SCISSORS 29 1 Job Reference (opmnell Alpin Lumber Co.. Montrose. Co. 1 34-5 3-5-5 8.100 s Sep 17 2004 MRek Industries, Inc. Toe Nov 18 0896 54 2004 Page 1 6-9-3 10-0-0 13-2-13 16-5-11 I 3-2-13 12-14 MII2d',�'13 3-2-13 17_0051 38 MI120 -.2 44 MIr20= 346141120 4 346 MI120', 20-0-0 - 3-5 346 MII20'' 12 11 '9_ 6 84 M1120= 10 448 M1120 = 44 MI120% 445 M1120 7 14 244 M112011 13 445 M1120 , 8.00112 3-6-5 3-6-5 9 6-9-3 1 10-0-0 3-2-13 3-2-13 445 MI120: 8 244 M1120 13-2-13 I 164-11 20-0-0 I 3-2-13 12.13 34-5 Scale • 1 75.1 Plate offsets (X,Y): [tedge,o-1-7 , f7:0-3-8,Edae1 LOADING (psi) TCLL 40.0 (Roof Snow -40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.34 BC 0.42 WB 0.45 (Simplified) DEFL in (bc) I/defl Vert(LL) -0.16 11 >999 Vert(TL) -0.23 11 >999 Horz(TL) 0.37 8 n/a Lid 240 180 n/a PLATES GRIP MI120 169/123 Weight 96 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 W W Stud 'Except' 4-11 2 X 4 SPF -S 1650F 1.5E, 1-14 2 X 4 SPF -S 1650F 1.5E 1-13 2 X 4 SPF -S 1650F 1.5E. 7-8 2 X 4 SPF -S 1650F 1.5E 7-9 2 X 4 SPF -S 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 44-13 oc pudins, euept end verticals. Rigid ceiling directly mantled or 10-0-0 oc bracing. REACTIONS (Ib/sire) 14=1183/0-5-8.8=1183/0-5x8 Max Horz14=315(load case 5) Max Up0814=-150(load case 8), 8=-150(bad case 7) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-22311400, 2-3=2313/365. 3-4=193 51213,4-5=-1935256, 5-6=-2313/288, 6-7=-2231260,1-14=-1149/265, 7.8=-1149/159 BOT CHORD 13-14=366/369. 12-13=448/1896, 11.12=337/1965, 10-11=-75/1965. 9.10=143/1896, 8.9=10/13 WEBS 2-13=-388/90, 2-12=49/169. 3-12=-77/111, 3.11=-386/261, 4-11=-2532413, 5-11=-386292, 5-10=-115/111, 6-10=811228, 6.9=-388171, 1-13=-211/1687, 7-9=139/1687 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist. they am exposed to wind. If porches exist. they are not exposed to wind. The lumber DOL increase Is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom diord live load nonwncurrent with any other live bads. 4) Beanng at joint(s) 14.8 considers parallel to grain value using ANSVTPI 1 angle to grain Commis. Building designer should vent capacity of beefing surface. LOAD CASE(S) Standard November 16,2004 WAMrmrO • YSr1A, deaden parameters W BEAD MOM 01 MIS IMP 311aDDIiD WITS IMaeiaQ Pini Milan AMORE frail. Dern card la use onlywlh hAlei conMctot The deigns hosed only upon pranksters Yawn. one e ice winWdtd Outing component. Appicabety 01 deign paamenren and props ircorovaIIT of ca poranI a reirantily OI b1A6q denims - not Yap dev9ner. avdng 0104a1 a For lalwal uppon 01 ndrn(hdl =nab member only. Adtieorwl tempororr bracing 10 haus elobAty eu Q ccntlnplbn a the resCaaLSly 01111e erector. Add,bna permanent voca of nue metal structure a se resorebily nl re tang aeons.' Fa gawd gjEahce re44604 10011°36On. warn canal. dance. dellery. recital aro t/OCng. carne AIN/TI Quelle 0640. Df9-e9 ail IC311 euemq Comper . l fen, Id[eMeal ovaloale Iron TRY P101e 101111010. 553 Dorotro Drive. Modedt W153719. 7777 Greenback lbw • Sub 109 One Heels. G 95610 Mfek• Job 07007-4 Truss 81 Truss Type SCISSORS City 14 Py 1 P14283593 Job Reference (oplkmel) moor Co., Montrose. Co 385 3-8-5 12.00 12 4x8 141120=- 34 1120= 69-31 10-0-0 , 13-2-13 3-2-13 3-2-145 M1126-2-13 3x8 MII20 �2 3.6 '2 4 3a8 M1120' 8.100 s Sep 17 2004 MRek Industries. Inc Tue Nov 16 06.0655 2004 Page 1 17-4-0 1988 23-7-8 280-0 4-1-3 2-2-8 4-1-0 4-4-8 5410 MII20-77 15 643 M120= 6 214 M1120 11 16 14 7 3.00112 3x4 MII20---7 8 5x5 M1120= 9 4x5 MI120.2 4c51111120<- 17 ,dM1120Q 18 274 MII2Q 17 4x5M1120c 6 00 12 13 274 M1120 11 12 S9-4 11 10 444M1120= 214 M1120 'I 5 69-3 108013-2-13 174-0 19-6-8 D 23-74 2880 322 7-2-13 12-13 3.2-13 4-1.3 2-2411iIIMll13-11H I 4-4-8 0-2-12 —.9 Scale =1.78.5 Plate Offsets (X V): 11.E-4ge 0-1-7], 112:1-2-4 0-2-41 LOADING (psi) TCLL 400 (Roof Snow^ -40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.61 BC 0.33 WB 0.78 (Simplified) DEFL in (hoc) Udell Vert(LL) -0.09 15 X999 Vert(TL) -0.14 15 >999 Horz(TL) 0.20 12 Na Ltd 240 180 n/a PLATES MI120 MI11814 Weight 126 Ib GRIP 169/123 121/118 LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Except' 4-15 2 X 4 SPF -S 1650F 1.5E. 6.14 2 X 4 SPF -S 1650E 1.5E 1-18 2 X 4 SPF -S 1650F 1.5E, 1-17 2 X 4 SPF -S 1650F 1.5E 9-10 2 X 4 SPF -S 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 5-0-15 oc purtins. except end verticals. Rigid ceiling direcdy applied or 6-0-0 oc bracing. REACTIONS (Ib/sge) 18=96810-54, 12=2357/0-54, 10=-0/05-8 Max Horz18=-320(load case 5) Max Uplift18=150(load case 8), 12=247(load case 7), 10=_130(load case 5) Max Grav18=990(load case 2), 12=2357(load case 1), 10=1560oad rose 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1.2=-17421351, 2-3=-1680/302, 3-4=1232/143, 4-5=-1232/186, 5-6=-1054/141, 6-7=-122/1483, 74=142/1483, 8-9=100/615, 1-18=-956/243, 9-10=114/151 BOT CHORD 17-18=-215/374, 16-17=-411/1480, 15-18=196/1428, 14-15=0/903, 13-14=-705/124, 12-13=705/120, 11-12=-597/127, 10-11=7/9 WEBS 2-17=-288/80, 2-16=-117/179, 3-16=44/144, 3-15=-421267.4-15=154/1419, 5.15=43/291, 5.14=-538168, 6-14=73/1367, 6-13=0/130. 6-12=-1480/162, 7-12=377/114, 8-12=-979/142, 8-11=43/217, 1-17=175/1317, 9-11=-606/121 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds al 25 ft above ground level. using 5.0 psf top chord dead load and 5 0 psf bottom chora dead load, in the gable end roof zone on an ocarpancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist. they are exposed to wind. If porches exist, they am not exposed to wind. The lumber IDOL increase is 1.00. and the plate grip increase V 1.00 2) Unbalanced snow loads have been considered for this design. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord Ilve load nonconarnent with any other live loads. 5) Bearing at joint(s) 18 considers parallel to grain value uang ANSI/TPI 1 angle to grain formula. Building designer should verity capacity bearing surface. LOAD CASE(S) Standard November 16,2004 A inflame nem dude. wnwure and ss40 nem cur 7m.470 MADDED Dna 9asallar$ Awe Karen serous use Delon road la use only win Maek conneclas. Ra deign x based ore upon parameters down. and 13 ra on i.avrwa adding corryawf. Applicata y of deign Panama -Pen and proper incc.porohn 01 CamCOneril a responwxty of balding deeaia -nor Iran deign. among shown a la kneed swoon of indmduol wap members one AdahYnl temporary tracing 10 inure daddy &ping C( ieuctbn s the rmpaabMly of city erector. Additional Wrmonenl b-acrg or Me overall 'bona is the respoesbary of the taxing designer For genal guidance rega*g teaca8on. Quality conhol. slaage. deanery. erection and baong. COMM Mall Ouaay OMrb. ala -1119 and 11C711 time Component Solely Infmmlon avant.* tom bun Pion wailuIe. 583 D'P,abb Drive. Modsat M153719. 7777 cambia Lae SWIG 109 Coln M.pxa, CA. 95610Y MITek' Job Truss Truss Type Ory Ply R142835 070074 BIA SCISSORS 1 1 Job Reference (aptonal) Alpine Lumber Co., Montrose. Co 385 59.3 10-0-0 13-2-13 345 3-2-13 3-2-14.5 Ma2f 2r 3 12.00112 448 M1120 = 348 MI120 4 3z6 M1120- 174-0 1946 1 8.100 s Sep 17 2004 MiTek Industries, Inc Tee Nov 18 08.08.57 2004 Page 1 23.7-0I 250-) 1 4-1.3 2-2-0 4.1-0 4-4-1 N'., 3:6 M1120.> 5410 M1120= 15 646 141120= 18 14 46 1.4112-0S 445 M112-0:- 244 1.11120 I120 -< 2x4141120 7 3.00 Lta 344 M1120= 8 545 M1120----. 9 18 274 M1121 17 445M1120'> BOOT 51 6-9-3 . 10-0-0 I 13-2-13 345 3-2-13 3-2-13 3-2-13 174-0 4-1-3 13 2x4141120', I 12 11 10 1584 444 MIQ0= 244 M11201' 194B7x16IMII1BH - 1-0 1 28-0-0 2-2-8 3-10-4 4-4-8 0-2-12 Stela = 1.78 5 Plate Offsets (X,Y): [1:Edge 0-1-71, [12:1-2-4 0-241 LOADING (psf) TCLL 40.0 (Roof Snovr-40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code UBC971ANSI95 CSI TC 0.61 BC 0.33 WB 0.78 (Simplified) DEFL In (roc) Ven(LL) -0.09 15 Vert(TL) -0.14 15 Horz(TL) 0.20 12 Merl >999 >999 Ma Ud 240 180 Na PLATES MI120 MII18H Weight 126 Ib GRIP 169/123 121/118 LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1 5E WEBS 2 X 44 VW Stud 'Except' 4-15 2 X 4 SPF -S 1650F 1.5E, 6-14 2 X 4 SPF -S 1650F 1.5E 1.18 2 X 4 SPF -S 1650F 1.5E, 1-17 2 X 4 SPF -S 1650F 1.5E 9-10 2 X 4 SPF -S 1650F 1.5E BRACING TOP CHORD BOT CHORD REACTIONS (Iblsize) 18=968/Methan'ca1, 12=2357RF5-8, 10=-010-5-8 Max Horz18=-320(load case 5) Max UpIiM8=150(load case 8), 12=247(Ioad case 7). 10=-130(load case 5) Max Grav1B=990(Iwd case 2), 12=2357(1oad case 1), 10=156(Ioad case 3) Sheathed or 5-0-15 oc puffins, except end verticals. Rigid wiling directly applied or 6-0-0 oc bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1742/351, 2-3=1680/302, 34=-1232/143, 45=-1232/166, 5-6=-1054/141, 6-7=-122/1483. 7-8=-142/1483, 6-9=-100/615, 1-18=-956243. 9-10=114/151 BOT CHORD 17.18=-2151374, 16-17=111/1480. 15-16=-196/1428, 14-15=0/903, 13-14=-705/124, 12.13=-705/120, 11-12=-597/127, 10-11=-7/9 WEBS 2-17=-288/80, 2-16=-117/179, 3-16=841144, 3-15=121267, 4-15=_154/1419, 5.15=43291, 5-14=-538/68, 6-14=-73/1367. 6-13=0/130.6-12=-1480/162, 7-12=-377/114.8-12=-9791142, 8-11O/217, 1-17=-175/1317, 9-11=-606/121 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead Toad and 5.0 psf bottom chord dead Toad, in the gable end root zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. I/ porches exist, they are not exposed to wind. The lumber DOL increase is 1.00. and the plate grip increase Is 1.00 2) Unbalanced snow loads have been considered for this design. 3) All plates are MT20 plates unless otherwise Indicated. 4) This truss hes been designed for a 10.0 psf bottom chord Ilse bad nonconcurrent with any other live loads. 5) Refer to girder(s) for buss to truss connections. LOAD CASES) Standard November 16,2004 WAAJVAU - 9err/a beg^ pennon Cal AZAD NOTES ON 797• AND DICLUDW SHIN AOYaaQ HOZ 121-7473 MARS eat Demon void la ,2-e ort .nm Paget connectors tee design b based owl upon oaanelem shown. and Mar an Imetettl Widing carWenl. Appiaat-N of deign poramenren and proper locopa:Sion of componentrespan9DaN of b 142-9 dMSgee-not hp de lata. noting x+awn e la lateral xappod of ndmdud web members arty. Addbnol Mmperay tradry to ulnae slobit dui"; cansIntibn o the rnpaltbiN of me erecta. Addilbnol permanent Poona of tea oven]. sauclve a the repoamy6N of tee buiSg antra. For genas 0-tfaace regoa5*g fablcohan. quails control. swage. deanery. aecign and aaug. caawll ANY/TI Ga y Obr1o, os929 ander-SP evading Component Solely inamam.= avalube from truss Plate W hlule, 563 O'Onohb we. Modeon. wI53719. 7x77 Gaewltl lane 41 Sub 109 CON Hegbw, U 95610 Mfsk• Job 070074 Truss 8100 Truss Type BOSTON HP Dry Ply 1 Alpine Lumber Co., Montrose, Co. 7-5-15 10-0-0 R14283595 Job Reference (optima° 8.100 s Sep 17 2004 Meek Indusblee, Ir1e rue Nov 16 06:06:582004 Page 1 1281 20-041 7-5-15 2x4 &fhb'1 2-6-1 214 11112011 b4 111120 II b4 M1120 1.44 M1120 274 MI120 II 12, /// d 545 M1120" 6'10 M1120 J 7-5-15 14 16 tad 111120 244 111120 I 244 m112,311 244 M1120 I \ . 17 244 MI1201I \ 244 M1120I I b4 120 144 19 1 5r5M1E20•> B ' 4 IIM Jr1 1'ln 1 \ u Ba10M1120! Job Truss Truss Type Oty Ply 8100 BOSTON HIP 1 1 R1428359:107007-4 Job Reference (optional) AVMS Lumber Co., Montrose. Co. 6.100s Sep 17 2004 MITes Industries. Inc Tue Nov 16 06 0658 2004 Page 2 LOAD CASE(S) Standard 1) Snow Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pl1) Vert 1-28=-256(F=238), 1.3=-100, 26-28=-100, 3-4=-100. 13-15=-20. 25.26=-100, 4-14=-100,18-25=-100 A WANING- Tar6Y Assign pewit's and 1.910 NOTE ON MIS YD arRDDID UIQ annYel JIpilQ-f4fl WORE pre Deign raid for lee orly.wonmiTeb connecter. lW char is baled only upon pcwmelen Moen.ofOr Inthriduci toting conponent. e1f props iis ncorporation leirth Mi Wens! supply onndtyjol a cold MdIMl�bquto w afyhCOMIAC6mNrerpary of the erector. AddilbM permanent Wooing of ib mord sauces s lM reporsbrN at me buidh9 desirrs for general Wmlce le9ardrp tabtasan. quay control. storage. ddMery. secetn and tracing. consult ANaIR9I1 Gluey Ghat. mate aid OI eels Carpalenl Sagely Nome:Men amiable born True /sale ImMule. 5C1 DUgbb DM*. Maggio% *153719. 7777 Greenback lata • Sum 109 Clew Height. CA, 95910 MTek' satt 074 Truss BGO Trus Type GIRDER Oty 6 Py 3 R1126359� Job Reference 01060600 ole Lumber Co., Montrose, Co. 36.5 6-9-3 1060 13.2-13 3-6-5 3-2-13 3.2-1L8 336 MI120 MIIm it -t3 4 6.100 • Sep 17 2004 M iTek Industries. Inc Tue Nov 16 06:06.59 2004 Page 1 18511 200-0 3.2-13 3-6-5 338 MIr20' 1210 12 3810 M1120tr. it 2 10 7312 M1120 II 4.N.4.14.41/4 5 3410 MII200 11 46 M1120* 435 Ma20 9 5x8 MI120 12 13 8012 4s8 MI120 II 3-6-5 69.3 3-6-5 12.13 8 10 4o8 M1120',1 586 Al 120: 10-0-0 13-2-13 15-5-11 260-0 3-2-13 3-2-13 32-13 3-6-5 IO Sale =1.73.4 e Offsets (X,Y): [1:0-2-3,0-1-11(, f7:0-2-3.0-1-11( WING(psf) J. 40.0 3f Snow 40.0) IL 10.0 L 0.0 Il, 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress :nor NO Code UBC97/ANSI95 CSI TC 0.99 BC 0.72 WB 0.87 (Matrix) DEFL In (foc) 1/defl Vert(LL) -0.15 10 >999 Vert(TL) -0.21 10 >999 Horz(TL) 0.33 7 n/a Lid 240 180 n/8 PLATES GRIP M1120 169(123 Weight: 411 Ib IBER CHORD 2 X 6 SPF -S 1650F 1.5E CHORD 2 X 8 SPFS 2250F 1.9E 3S 2 X 4 Me Stud 'Except 4.10 2 X 4 SPF -S 1650F 1.5E )GE 2 X 4 SYP No.3, Right 2 X 4 SYP No.3 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc pudlns. Rigid ceiling directly applied or 10-0-0 oc bracing. CTIONS (Ib/size) 1=5623/0-5.8.7=5623/05-8 Max Horz1=-234(oad case 5) Max Uplift!=-755(foad case 8), 7=755(load case 7) Max Grav1=6389(load case 2), 7$3389(load rase 3) CES (Ib) - Maximum CompressionIMaximum Tension CHORD 1-2=-12982/1600, 2-3=-8430/977. 34=-6041/648.4-5=-6041!669. 55=-8430918, 8-7=-12982/1498 CHORD 1-13.-1174/8920, 120-1553/11847, 11-12=-1320/10082, 10-11=770/7073.9-10=£51/7073,8-9=-1126/10082, 8-14=-1361/11848. 7-14=-984/8920 5 2 -12=447/3395.2 -11= -2401/452,3 -11=237/1666.3 -10=-1756/344,4-10=-858/8070,5.10=-1756/353,5-9=-242/1666, 6.9=2401/502, 6-8=-442/3395 ES tidal connection required to distribute bottom chord loads equally between all plies. Ny truss to be connected together wMn 0.131'x3' Naris as follows: p chords connected as follows: 2 X 6 - 2 rows at 0.9-0 oc. ttom chords connected as hollows: 2 X 8 - 4 rows at 04-0 oc. fbs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. loads are considered equally applied to all plies, except d noted as Irons (F) or back (8) face in the LOAD CASE(S) section. Py to ply Inactions have been provided to dis08xae only loads noted as (F) or (B), unless othenelse indicated. Is Truss has been designed for the wind loads generated by 55 mph winds at 25 8 above ground level, using 5.0 pal top chord deed I i 5.0 psi bottom chord dead Toad, in the interior roof woe on an occupancy category 11. condition 1 endceed building, with exposure CE 7-95 per UBC97/ANSI95 If end vassals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to d. The lumber DOL increase is 1.00, and the plate grip increase a 1.00 3alanced snow loads have been considered for this design. s truss hes been designed for a 10.0 psi bottom Uod live load nonconcurrenl with any other Ilve loads. sang et )oint(s) 1, 7 considers parallel 10 grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify ca hearing surface. ued on page 2 November 16,2004 .ARlmla . Rr W damp parameters w arm sorsa as TY MW mean marts 117m fl seas S174f3 BOOM e6 ,agn K6d for 1e onto wilt, whet cornecton. Ilia dem a bored only upon papmers, shown. arta b fo/ on vldvidual baking component. wwobfly 010•19n rpo ellen and proper incor:Orobm or conAM6nt o regonsbalr oI WLSp desb4r-not min canards. aocj,g sown of knot wood of i dvC90i weep member oriy. Ad6fsd rarrpaory tonsi-e lo Mare sIotlly Wry combucton 6 as remaabliry of ala ecta Adcllbnal namanent broom of 0w overze ouches time resporwDlN of the bli*,g Moire. For genera pWuidwlce regale blrntion. oyafry coned. storage. deeropey. racing, and Iacono.. corw.e ANM/RII away Paean 05544 and KM Matte Corlpenme My itniSon avorope Iron Trym P10a lrewub. 5133 POnolwl Dive. madam. 0153715. 7777 Greenback lane Sub 109 Clefs Heybw, 0. 95010 Wok' Job Inns Truss Type Ply BGD GIRDER fay R1426.1513607007) 3 Job Referents (ooliC'S) ., Mnwse. O. 6.100 s Sap 17 2004 MfTek Indinrea. Inc. Tue Nov 16 06 06 59 2001 Page 2 NOTES 6) Special hangers) or other connection device(s) shall be provided sufficient to support concentrated load(s) 52661b down and 7031b up at 2-8-0, and 52661b down and 7031b up at 17.4-0 on bottom Chord. The design/selection o1 such special connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Snow Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-4=-100, 4 =-100,1-10=-20, T-10=-20 Concentrated Loads (lb) Vert 13=4450(F) 14=4450(F) A WAW®IO. antra daaraa p.nma°e w MAD Aerie a MO AND MIQDD= arra WIRSIos rhea ffiT.fl WORE OM Deign volts for use o,Jy .ln wit* ocenedoe. This dear t brad orry upon paametn eia.sl% ands for an bd.Sdrel buld'g component. Applcobaty or dean paomemef and pops floc/Mona, of comporenl s responsbay of bkdg learner -not two degree. Brach; town b for lobed support of lntldnl web memDen orgy. AAdilbrel lmpoay Soong to base Flabaty during constuCaon is the respaeCkity of The erector. Addend pepnpent Orison; of re weal stated it the rgppreaBy of The biking dearer. For paned guhmnce apadh9 farbution. Oaatfy control. Mage. definer,. erection and booing. conte AWl/f111 QnSy Oawky Dna and BCS11 ballig Cwneo.enJ Sdety Idsnm6sn. onalobb boor hum Mote Irelaule. 513 DOrdit Dive. Momar. VA 53719. nn Deseea LAne Sula109 Ones 11•91m. CA95610 MITek' 'x'1:4"8 fC" 4W,�,iy y,1 Tru Truss Type C 'SCISSORS GIy 17 1 Job Reference (apaonel) vase. Co. 6.100 3 Sep 17 2004 MITek Industries, Inc Tue Nov 16 06:0700 2004 Page 1 R14263597 2-11-4 2-11-4 12.00 FT 5-7-0 8.2-121 10-10.8 2.7.12 2.7-1L5 mat 3x6 M1120 2 348 MI120 4 1344 1844 2-7-12 2414 3,6 MII20" 11 648 MI120= 12 346 MIRO4 \5410 MI120 10 ' l \ 7 3x5 MI120 <- 345 MI120 13 5,5 M1120 i 600 12 14 2,4181120 I 2-114 2-11-4 9 5-7-0 8-2-12 10-104 2-7-12 2-7-12 2-7-12 545 MI120* 8 2,4 M112011 134-4 16-5-8 2-7-12 2-11-4 It, Scale =162.9 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc, YES Code UBC97/ANSI95 CSI TC 0.20 BC 0.31 WB 0.74 (Simplified) DEFL in (loc) Vert(LL) -0.09 11 Vert(TL) -0.14 11 Horz(TL) 0.21 8 1/dell >999 >999 Na Lid 240 180 n/a PLATES GRIP M1120 169/123 Weight 80 Ib FS 1650F 1.5E '-81650E 1.5E y Stud 'Except' 4 SPF -S 1650F 1.5E, 1-14 2 X 6 SPF -S 1650F 1.5E 4 SPF -S Stud, 7.8 2 X 6 SPF -S 1650F 1.5E SPF -S Stud 14=960/0-5-8, 8=960/0-5-8 14=265(Ioad case 6) 14=-124(load case 8), 8=-124(Ioad case 7) BRACING TOP CHORD BOT CHORD Sheathed or 5J-0 oc punins, except end verticals. Rigid cWing directly applied or 10-0-0 oc bracing. n Compressio&Meximum Tension 35/291. 2-3=1737/281. 3-4=-1481/171, 4-5=-1481207, 55=-1737226, 6-7=-1605/193, 1-14=-933/211, 3/129 304/307, 12-13=-353/1364, 11-12=280/1478 10-11=-74/1476, 9-10=-96/1364, 8-9=-11/14 38/77, 2-12=0/131, 3-12=53/72, 3.11=-282/207, 4-11=-203/1830, 5-11=-282!135, 5.10=99172.6-10=-631175, 5/81, 1-13=-141/1184, 7-9=-95/1164 ,signed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top mod dead bad )rd dead load, in the gable end roof zone on an occupancy category II. condition I enclosed building, Mtn exposure C 4/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they are not exposed to - increase is 1.00, and the plate grip increase a 1.00 3 have been considered for this design. signed for a 10.0 psi bottom chord live load nonconarrent with any other live loads. 1 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verily capacity November 16,2004 'Mae panniers and nu; warn off Tess ARD ar0.DSD eaa wawa Peas m7413 won pas ash MUS connacbn. tib deer is based only upon porarrela, lhovm. and 11 rot 2-T kdviOud Mrll Mauric; con po romen1 and proper mco,poraeon al conponenr b re,ponsbily of bu1101"p desprs- not Fal dep®y. aroebg Mom -.dial web rrember/ only AO68onal lerwnOy barsg to rate nabaly dwkB cuaepcsln is the reppx9>1iN of we :hent bars; of The ovepe 1FTclue is Ins re,poratSN of we dicky deSger. For genua guidance regadq i. slang.. dpamong nery. erection and bcing. cancan ANSI/1F1l Pudgy C4Me091 . 053 -et and 9adMag CFrprw rd No from Inns Not* IrehNle. 583 O'Onddo Dive. Madsen. un 53719. 7777 Greenback Lare Sub 109 Cane Helps CA. 95810 MTek' • IOC Truss 07007-4 CG Truss Type GIRDER Qty Ply Alpine Lumber Co. Montrose, Co. 4-5-7 5.7-7 81428354 Job Reference (optional) 6.100 s Sep 17 2004 MITek Industries, Inc. Tue Nov 16 0607-01 2004 Page 1 13014 4.5-7 4x6 MI120= 4-1-15 2.12 12 3x4 M1120= 3 3x8 MII2(1= 4 45.7 7x4hear 1 22 0 6 9 8 5410 M1120 24-4 MII20 1 646 MII20= 4-5-7 8-7-7 1301/ 7 4x4 MI120= 4-5-7 4-5-7 Plate Offsets (X,Y): [1:0-48 0-4-151 r8:0-28,0-4-41 LOADING (psf) TCLL 40.0 (Roof Snow40.0) TCDL 10.0 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.50 BC 0.91 WB 0.98 (Simplified) DEFL In (loc) I/defl Vert(LL) -Q14 9 >999 Vert(TL) -0.21 9 >747 HOrz(TL) 0.03 7 rva Ud 240 180 nla PLATES GRIP M1120 1691123 Weight: 56 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 6 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Except* 5.7 2 X 4 SPF -S 1650F 1.5E SLIDER Left 2 X 6 SPF -S 1650F 1.5E 2-2-12 BRACING TOP CHORD BOT CHORD WEBS REAC11ONS (Ib/size) 1=637/0-7-12,7=1652/0-4-0 Max Hors 1=-256(load case 8) Max UpIiM=-189(load case 5), 7=316(load case 5) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-2416/560, 2-3=-2416/560, 34=-1866/470, 454/109, 58=-22, 5-7=-273/22 BOT CHORD 1-9=-339/2324.8-9 -339/2324. 78=-264/1838 WEBS 3-9=-192/575, 384513779, 4-8=-25611268, 4-7.-20661407 Sheathed or 4-7-7 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at mldpt 4-7 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 pert top chord dead load and 5.0 psf bottom chord dead load. in the gable end roof zone on an occupancy category II, Condltlon 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 I/ end verticals or cantilevers exist they are exposed to wind. it porches exist, they are not exposed to wind. The lumber DOL increase is 1.00. and the plate grip increase is 1.00 2) Unbalanced snow loads have Peen considered for this design. 3) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live lads. 4) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Snow. Lumber Increase:1.00, Plate Increase=1.00 Uniform Loads (elf) Vert 543=80(F=100) Trapezoidal Loads (pit) Vert: 1=0(F=10, B=10) -to -7=392(F=-186, B=-186) November 16,2004 .MMUp . 9ngj India panti0m And AZAD sone GE MX AND DIavpw 1111724 aLQlaCE PADA =ZITS WORE Da Design raid fa use orty wile MTek connectors. The deign a baled way 1.410A paarteters Cohn, aid e Ica an todvidrd bu1G tg cornponenl. Apohcabiay of deugn poramenlen and wooer incorporation of component l reloMfNhal b larg deeps- not nus dslpreramong shown e la Waal dppat al ,ndwdue! web members oily. Ad:Mtor a temporary tracing to mune notify cuing canl,ucIbn h 0e Ilgor&Eily of lee erector. Addlonal penrVnent [vac"; al ale overall structure a ale rewaebaty of Ire boa:mg deeps. Fa gsnd guidance rega6q latocalicn. auaW, control stooge. detxer1 essence are bang. coredl A. m1 peaty 011aiy W 41s and IC91 tubing ConpwlC Sa sty INoimafon avaioole from Tem Plate Irataule. 563 CrCnolno at,. M ctio't M 53719. TNT Greenback to Sue. las Cleo Heights. CA 95910 MITek' Job Truss Tniss Type Oty Pty 814283599 07007-4 DI COMMON 1 1 Job Reference (op1lme0 me Lumber C0., Monose. 1200 12 4x8 M1120= 5.2-0 5-2-0 6.100 s Sep 17 2004 MITek Indusbin, Inc Tue Ncv 16 06:17'02 2004 Page 1 10-4-0 4x4 M1120= 5-2-0 5 5 214 MII20I I 443 MII20= 5-2-0 5-2-0 10-10 5-2-0 4 2,4 M1120 I Scale = 1 41 2 Plate Offsets (X,1'): f1 :Edge,0-1-71 [3:0-3-8 Edee1 LOADING (psf) TCLL 40.0 (Root Snow -40.0) TCDL 10.0 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.74 BC 0.21 WB 0.20 (Simplified) DEFL in (hoc) Udell Ltd Vert(LL) -0.02 5-6 >999 240 Vert(TL) -0.04 5-6 >999 180 FIorz(TL) 0.00 4 n/a Na PLATES GRIP M1120 169/123 Weight: 45 lb LUMBER BRACING TOP CHORD 2 X 4 SPF -S 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 $PFS 1650F 1.5E BOT CHORD WEBS 2 X 4 VON Stud 'Except 16 2 X 4 SPF -S 1650F 1.5E, 34 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 6=603/0-5-8. 4=603/0-56 Max Horz6=-173(1oad case 5) Mex Up186=-79(load case 8), 4=-79(losd case 7: FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-36896, 2-3=-368/96, 16=552/104, 34=-552/104 BOT CHORD 56=-164/166, 4-5=-7/9 WEBS 2-5=0/160, 1-5=-35/263, 3-5=35263 Sheathed or 6-0-0 oc purlins, except end verticals. Rigid wiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II. candiion I enclosed building. with exposure C ASCE 7-95 per U8C97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. M porches exist. they are not exposed to wind. The lumber DOL increase is 1.00, and Me plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10 0 psf bottom chord live load noncancurrent with any other live loads. LOAD CASE(S) Standard November 16,2004 a WAIVING . Von* 4en11W„ w^=Sea+ and auD NOTES OK TSB AND aaODID m= aIMENCZ 7x01 main eaxwrr os Design word la use only wim smut cornecmn. lh4 Penne Dosed oral upon pvometel frown. and Is for an k>BrCud buiS'g component. Ap11cob4ly of deign paramenten and doper rco.pUDlbn of component a rerorelbiry of balding designer- rot eche rinsCrer Brodni yawn e for lateral suopol 01 mended web members or*. Adorned tenp..y bream to emee sbbifh d.eg ceeeuclmh e The re41onvbaty 01 the erect.. Addnonal permanent doong of ew 01.101 Mature is the repamLeh of me etasno deeper. For general guirionce regntnJwg Ipbicohon. waxily coned. enrage. delivery. erection and docrg. consult Am/1711 Gluey Cretin 05429 end KM luting Catena* Iden- Helm4en o•oiabb from Truss able Insley*. 5113 done° Drive. Madoon Vol 53719. 7677 Greened* tN • 54109 GLIB 1leghe, Gk 95010 MTek• Job Truss Truss Type Dry Pry R14210600 070074 DIGS KINGPOST 1 1 L Job Reference (optional) Alpine Lumber Co , Montrose, Co. 5-1-6 6.100 s Sep 17 2004 MITek Industries. Inc. Tus Nov 16 06:0703 2004 Pegs 10-2-12 51.9 444 M1120= 4 244 M1120 1, )24 `, 2,4MI12011 / \ 5 12.00 Ri2,4 M1120 I I 3 5-1-6 244 MIRO!I 6 34 M11204 34 M1120'` 2x4 MING 11 2x4MI120 11244 M1120 1 2x4 MI120 112 4 MI20' I 10-2-12 10-2-12 Scale =1 34.3 LOADING (psf) TCLL 40.0 (Roof Snow -440.0f TCDL 100 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E OTHERS 2 X 4 WW Stud SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina NO Code UBC97/ANS195 CSI TC 0.09 BC 0.08 WB 0.12 (Matrix) DEFL Ven(LL) Vert(TL) Hor2(R) In floc) nfa - Na - 0.00 7 Wen Na Na Na Lid 999 999 Na PLATES GRIP M1120 169/123 Weight: 42 Ib BRACING TOP CHORO BOT CHORD Sheathed or 6-0-0 oc purlins. Rigid wiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=138/10-2-12, 7=138/10-2-12, 10=113/10-2.12, 11=121/10-2-12, 12=259/10-2-12, 9=121110-2-12, 8=259110-2-12 Max Horz1=-134(load case 5) Max Uplift1=-25(Iwd case 5), 7=5(load case 6), 11=57(load case 7), 12=-149(load case 7), 9=-54(load case 8). 8=-150(load case 8) Max Grav1=145(load rase 2), 7=145(load case 3), 10=113(Ioad case 1). 11=149(load case 2), 12=302(Ioad case 2), 9=149(load case 3). 8=302(load case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-13572. 2-3=-107/64, 34=-9092, 4-5=-9077, 5-0=107/44.6-7=-120/60 BOT CHORD 1-12=28/122, 11-12=28/122, 10-11=-28/122, 9.10=28/122, 8.9=261122, 741=261122 WEBS 4-10=-78/0, 3-11=-140/77, 2.12=-231/149, 5-9=-140/73, 55=231/150 NOTES 1) Thls truss has been designed lar the wind loads generated by 85 mph winds e125 8 above ground level, using 5.0 psf top chord dead load and 5.0 psl bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition 1 enclosed budding, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip inaease is 1.00 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the lace), see MTek'Standard Gable End Detail' 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 1-4-0 cc. 6) This buss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. LOAD CASE(S) Standard November 16,2004 A WARNING- Y4r(Is deafen paraaeNf am( READ Panel N TICIN MVD s,anDW ink RintRIACS PAW 11177473 RINE Mt Design Yard la use onlwith Wee carneclan The deign it based alt upon parameters Rgwn. and a rot on r,Sya,d tuibg component. AWicoblJy of deign poronenten and aoO&ncaroatalgn of oaMonenl is responsiblil of Wittig design- not Inas dev{aler Bracey /lawn la brad/ support of nWAgl web members ady Ad61i ,cI lempuary bractli to raw stabidy dixig caa*C4an a 61e resParatir.TY of me erector Addltnd permanent hrocrg of Me oraoP sWclure a the respctebaly of Me budip deS W. fa gaMd Wld9¢e 059aa'g rabkueon. wally coneol. darage. deleen% ereClion and trace strait MCIn1n Quell, CASIO. 0$5.11 — IC -141 Bulking Cmpo,WM SaieIY Idonrolbn avafaba from trop Pore irenlule. 563 Donors, bee. Maaron. WI 63719. TUT GrwnWAlane • Sub 109 Crus 11egMa. CA 95610 Mi4M' Job I Truss Truss Type aty Py R14283601 070074 1DGD GIRDER 1 1 Job Reference (aplbndl Morin Lumber Co , Montrose. Co 1 12.00 12 498 MII20= / 1 5-2-0 5-2-0 41(4 141120 11 2 u 10-4-0 5-2-0 8.100 s Sp 172004 Web Indusems, Inc Tue Nov 18 06:07:04 2004 Page 1 4z5 MI120= 3 6 8 2x4 M1120 5 10x10 m1120,-- 5-2-0 1120=5-2-0 10-4-0 5-2-0 5-2-0 cl 2x4 M1120 1 Scale = 1.41 .2 Plate Offsets Edge.0-1-71,13:0-3-8,Edgej LOADING (psf) TCLL 40.0 (Roof Snow --40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina NO Code UBC97/ANSI95 CSI TC 0.50 BC 0.83 WB 0.91 (Simplified) DEFL in (hoc) Vert(LL) -0.05 5-6 Vert(TL) -0.08 5-6 Horz(TL) 0.00 4 Vdefl >999 >999 Na Ltd 240 180 Na PLATES GRIP MI120 1691123 Weight 102 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 6 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Excepts 1-6 2 X 4 SPF -S 1650F 1.5E, 34 2 X 4 SPFS 1650F 1.5E REACTIONS (Ib/size) 6=3245/0-5-8, 4=3245/0-5-8 Max Horz6=-170(load case 5) Max UpIif =-600(load case 8). 4=-600(load case 7) FORCES (Ib) - Maximum CompressionfMaxlmum Tension TOP CHORD 1-2=-20101418.2.3=-2010/418, 15=-1873t364. 3-4=-1873/364 ROT CHORD 5.6=-161/163. 4-5=6/8 WEBS 2-5=4222359, 1-5=-264/1435. 3-5=-264/1435 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 0.13150' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All Toads are considered equally applied to all plies. except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided 10 distribute only loads noted as (F) or (8), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 85 mph winds at 2511 above ground level, using 5.0 psf top Chord dead load and 5.0 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, mndl lon 1 enclosed building. with exposure C ASCE 7-95 per UBC97NW SI95 If end verticals or cantilevers exist. they are exposed to wind. If porches exist. they are not exposed to wind. The (umber DOL increase to 1.00. and the plata grip increase is 1.00 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 paf bottom chord live Toad nommncurrent with any otter live Toads. 6) Girder carries de -in span(s): 20-0-0 from 0-0-0 to 10-4-0 LOAD CASE(S) Standard 1) Snow: Lumber Inaease=1.00, Plate Increase1.00 Uniform Loads (plf) Vert 1-2=-100, 2-3=-100, 4-0=546(F=-526) November 16,2004 IWAlr®rp . Taft *slim poruwn — lute NOM One= M» alODam MIZR AZISASIICS PACS 1117-T473 amore! tin Desgn raid In use oily rem MTs& coneclon. aw dsapns bored ow upon parameters town ands for an Irdda l buffo ocrnponent ApplcabitY or design peramenten and Poo.wcarpaallon or component a respassbiM of b,iditg designer not Innen defrost aocng 9lown n for brew supped or namauol web members arty. Mdlttpl temporary tracing to sews tbbery during caaIncban b the mpareESM oI to e rector. Maternal permanent brocng al Itw avec structs a be respOnsidty of the buldtg dmiyer. Por gensd glance regardn0 taeicolion. aWh canlal storage. denary. erection and bong. consult Ald/IPII goad nitwin, pil-st and 10111 tang Component idMy bllormuNwt avalable tram Truss Plate livable. 563 woven Orris. MOdea1L Mt 53719. 7777 GrwMad Lea ep 94109 Claus Hegel CA, 95610 MRek' r [Job 07007-4 Truss EGD Truss Type GIRDER Oty Pry 2 Job Reference (bpfbreq R1428360i1 Alpine Lumber CO , Pontose, Co A 3-1.10 6-11-12 6 100 a Sep 17 2004 MRek Industries, Inc Tue Nov 16 06:07:05 2004 Page 1 9-0-6 12-8-8 3-7.10 3.00 12 2 346 MI120 3-4-2 8412 M1120= 3 21110 44141120% 3-0-2 Sulo=121.1 12 411120 = 44061112011 4-4-0 7 10410111120= 8-4.3 e 6 8x8 141120= 9 10 4410 141120 1 5410 611120 = 12-8a 4i0 4.0-a 4-40 Plate Offsets (x,7.: [1:0-5-7,0-14L [1:0-2-0,2-9.41, [5:0-1-12,1-641, [5:0-0-7,0-1-21, [6:0-3-4 0.5.121 TCLL LOADING (pa1)0.0 SPACING 2-0-0 CSI (Roof Snow=40.0) Plates Increase 1.00 TC 0.55 I Lumber Increase 1.00 BC 0.87 Rep Stress Incr NO WB 0.98 Code UBC97/ANSI95 (Mabel) TCDL 10.0 BCLL 0.0 SCOL 10.0 DEFL in Vert(LL) -0.11 Vert(TL) -0.16 Horz(TL) 0.03 (lac) 6-7 6-7 5 1/dee >999 >939 n/a Ltd 240 180 ora PLATES GRIP MI120 1691123 Weight 154 Ib LUMBER TOP CHORD 2 X 8 SPF -S 2250F 1.9E BOT CHORD 2X8DF SS WEBS 2 X 4 WW Stud 'Except' 3-72 X 4 SPF -S 1650F 1.5E, 3-6 2 X 4 SPFS Sad WEDGE Left 2 X 4 WW Stud. Right 2 X 4 WW Stud BRACING TOP CHORD BOT CHORD Sheathed or 60-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 1=5075/0-5-8, 5=5358/0-5-8 Max Hors 1=-34(load case 8) Max Uplitt1=-981(load case 5), 5=-1028(load case 5) Max Grav1=5325(load case 2), 5=5801(load rase 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-117062126, 2.3=-12340/2239, 3.4=-1096911937, 45=-9408/1691 BOT CHORD 1-7=2021111055, 75=-158919003, 6-8=-158919003, 6-9=151718588.9-10=151718588, 5-10=-1517113588 WEBS 2-7=-258/1373, 3-7=-699/3711, 3-6=472/2827, 45=436/2545 NOTES 1) 2 -ply truss to be connected together with 0.131'x3' Nails as follows; Top dards connected as follows: 2 X 8 - 2 rows at 0-9-0 cc. Bottom chords connected as follows: 2 X 8 - 3 rows at 040 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 cc. 2) All loads are considered equally applied to all piles, except if noted as front (F) or bads (B) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) This truss hes been designed for the iced loads generated by 85 mph winds at 25 R above ground level, using 5.0 psf by chord dead Toad and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers odd, they are exposed to wind. N padhes edsl they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip Increase is 1.00 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom Burd INe Wad nonconcurrant with any other live bads. 6) Special hangers) or other connection devlce(s) shall be provided sufficient to support concenbated load(s) 22171b down and 3751b up 6-10-8, and 2100111 down and 356111 up at 10-7-0, and 112916 down and 191111 up at 11.84 an bottom chord. The design/selection of such special connection device(s) is the responsibility of Chen. LOAD CASE(S) Standard Continued on page 2 November 16,2004 A WARNING Vera&dewgn paraeean err Ra4D 00110 D• 1110 IND aaADrm .nn I= PAM 8749! WOMB ars Des;n wed fa toe only war Mitek connector. The cheer er a Doted only upon paamelas Morin. ace 6 for on frtdviduy bui519 component Apacota y of design paramenters and proper ncorppalbn Of Component is resmasibilly of butts; designer- nal Ira dYprer. I'acrp Pawn e la algal supoot of melmclual web members only. Addeapl lanpaay broth; to Muse uneasy dupla caelnpaon a ore responsibility of ore erecta. Ad3lb oI permanent a0cap of ma avowal reticle a ore repae0efy of the building dearer. ra 01,7.441wldonce Warding IOakallon. ouoely control. stooge. clammy. erecaon and bfaul4 cape Arm/lf1I Clue* C11iSSSe, DH -8P and SCSI DDdrp Cara --ace Safety inlennnllnn avaiade from toss Plate Institute. 583 mPpfdo Obe. Madeon *153719. 7777 Greenback Loos • Sub 109 rams Hegkb. Cq 95010Y Mflek• • Job TnwTniss Type City Ply R14283602 070074 EGD GIRDER 1 2 Job Reference (optional) Alpha Lumber Ca., Montrose, Co. LOAD CASE(S) Standard 1) Snow Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (p1F) Vert 1-3=-100, 3-5=-100. 1-8=-666(F=$16). 5-8=-20 Concentrated Loads (Ib) Veit 8=-1900(F) 9=1800(B) 10=-968(B) 100 a Sap 17 2001 MiTek Industries, Inc. Ttie Nov 16 0607:08 2004 Paas A WAfl 0• vett draws pinata and Wm norms ON 71.1 ANb alCnobw MT= ISMISCI Plea 1117.74736PORS Oa Deer old fa use oar will, Wee connectors. -Mk QBan b based only man parameter. shown. awn for an Millin buic p aarpaent. Appicobaty of deegrn prnamentes and proper i,caporoam of conpaant Is respMPLnh of delp,er-net Inns de90rer. &ming showy, e la Imola airport of ndvaAgl web members oar. Aallona lempaay Uockla b Faure sbbity aa'g ccerlruction bite respasOily of ere erecta. A031ibm' belrrpwent brovq of • e Oyer& siuMe i the repOnsbity a lite Oita deYyw. For genera akimbo teoaS,o bol allot Ovally control, stooge. delnery. cracks, old otl Quern, 011•16.old load.. cwAt ANSVIF053-N oral Mil Ifl eatWlemt Safety ti...pter, amiable ban Truss ROI• InsMue. 553 CrOnoMo orbs. M0am WI53719. 7777 Greenback Lane • 1'00 CA. 95610 WOW Job Truss Tmss Type Ory Ply R14283e0 07007-4 F1 COMMON 5 1 Job Reference (opbanel) Name Lumbo, Co., Moneose, Co. 9 4 6-1-12 12.00 8.100 s Sep 17 2001 MiTek Industries, Inc. Tue Nov 16 06 07.07 2004 Page 1 17.10-4 24-08 10x10 M1120= 6-1-12 510-4 3.00 12 5x6 M1120 I 3 5-10-4 3x4 MII20% 314 M20� 2 4 4 61.12 Smile =1420 10.10 MI20= 5 10 1 9 4x10 M1120= 6-1.12 12-0-0 a 5,8 M1120= 17,104 7 4[10 M1120 = 24-0-0 6-1-12 5-10-4 5-10-4 6-1.12 Plate Offsets (X,Y): 11:Edge,0-5-121 (4:0-0-0,0-0-01 [5:Edge 0-5-121,17:0-3-8 0-2.01,18:04-0 0-3-01,19:0-3-8,0-2-01 LOADING(psf) SPACING 2-0-0 TCLL 40.0 Plates Increase 1.00 (Roof Snow --40.0) Lumber Increase 1.00 TCDL 10.0 Rep Stress Inv YES BCLL 0.0 Code UBC97/ANS195 BCDL 10.0 CSI TC 0.45 BC 0.73 WB 0.94 (Simplified) DEFL in (roc) Vert(LL) -0.17 8 Vert(TL) -0.28 7-8 Horz(TL) 0.05 6 I/defl >999 >999 n/a ud 240 180 Na PLATES GRIP M1120 169/123 Weight: 103 Ib LUMBER TOP CHORD 2 X 6 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Except' 1-10 2 X 4 SPF -S 1650F 1.5E. 1-9 2 X 4 SPF -S 1650F 1.5E 56 2 X 4 SPF -S 1650F 1.5E, 5-7 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 10=1423/0-5-8, 8=1423/0-5-8 Max Horz10=-56(load case 8) Max UplifH0=-231(load case 5), 6=-231(load case 6) Max Grav10=1482(load case 2), 6=1482(Ioad case 3) BRACING TOP CHORD BOT CHORD Sheathed or 4-6-4 oc purlins. except end verticals. Rigid ceding directly applied or 10-0-0 0c bracing. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3050/468, 2-3=-2402/363. 3-4 -2402/363, 4-5=-3050/488,1-10=-1422261, 56=-1422/261 80T CHORD 9-10=48/64, 8-9=-4522959. 76=-4332959, 6-7=6/5 WEBS 2-9=-204/106, 2-8=-875/197, 3-8=-21/580, 4-8=-875/197, 47=204/106, 1-9=430/2977, 5-7=-430/2977 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load. in 14/ gable end roof zone on an occupancy category II, condition I enclosed building. with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist. they are exposed to wind. 11 porches exist. they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase Is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This buss has been designed for a 10.0 psf bottom chord live bad nonconanent with any other live loads. LOAD CASE(S) Standard November 16,2004 A wAkavIO-.etrx ridge parameters and RIAD e21U ae 1® AND MCLUDZDAIMUF Oj MOB Mt -7493 IIVNX aY Design ydid fa use any*1n MOe. connectors. Pis design S based ort upon paasblen mown. ad Is Ice an 9WSLd biding cam:went. ApicOayly of deign noromenlen and proper incapaalian of component s responstih at bead"; deeptt-rpt foss oro gner. 6mci g *noxa e for lateral Support of ndnidual .vest rrcrnben only. ,eaa oral bmpaay bra.Tg to ram notatiy dutg connexion a rhe reipored6N 1M10 exacta ADSliond permanent Pocng of l'e overar weenie is Me responbaty of Me b,Sth j designer. For gilled pj Wtce reopolng lolx,atlon. quality conrcol. storage. delivery. erection and marg. cot Afal/IMI otter Celtic. 019-5?and 1001 It I9 Component Safety wonngeon avafabb from Truss caro Ins Mute 5630' '°MO Dive madman 14151719 7777 greenback Lona • Suite 109 Citrus 1WI1b. CA. 95610 MOW Job Truss Truss Type Ory PN R14283604 070074 F2 COMMON 1 1 Job Reference (opbonel) Alpine Lumber Ca . Montrose, Co. 5 4-6-12 124-0 8.100 s Sep 172004 Mask weenies. Inc. Toe May 16 06.07:08 2004 Pagel 17.104 23-9-11 4812 3.00 rii 7-3-4 414 M1120= 3 5-10-4 5-11-7 Soil , 1:42.3 11 2,4 M1120 ' 4.8-12 10 4.4 M1120= 12-0-0 9 5.12 M1120= 17.104 8 4.8 M1120= 4.6-12 734 5-10-9 7 2.4 4112011 23-9-11 23-11-13 5-11-7 0-0.2 Plate Offsets (X V): [8:0-3-8 0-2-01 (994-0 0-3-01 LOADING (psf) TCLL 40.0 (Roof Snow -40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc/ YES Code UBC971ANSI95 CSI TC 0.99 BC 0.61 WB 0.93 (Simplified) DEFL in (lec) Udell Vert(LL) -0.10 8 >999 Ven(TL) -0.18 9-10 >999 Hoa(TL) 0.02 7 Na Lid 240 180 n/a PLATES GRIP M1120 169/123 Weight: 86 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Except' 2.9 2 X 4 SPF -S Stud, 1-11 2 X 4 SPF -S 1650F 1.5E 5-7 2 X 4 SPF -S 1650F 1.5E.5-8 2 X 4 SPFS 1650E 1.5E BRACING TOP CHORD BOT CHORD Sheathed, except end verticals. Rigid ceiling directly applied or 10-0-0 arc bracing. Except 6-0-0 arc bracing: 9-10. REACTIONS (Ib/size) 11=263/0-5-8, 10=1418/0-5-8, 7=1131/Mechanical Max Horz11=-57(load rase 8) Max UpIift11=-51(load case 5), 10=-222(load case 5), 7=-204(bad case 6) Max Grav11=324(load case 2), 10=1421(bad case 2), 7=1232(108d case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=7/62, 2-3=-1392/243, 34=-1392/236, 4-56-2167/347, 5-04/1,1-11=278/74, 5-7=-1175232 BOT CHORD 10-1 1=-4 6165, 9-109-60/88, 8-9=41012102. 74.-719 WEBS 2-10=1304278, 2.56-191/1424, 3-9=26204, 4-9=-855/188, 4-8=-187/102, 1-10=-61/33. 5-8=-314/2124 NOTES 1) This truss has been designed tor the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist. they am exposed to wind 11 porches exist, they am not exposed to wind. The lumber DOL increase is 1.00, and the plate 9dp increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 A WAalmn° . VETO d.YM parameter. ad Aa.1D NOM ON fe=8 APD a1CIDNa ROTS AilIZZOCS PAGE IDLT413 MARI Oa Oeegn vasal I0 use only mm Mjrek canecton. the dug, b eased ort upon ovametan,loen. and is la an hsMdid biting conporent. ArpFCabfM of aeegn por0nonises and props mtapaplbn of component b reiponabaty or eaablg deists- rot tuu deslper. Young aeon eI4- tiled vpWnn 01 ndNWa web members ser. Addlpel temporary boar° to insure eatery *Mid caehcenn a Ite respor Sty of Me sect. Addrnnfa permaroM among of the overall 1IKf.e b er responLaiy of ee baring detlwer. For general sur arca fcancativ,. gutsily cannel. storage. delay. erect.. Lacing. anLacing.sD Ma/7111. Ma/7111 away Oaks and ICDanpI I. rmeneel =hely htnlaean.wabble from Iron Rab In16Nl. 583 Otn oMo Dive. Modaon. y 153719. 7r/7 Gaeta IAA Sha 106 Csa HaMna. G 85610 MI1eIC ^.liSu'.tl-dY.Y�6' Job Tnjse 070074 F3 Trues Type COMMON Ory Ply 1 Job Reference (oplbne0 R142133805 Alpine Lumber Co. , Montrose. Co 4-8-12 12-0-0 8.100 s Sep 17 2001 MITek Indus les, blc. Tue Nov 19 08.07 092004 Page 1 17-10-4 48.12 3.00 5-2- 378 M1120 2 7-34 d4 011120= 57.5 011120 SINS SwN 3 5-10-4 374 M1120= 4 2534 5-5-0 Scale -1'.401 Sas M11201--- 5 274 01112011 4612 10 4x4 MI120= 12-0-0 9 8 5x12 MI120= 17-10-4 4x8 MI120= 4-412 7-3-4 610-4 23-3-4 55-0 7 2x4 M112011 33 -?-8 0-132 x- 082 Plate Offsets (X,Y): 18:03-8 0-2-0], [9:0-5.0,0.3-0] LOADING (psf) TCLL 40.0 (Roof Snow --40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.99 BC 0.58 WB 0.84 (Simplified) DEFL in floc) Vert(LL) -0.09 9-10 Vert(TL) -0.18 9-10 Hort(TL) 0.02 7 I/dell >999 >999 n/a Lid 240 180 nia PLATES GRIP MI120 169/123 Weight 84 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E 'Except' 3.6 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 W Stud 'Except' 2-9 2 X 4 SPF -S Stud. 1.11 2 X 4 SPF -S 1650F 1.5E 5-7 2 X 4 SPF -S 1650F 1.5E, 5-8 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 11=275/0-5-8, 10=1372/0-5-8, 7=1102/Mechanical Max Horz11=55(Ioad case 7) Max Up1M11=-51(load case 5), 10=-218(load case 5), 7=-197(load case 6) Max Grav11=332(Icad case 2). 10=1387(Ioad case 2), 7=1195(load case 3) BRACING TOP CHORD BOT CHORD Sheathed, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. Except 6-0-0 x bracing: 9-10. FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-28/30.2-3=-1335231, 3-4=-1335/225, 4-5=-1963/314, 5.6=0/1, 1-11=-286/74, S-7=-1143/223 BOT CHORD 10-11=-47/63. 9-10=-29/61, 8-9=291/1904, 7-8-9/11 WEBS 2-10=-1273275, 2-9=-178/1339, 3-9=-471191. 4-9=-706/165, 4.8=-243/107, 1-10=30/32, 5A=288/1937 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level. using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00. and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconarrem with any other live Inds. 4) Refer to glyder(s) for truss to truss connections. LOAD CASE(S) Standard WAelmm.Verge dads* pataaarn w ata Nola Oa 79O a® mt=,VDiD JOT= a a w. PAOZ -744° WOWS Uas. Design valid to use ono wilt, k4Tek comecror . 1)e delft is booed ally upon paamelen town. and S to an ixandta Pullin; component Applicab44y of design petanenlen and wooer incaporala' of component if responebih 01 buMnq dstlper-rot Wu desQw Bracing lnp+n 4 for Ward wpood 0l narndwl web mambas only. Additiancl tgnpaRy bOCk3910 iWe stalOMy 0E19 f1MICsa1 a tt ontoondbilllY 01 eN erector. Additional permanent &bang of Me over°. sin -clone is me respaalbaly of rhe bulldog dodgier. Fa general g1CarCe rearming Iabncanm wanly corneal froroge. ann.?. erection and wacky. COMA ,MB/1111 Qdly aper/.. ouu-aI aril Bail Outing Canpaenf Safety IrbrMXM P lobos tram him Piote IreMyle. 581 D'OnoMa who. MOdbon. WI 53710. November 16,2004 7717 Grweec t late • Sao 109 (Jou Ka". CA 051310. Mfrek• Job 07007-4 Truss F4 Tans Type COMMON Oty Ply 1 Milne Lumber Co., Montrose. Co. 4-8-12 12-0-0 Job Reference (opemr) 6.100 s Sep 17 2004 MiTek Industries, Inc. The Nov 16 06.07:10 2004 Page 1 R14283606 11.164 4-512 3.00 12 7-3-4 444 MI120= 3 5.104 22813 4-10-9 SCWe = 1:39.7 11 b414112011 4$12 10 414 M1R0= 12-0-0 9 5412 M1120= 17-10-4 8 446 M1120= 4-6-12 7-3-4 5-10-4 7 244 141120 11 2241-13 M1-15 4-10-9 0-0-2 Plate Offsets (X,Y): [6:0-35,0-2-0], [9:0-3-8,0-3-01 LOADING(pst) TCLL 40.0 (Roof Snow^ -40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 cSl TC 0.98 BC 0.54 WB 0.93 (Simplified) DEFL in Vert(LL) -0.09 Vert(TL) -0.18 Horz(TL) 0.02 (la) 9-10 9-10 7 1/dea >999 >999 Na L/d 240 180 Na PLATES GRIP M1120 189/123 Weight. 83 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.6E *Except' 352 X 4SPFS 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Except* 1-11 2 X 4 SPF -S 1650F 1.5E. 5-7 2 X 4 SPFS 1650F 1.5E 5-8 2 X 4 SPF -S 1650F 1.5E BRACING TOP CHORD BOT CHORD Sheathed or 1-7-8 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. REACTORS (Ib/size) 11=312/0-5-8. 10=1292/0-5-8, 7=1079/Mechanical Max Mora 11=55(Ioad case 7) Max UpIiM 1=-55(load case 5), 10=211(Ioad rase 5), 7=-192(bad case 6) Max Grav11=362(load case 2), 10=1325(Ioad case 2), 7=1164(Ioad case 3) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-104/38, 2-3=-1298223, 3-4s-1298216, 4-5=-1773264, 55=0/1, 1.11=-316/78, 5-7=-1118215 BOT CHORD 10-11=47/60, 310=-22/101, 84=-267/1720, 7-8=-10/13 WEBS 2-10=-1223/289. 2-9=-15811208, 3-9=-60/182, 4-9=-553/141, 4-8=301/113. I -10=-14110Z 5-8=-264/1768 NOTES 1) This truss has been designed for the wind bads generated by 85 mph winds at 2511 above ground level, using 5.0 psi top chord deed load and 5.0 psi bottom chord dead load, in the gable end mof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist they are not exposed to wind. The lumber DOL increase Is 1.00, and the plate grip increase b 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psi bottom clod live load nonconcurrent with any other live loads. 4) Refer to glyder(s) for truss to truss connectbrts. LOAD CASE(S) Standard November 16,2004 PYIaO - yoga dollen l,ve,aaara men MAD ROM OW MS AND MUM= 1=s Ale= Pa Rf47a 9a1Ma eQ Deign void la use onty w,m WO connectors. lb ceap, is bad arty Ian pvamelen sown. anti Its an netaddd buia'g carponeni. App9Cabay of deign oaranenten and paper maaval°, of corporeni n,eponsiRy of bang de4P,s- not Nun 41ea9ner. Oar.; *t..f = la latera wa.d support of idiweb marten altr..d6lbna lemparay tracing to nal nobility ng Ca=b slxi, k Me depa=e'•ty alae erector. Additional ppm -imam aacng of me mewed naive S Me responally of Me ding deeps. Fa Penal 1141darce npabg lodkobn. auairy control. mage. delivery. sena and calm, caa4t AMymt Quay GMB. mon end BC51t Nadine Component Sdety 1rtem,=Ilerl (wadable nom Truss Plots aetrte. 583 DOrtoOo Dens. Madsot to 53719. 7777 Geena.a Lone • Sub 109 Cane Height. CA 95610 MITek• err wy'e/rk"r =e2, .., y.-,..ur�Yl�•,2F.'rr5:'eF.•:.,Kn�L`%'- .c: Job 070074 Truss FGD Truss Type GIRDER 0 Ply .bb Reference (optional) R14283607 Alpine Lumber Co., Montrose, Co. 4-6-13 8-2.7 11-10-1 6.100 s Sp 17 20b4 Marek Indusesea, Inc. Tw Nov 16 0617:11 2004 Page 1 16-114 4-613 17-10 3-7.1D 444 MII20 = s1-5 22+4 5414 Sole =139] 13 4-6-13 12 445 MI120 = 62.1 11 7410 M1120= 11.10-1 10 328 Min° = 16-114 9 4x10 M1120= 4-6-13 s7 -t0- 3-7-10 5-1-5 2244 5-4-14 8 224 M112011 2214.6 0-0-2 Plate Offsets (X )) (1:aJ-0,0-z�L (2:0-0-0,04-01, 13:0-0-0,0-0-0h 14:0 -0 -0,0 -0 -DL 15:0-0-0p-0-01 16:444,0-001,19:0-3-8,0-2-01,111:0-4-8,0-4-81 LOADING (psf) TCLL 40.0 (Roof Snow 40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.96 BC 0-71 WB 0.74 (Simplified) DEFL in (hoc) Vert(LL) -0.11 9-10 Vert(Tl) -0.17 9-10 Horz(TL) 0.02 8 Udell >999 >999 Ne L/d 240 180 Na PLATES GRIP M1120 169/123 Weight: 99 Its LUMBER TOP CHORD 2 X 4 SPFS 1650F 1.5E BOT CHORD 2 X 6 SPF -S 1650F 1.5E WEBS 2 X 4 'MN Stud 'Except' 2-11 2 X 4 SPF -S 1650F 1.5E. 1-13 2 X 4 SPF -S 1650F 1.5E 6- 2 X 4 SPF -S 1650F 1.5E, 6-9 2 X 4 SPF -S 1650F 1.5E REACTIONS (IGsize) 13=201/1-9-4. 12=2753/0-5.8, 8=1844/Mechanical Max Harz 13=56(load case 7) Max UpIiM3=-50(load case 7), 12=-461(load case 5), 8=-339(load case 6) Max Grav13=269(load case 2), 12=2763(load case 2), 8=1844(Ioad case 1) FCR__S TOP CHORD BOT CHORD WEBS BRACING TOP CHORD BOT CHORD Sheathed or 2-2-14 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc Gating. Except 6-0-0 oc bracing: 11-12. nwirur^. Carrpression/Maximum Tc-ns,on 1-2=-111/713, 24=-1774/325.34=-2111/402.4-5=2112/386, 5-6=-2899/524,6-7=0M, 1-13=-33/103, 6-8=-1540/315 12-13=-48/56, 11-12=6921171, 10-11=-270/1681. 9-10=-5002613,8-9=-9/12 2-12=-2175/422, 2-11=4202673, 3-11=720/146, 3-10=-97/458, 410=74/587, 5-10=-841217, 5-9=-313/169, 1-12=7011133.6-9=5002672 NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground fowl, using 5.0 psf top chord deed bed and 5.0 psi bottom chord dead Toad in the gable end roof zone co an occupancy category II, condition I enclosed bolding, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or cantilevers exist, they are exposed to wind. I/ porches exist. they are not exposed to wind. The lumber DOL Increase is 1.00. and the plate grip Increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This buss has been designed for a 10.0 psf bottom chord live bad nonconarrent with any other Ilve bads. 4) Refer 1p giber(s) for truss to truss connections. 5) Girder carries Ile -in span(s): 5-4-0 from 0-0-0 to 22-4-6 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or bark (B). LOAD CASE(S) Standard 1) Snow Lumber Increase=1.00. Plate !norease=1.00 Unrform Loads (p8) Vert 14=-100,4-6=-100. 8-13=-119(F=-99) November 16,2004 WAaaarp-Vat dear parwmairrY and 11a4D 9x71U ON TKO Asp OCDD® MEIN nc tittlI c /lea MT4t" Qldaa a0< Deepn valid to use only only Weft rorvwclon. Ink deers boned oNr upon Geometers s[ own. endo for m bdidrd bufbg component. 4006cabiiIv of devgn GOramenton andGreyer irtaporohiOn of component a responThty of balding designer - not Tru deniers east' town k to latero! supra! or ndMual web member orgy Melee temporary bracing Ia &WIG stability dosing conenicaonni fie rOlOcret of The erector Adjmnd permanent bracrg of Me overall shucMe a me reyaelbily of M buildup designs. For pard Gexidneo regor erg Iabltalion. worth control sproge. dehrery. &•cion cod Gong. consult AtSI7011 Quality Ciaelle.esa-is end SCSI Bulking Canperrm Safety IM&rnes&1 avabbe from Truss Plate Irebute. 543 DCnoMo o%t. Madison. w 53719. TT?? Greenlee lar • SUI. 109 Oboe Ne*a CA 95610 Mak' Job Truss 07007-4 IJ1 Truss Type JACK ary Pry Jab Reference (oplpre0 R142836011 Alpine Lumber Co., Montrose. Co. 6.100 a Sep 17 2004 Wet Induabes, Mc. Tue Nov 16 06:07:12 2004 Page 1 Scale =1.90 LOADING (psi) TCLL 40.0 (Root Snow --40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress !nor VES Code UBC97/ANSI95 CSI TC 0.08 BC 0.03 WB 0.00 (Matrix) DEFL in (Ioc) 1/dell Lid Vert(LL) -0.00 4 ,999 240 Vert(TL) -0.00 3.4 '999 180 Hoa(TL) 0.00 2 Na nla PLATES GRIP MI120 169/123 Weight: 5 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 4=104/0-6-e, 2=81/Mechanical, 3=23/Mechanical Max Horz4=36(load case 7) Max UpId14=-13(load case 5), 2=-34(Ioad case 7) Max Grav4=121(load case 2). 2=97(mad case 2), 3=34(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-110/27. 1-2=-27/18 BOT CHORD 3-4=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 1-10.15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 8 above ground level, using 5.0 psf top chord deed bad and 5.0 psi bottom chord dead load. in the gable end roof zone an an occupancy category II. condition I enclosed budding, with exposure C ASCE 7-95 per UBC97/ANSI95 8 end verticals or cantilevers exist they are exposed to wind. If porches existthey are not exposed 10 wind. The lumber 001. Increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This buss has been designed for a 10.0 psf bottom chord the bad nonrnaaertenl with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 WIRumm - VnVi dolga xananeerrx at AZAD emcee ON niNI AND antDfa ma uPnXfl PAOs mrin awel pot oesgn wed Ia vie arty ,vett Wok conncrors. the dein a based only upon overrates von. one h la an Fdwad boidep component. Appkcabny of dergl ppmnenbrl and proper ircdpaolbn of component oreportlbary of Midvq designs- net Ply duals. btCeg Won ala blare' support of ndv,Wal web member or*. Addled temporary twang 10 nue slobiiiy astg Caaruclbn h tie reponrbaty of the nob Adelson pernnoneni beano of IM overs aecMe h he reporsiblty of Ile bibg drupe. Fa piled Widorce negating raa¢pign. quality control. storage. deiiven. erection and bating. came AlaiRrfl Queer, Oesia. 039-a9 end scat siren ComParerd lde4y riamatal ovdoble Iron True Plate Institute. 513 Ornatrb Ona. Ma on. W153719. 7771 Greenback Lane piffle Seib 109 Clete HgPb G 95110 Mfrek' .1 .,,,,i H..Hwliie'e dcir''3 ,.li iJIm. Job 070074 Truss J10 Truss Type JACK Oty PIT 1 Job Reference (aplbna0 RI42/33601 Alpine Lumber Co., Montrose, Co 6.100 3 Sep 17 2004 MiTek Industles, Inc. TW Nov 16 06:07:13 2004 Page 1 55-34 334 MII20 1 5-3-4 534 Scab = 1 13.5 LOADING (pal) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ince YES Code UBC97/ANSI95 CSI TC 0.52 BC 0.25 WB 0.00 (Matrix) DEFL in (loci I/deft Lid Vert(LL) 0.03 3-4 >999 240 Ven(TL) -0.07 3-4 >865 180 Horz(1L) 0.05 2 ala Na PLATES GRIP M1120 169/123 Weight 13 lb LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2X45PF-S1650F1.5E WEBS 2 X 4 SPFS 1650F 1.5E REACTIONS (Ib/size) 4=296/0-5-11, 2=225/Mechanical, 3=70/Mechanical Max Horz4=69(load case 7) Max Up1614=-45(bad case 5), 2=-82(load rase 7) Max Grav4=296(load case 1), 2=225(Ioad case 1), 3=96(load rase 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14=-264/85. 1-2=-62/41 BOT CHORD 34=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 5-3-4 oc purlins, except end verticals. Iligid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss Ms been designed for the wind bads generated by 85 mph vends at 25 ft above ground level, using 5.0 psf top chord deed load and 5.0 psf bottom chord dead load, In the gable and roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or canbWers exist they are exposed to wind. 11 porches exist. they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord lire toed nonconcurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 A wYMeramp T==IM p=nnier= moo saw sorsa dm nue sna.avow arras RSFSRMRaPIGS ny47aaalalioai Deign wail la use only .0-1 Welt connects 11c design a Posed orerupon pawners, store. ad Is Ian an iaAId diking cormorant. AppGCobrav of demon commenters and paper ircarporatbr of component b relaorebity of bpldrq designer - nor hos desgrer Broca.; fnwwl n for Iota wooed a aidwduol wet, meatball arty. AddeoroI Mmporay wooing to cue stately ring caehrclbn is IM repaebiry of Me serer. Adtlbnd pennorenl broom o1 the overall sm clus a me reWPoreblN or me beano deeis. For consul polio ce regadyg robcaaon, auolf, conga storage. dell ery. seclbn oto tracery twee 0131/7191 Only Celrp 0311-99 and 10111 sully g Calms& SST Ireormabm available from Trutt Pnle euatte. 5830'Ono610 61.3. Matson. WI53119. 7777 Glwb.a Lens • Suite 109 MU Heigh. CA. 95110 MiTek' Jab 070074 Truss J11 Truss Type JACK Oly PN 1 Job Reference (optional) R14263610 Alpin Lumber Co., Montrose, Co. 6.100 s Sep 17 2004 MTek Induseib, Inc rue Nov 16 0607:14 2004 Page 1 4$13 Sale. rev LOADING(psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr VES Code UBC97/ANSI95 CSI TC 0.42 BC 0.20 WB 0.00 (Matrix) DEFL in (lac) 1/dell L/d Vert(LL) 0.02 3-4 '999 240 Vert(TL) -0.04 3-4 '999 160 Horz(TL) 0.03 2 rile n/a PLATES GRIP M1120 169/123 Weight: 12 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 4=264/0-5-11, 2=201/Mechanical, 3=62/Mechanical Max Hoa4=63(load case 7) Max UpI6N=-39(Ioad case 5), 2=-73(load case 7) Max Grav4=264(load case 1), 2=201(load case 1), 3=86(bad case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14=-235/75, 1-2=5537 BOT CHORD 34=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 4-8.13 oc pudins, except end verticals. Rigid ceiling directly applied or 10-0-0oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level. using 5.0 psr top chord dead load and 5.0 pal bottom chord dead Toad, in the gable end roof zone on an occupancy category 11, mndilion I enclosed building, cath exposure C ASCE 7-95 per UBC97/ANSI95 It end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they are not exposed to wind. The lumber DOL increase is 1.00. and the plate grip Increase is 1.00 2) Unbalanced snow bads have been considered for This design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other Uwe bads. 4) Refer to girder(s) for truss to buss connections. LOAD CASE(S) Standard November 16,2004 Y WARNING • Siena dtslg't P' sad MAD MISS OK TO AND •aoa®1RH Raasia Pal 11•74f3 BWO'S eat canon wed la use only inn Wee conrecbn. The design it Dined own upon paanerss Wrenn. ode for on Sdridud Wang Component. ApoicobiH or design paranenlen and pope ncerpdaign of component is repondbity Of beedkg dsSpi - rot hes defgrer. arocing shown u la lateral waxer of ndeWoe web members one. Ad IjcGl lempooy brockp to retie Stabily dL*v caenclbn is 6e rely of ire ejector. Adlnond permanent aocry7 of me aveml'euchre it the reparmbety of eco b'Adlg devpa. Fa gwad Gaborte tobxaem. Wally control. stowage. deIrve.,. erection an boQg. Cared' AND/R11 taedly 011010.01• -fl end 5C91 akM'q e -r'--- Safety Irlennallan avaiabie tom 'run Plate Imhlule. 5th DOnohlo GM, Modeal, WI 53719. TM Gnnbrd Lane • 9i 109 One Septa. CA 55610 MIMIC Job Truss Tines Type Gry Ply R14253611 07007-4 J12 JACK 1 1 Job Reference (opOona0 Name Lumber Co , Montrose, Co 6.100 s Sep 17 2004 MiTek Industries, Mc. Tue Nov 16 06:0714 2004 Page 1 4-2-6 Scab= 1:114 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Sbess Ina YES Code UBC97/AN5195 CSI TC 0.32 BC 0.15 WB 0.00 (Matrix) DEFL in (Ioc) Udefl Lid Vert(LL) 0.01 3-4 >999 240 Vert(TL) -0.03 3-4 >999 180 Horz(TL) 0.02 2 n/a n/a PLATES GRIP M1120 169/123 Weight: 10 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPFS 1650F 1.5E REACTIONS (Ib/size) 4=232/0-5-11, 2=177/Mechanical, 3=54/Mechanical Max Horz4=57(load case 7) Max Uplifl4=-34(load caw 5), 2=-65(Ioad case 7) Max Grav4=232(load case 1), 2=177(load case 1), 3=76(load case 4) FORCES (Ib) - Maximum Compressio&Maximum Tension TOP CHORD 1-4=-206/65, 1-2=-48/33 BOT CHORD 3-4=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 4-2-6 oc purlins, except end verticals. Rigid ceding directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind bads generated by 85 mph winds at 25 h above wound level, using 5.0 psf op chord dead load and 5.0 psi bottom chord dead load, in Ne gable end roof zone on an occupancy category II, condition I enclosed butldiig, with exposure C ASCE 7-95 per UBC97/ANSI95 0 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they am not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load noncancunent with any other live toads. 4) Refer to girder(s) for buss to truss connections. LOAD CASE(S) Standard A WARNING .wnndesign parameters and ILO leil scaly AND flODICprm:ansaarsMOS m7473SIAM pa Design valet fa use ovv with 49104 comedo44 /he drain 4 Cored arty upon moments so..n. are a to an ndlvdrn guiding cmporent. Apgcabity of design pponenten and pops mcalloroean of component b responsibility of Paling designs -net mm designer. arocmg s o.n e t wool support of rtdmdtal web membseoNy. •ddlfcnoI temporary pocig to Ma stobriry clurtg cafltci n is the rescnstairy of me erector Adddpnal permanent bang of the oveS burse a ins remoras of the bibs nMtgiw rot gsnol OklarCe regardng labxaton. dually contra. storage. dervert section ars boatg. COMM AImff111 Qualify Oeste. mi -if ane 1011 Mang g Centp.taet Safely Ir4ermofoe avoiabb tram nuts nate Institute, 593 D'O orb Odra. Modem. W153719. November 16,2004 7777 Gm.Ibe Lana lam cCwlwgel CA 95010 MiTek' Job Truss Tmss Type ON Ply R14293012 070074 J13 JACK 1 1 Job Rebrerce�aptionA_ AJpne Lumber Co., Montrose, Co. 8.100 s Sp 17 2004 War Industries, Inc. Tue Nov 16 06.07:15 2004 Page 1 Scale=1:10.8 LOADING (psi) TCLL 40.0 (Roof Snow 40.0) TCDL 10.0 BCLL 0.0 BCOL 10.0 SPACING 2-0-0 Plates Incense 1.00 Lumber Increase 1.00 Rep Stress Inc YES Code UBC97/ANSI95 CSI TC 0.24 BC 0.11 WB 0.00 (Matrix) DEFL in (roc) Udell L/d Vert(LL) 0.01 3-4 >999 240 Vat(T14 -0.01 3-4 >999 180 Horz(TL) 0.01 2 Na n/a PLATES GRIP MI120 1691123 Weight: 9 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E 80T CHORD 2 X 4 SPF -S 1650E 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E REACTIONS (lb/size) 4=199/0-5-11. 2=152/Mechanical, 3=46/Mechardcal Max Horz4=52(load case 7) Max Uplift4=-28(load case 5), 2=57(load case 7) Max Grav4=199(load case 1). 2=152(load case 1), 3=65(load case 4) FORCES (Ib) - Maximum Compressinn/Maemum Tension TOP CHORD 1-4=-176/55. 1-2=-41128 BOT CHORD 34=010 BRACING TOP CHORD BOT CHORD Sheathed or 3.7-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-00 oc bracing. NOTES 1) This buss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level. using 5.0 psi top chord dead load and 5.0 psi bottom chord dead bad. In the gable end moi zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 11 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they ere riot exposed to wind. The lumber DOL increase as 1.00, and the plate grip Increase Is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10D psi bottom chord live load nonconcurnent with any other live loads. 4) Refer to girder(s) for buss to truss connections. LOAD CASE(S) Standard November 16,2004 al3102m • redly design pavanes W ALD NOM Olt ISM IAD maoazD AT= 3OYaI@ Plea ACM NM 831043 nal Deign wad to Lae only unh =Web cannecton. lin oegyl is Erred arty upon parameters Novi. and Is Kr an Inde laal bifdig calpoaent. Apprcobaly of deign paonenten ane proper ncaFcralian or corporeal a re1poneb4ly or bolding dearer -nal bun designer. emcig shown a fa lateral support of mandrel web member an/. Addlbnd tem orary bmdrg to ince itobely dung caseucllon is The reWaeb8N of M erecta rmmnd permanent bracng d Me cram slructn is Re responsibility of We Pricing assigner. Far gaol WHance recce -dog Iobcolbnt weary contra. storage. deanery. ereclbn old brochg. consult Aral/M110ua•y OIMIb. OILS— ICSII Wising CMVeeln Safely I lermalm awioae horn ran Pete Ire -Mule. 583 DOabb Pave. Madba,. M 53719 7771 Greenback Lane • ,Sup 109 CbW Helga. CA. 95010 mrrek• Job Truss Truss Type Cly Ply R14283813 07007-4 J14 JACK 1 1 Job RMmance (apeand) Alpine Lumber Co., Monose, CO. 6.100 a Sep 17 2004 Wet Industries. Inc Tull Nov 16 06:07:16 2004 Pepe 1 Sob =1:10.2 LOADING (psf) TCLL 40.0 (Roof Snoa=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc VES Code UBC97/ANSI95 CSI TC 0.17 BC 0.07 WB 0.00 (Matrix) DEFL in (hoc) Udell Ld Ven(LL) -0.00 3-4 >999 240 Vert(TL) -0.01 3-4 >999 160 Horz(TL) 0.01 2 n/a n/a PLATES GRIP MII20 169/123 Weight: 8 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 4=167/0-5-11, 2=128/Mechanical, 3=38/Mechanical Max Horz4=46(load case 7) Max UpIif4—23(bad case 5), 2=49(load case 7) Max Grav4=167(load case 1), 2=128(Ioad case 1). 3=55(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-147/46, 1-2 4/24 BOT CHORD 34=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 3-1.8 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This ass has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead bad end 5.0 psf bottom chord dead load. in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 6 end vemcals or cantilevers exist they am exposed to wind. N porches exist they am not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This buss has been designed for a 10.0 psf bottom cord Uva load nananartlaH with any other INe loads. 4) Refer to girder(s) for truss to ass conneclons. LOAD CASE(S) Standard November 16,2004 A Maine . 'web aider pare=..e=sad len malas air in lee mum= Aryl: snares Ilea monis fa Baron bQ Delon void for ae one vnifm Mien ramectas. nb Moana based only upon pa orretm shown. ad is for an bdymWd bmadnp carp: en/. AooICobMv of deign paamenbn and proper bco,paolcn of carbon's e h rembrebafy of building deiprw-nor ism dearer. aadrq team n for Weal wppon of ndfridaa web mambo, cW. Addtbel Mnpaay bmtvq to eamee dabay !Judo; conMrclbn s the remaCL9i y of 1ne erector. Addlbnd permanent Oro c=q of the aVeral gradate Is N relpamialy of the bmaS, dagga. For pend eumdprce le0abq latncdion many coney'. Ocr ge. tldray. Neaten and t =cog. coram!/16178Quay11 Quay 011wb. 1694f end Kul 9iq Coeeemwme,l Wee IMonmYn awobbia from Inns rote Iret use. 583 COrNM brie. Modest Vol 53719. 7777 r=senesce Lw • but 109 Cane Heigh% U95110� MITek• Job 07007-4 Truss J15 Truss Type JACK Oty Ply 1 Alpine Lumber Co , Montrose. Co. 8142836141 Job Reference (ophorel) 6.100 a Sep 17 2004 MtTek Industries, Inc. Tue Nov 16 06 07.17 2004 Page 1 LOADING (psi) TCLL 40.0 (Roof Snow --40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc/ YES Code UBC97/ANSI95 CSI TC 0.11 BC 0.05 WB 0.00 (Matra) DEFL In (lot) I/defl Led Vert(LL) -0.00 3-4 >999 240 Vert(TL) -0.00 3-4 >999 180 Horz(TL) 0.00 2 n/a Na PLATES GRIP MI120 1691123 Weight 7 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPFS 1650F 1.5E REACTIONS (lb/size) 4=135/0.5-11, 2=104/Mechanical, 3=30/Mechanical Max Horz4=40(load case 7) Max Uplif4=17(load case 5), 2=d1(load case 7) Max Grav4=135(load case 1), 2=104(load case 1), 3 45(Ioad case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14=-118/36, 1-2=-28/19 BOT CHORD 34=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 2-7-1 oc pudlns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 2511 above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead Toad, in the gable end rod zone co an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they am not exposed to wind. The lumber DOL increase Is 1.00, and the plate grip increase Is 1.00 2) Unbalanced snow loads have been considered for the design. 3) TM truss has been designed for a 10.0 psf bottom chord live load nommnarrant with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 Al MAardre. Verga design parameters W ALD NOM ON 7HR YID IMOD= IRla WYOfa[i NAOL 8748 lalOsa eat Detgn yoId Io/ be Only MIT MTek convectors. be S Qi 8 based 01* open parometn e'avl. old b to an indvO d beim component Arpicobiily of design oaamenren and wooer Incorpaoeon of component is reypeibaty of let 'Q deeper- rot hyo dearer. agog incwn a for blend support of rdmd/al web member only. Ad6bal tray traced b bare dabbty Mq construction is ae reµwmbYty of the erecta. Addbnd permanent bona g of he overall sbclue b We reputsmary of be bulking dedper Fa geed guidon, Iabcotion. wady copra. doroge. dSvery, erection and boom. Carse ANgn111 dually COMM; D61141 and 8I0.11 nuesingtronerd Safety Meamotbn onctiable from T,ua Pbte Irawute. 583 =womb Dire, Madison M 13719. 7771 Granath Lela di Suit 109 Cahn Hear, CA. 95010Y Mflek• • • Job Trust Truss Type Gly Ply R14283615 070074 J16 JACK 1 1 Job Reference (optional) Alpin Lumber Ca , Monose. Co. 6.100 s Sep 17 2004 MTek Indusbles, Inc. Tue Noy 16 06:07.182004 Page 1 2.011 Scale =1.91 LOADING(psi) TCLL 40.0 (RoofSnow=-40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc: YES Code UBC97/ANSI95 CSI TC 0.07 BC 0.03 WB 0.00 (Matrix) DEFL in (lac) I/deft Ud PLATES GRIP Vert(LL) -0.00 4 >999 240 MI120 169/123 Vert(TL) -0.00 3-4 >999 180 Horz(TL) 0.00 2 Na nla Weight 51b LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 4=103/05.11, 2=80/Mechanical, 3=23/Mechanical Max Horz4=35(load case 7) Max Uplif4=-13(load case 5), 2=-33(load case 7) Max Grav4=103(load case 1), 2=80(load case 1), 3=35(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-89/27, 1-2=-21/15 BOT CHORD 3-4=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 2-0-11 oc purlins. except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 pert top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II. condition I enclosed building, with exposure C ASCE 7.95 per UBC97/ANSI95 If end verticals or cantilevers exis4 they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for the design. 3) This truss has been designed for a 10.0 psi bottom droll live load nonconcurrent with any other live loads. 4) Refer to girdegs) for truss to buss connections. LOAD CASE(S) Standard A vAA 0- Vamp dolga wraneese ewe area sea mr ma AND mo n= WTn IMMANCE MOB Mann anon ail Despn raid la use only *Mh Wok conecton. The deign a boned oral upon paamelers fowl. will k 1a an fltvCud being campananl. AoincObih of design poronenlal and pops ncc'O rOIbn or component h respontally of buidS'g awns' not ban deigns. aevg snow, n Ip 'suet rococo of ndMxgI web reapers only. Addilbrgl IempaOy b0Cifg to roue dually Arbg ConsinsIbn h p'e rerpaubity of 1r1a erector . Addtbnd permanent bacig al me ovsol sea tue 6 me respormblM of le bubg °soar. For pens,' ptlacs Ming fal>kolbn.,uoIIy coned. slaroge. dewvwy. erection and bond,. ,don matfRll Omer OMsb. Ofl-4t end IC3II sung Csnserfed Sdery bllarrflaeerf cream a from run Pub insiih le 583 minobb Dents, rlddbon W151719 November 16,2004 7777 rewbea tie • sae Ida Cru Heyns. CA 95510 MiTek' Jab Truss Truss Type Dy Py I R1428381® 070074 J17 JACK 1 1 Job Reference (opdone0 Alpine Lumber Co , Montrose. Co. 4 8.100 a Sep 11 2004 MITek Industries, Inc. Tue Nov 16 00:07:19 2004 Page 1 4.415 4415 LOADING(psf) TCLL 40.0 (Roof Snow --40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 LUMBER TOP CHORD 2 X 4 SPF -5 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E CSI TC 0.43 BC 0.19 WB 0.00 (Matdx) REACTIONS (Ib/size) 4=245/0-5-8, 2=186/Mechanical, 3=57/Mechanical Max Holz4=61(load case 7) Max UpIif4=-35(load case 5), 2=-69(load rase 7) Max Grav4=285(load case 2), 2=223(load case 2), 3=80(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14---261166. 1-2=-63/42 BOT CHORD 34=0/0 4415 Sails = 1'11.8 DEFL in (lac) I/defl Ltd Vert(LL) -0.02 3-4 >999 240 Vert(TL) -0.04 3-4 >999 180 Forz(TL) 0.03 2 n/a n/a PLATES GRIP M1120 169/123 Weight- 11 Ib BRACING TOP CHORD BOT CHORD Sheathed or 4-4-15 oc pudlns, except end verticals. Rigid calling directly applied or 10-0-0 oc bracing. NOTES 1) This buss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category II, conditon 1 enclosed bulltling, with exposure C ASCE 7-95 per UBC97/ANS195 If end verticals or randlevers exist, they ere exposed to wind. N porches exist, they em not exposed to wind. The lumber 004. increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for Ne design. 3) This buss has been designed for a 10.0 psi bottom chord live load nommncurrent with any other Itve loads. 4) Refer to girder(s) for truss to Miss connections. LOAD CASE(S) Standard November 16,2004 WAA . eefN design parameters err ILO Hoffa ON =PIA= Nvaalm ACTS RLfaraaQ Ilea C?49e aLOaa Mt Desgn veld for are only vwm "Tek connecian. Ilya owkel b nosed art upon paameen s'ts,i, and l Io an n5bhb kidding cmpo enl. Applcabay 01 deign poromenien aro pops ixapaollon of component S relponebah of buidasp desg' - not hoc as grey. Moog snow" rs Ion lateral Wppal of fridM&d web members only. Addhbad isnpaay bracing to 11548 stabfay drig Caskucllon a The repent sly of the eeCer. Additional plmhaent bmrlg of de ovsa, endue h Me reponeHry of the bulging designer. For mewed wicker -a rapari1g IoDtaIcn. wally coned. storage. delivery. eawlion rete terming, consult AIOI/ell Quaar Creole D51-41 reel 10511 Mai' C—. --.I Safety NAsnsallaw avaiabe from rim note Institute. 583 DOnoko Delve. modem. WI 53119. 777/ raaaama lie ' 109 anis Syro. CA, 16810 MWTeka Job Truss Truss Type py PN 814283811 070074 J18 JACK 1 1 Job Reference (opbuvll umber Co.. Morroose, 8.100 s Sep 172004 MITek Industries. Inc. Tue Nov 18 06.07:20 2004 Pape 1 24-15 Swe=1.95 LOADING(psf) TCLL 40.0 (Roof Snow -40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress !nor YES Code UBC97/ANSI95 CSI TC 0.11 BC 0.04 WB 0.00 (Matrix) DEFL in (loc) Ildell Lid Vert(LL) -0.00 3-4 >999 240 Vert(TL) -0.00 3-4 >999 180 Horz(TL) 0.00 2 n/a n/a PLATES GRIP MI120 169/123 Weighs: 6 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -5 1650F 1.5E WEBS 2 X 4 SPF -3 1650F 1.5E REACTIONS (Ib/size) 4=125/0-5-8, 2=96/Mechanical, 3.28/Mechanical Max Horz4=39(load case 7) Max Uplif 4=-15(load case 5), 2—39(laad case 7) Max Grav4=145(load case 2), 2=115(load case 2), 3=42(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14=130/33, 1-2=-31/22 BOT CHORD 34=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 24-15 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This buss has been designed for the wind loads generated by 55 mph winds at 25 ft above ground level. using 5.0 psf lop chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI9511 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This buss has been designed for a 10.0 psf bottom chord live load noncanoarent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard ,Y WAAfAO. SWAN dodge Prmrenx ad WO ROI=ON=OA=°rUAL= MOW ensnares MOB 11.7473 ansae pat Down void for use any web re mit* connectors. The deep. k based ally upon commas, drew^ old h for On YfdNdfa b lcis9 carbanent wn o design peramenten and proper hcaparelon of component k responebiy 0f buidlm fleecier -rel kun dears. Broom flown e for stems wpporr 01 ntquol web membw, toy. Aa3t1shal Iernpaay bmvg t0 mare nnbaly Sflg caaeucten a lte rbppabitry of the erecta. Ad3lbrt permanent bracig of be ovscJ =fuss, 5 Me refporeibity or IM bradlp decker. Far gegen gubane regwdrg bbricafbn. potty contra. stomps. dell.ery. erecibn cod boom. cams AK9fml1 Germy Cameo. 055-5' and UC91 kralg Cargelyd Sa1My IMarrnaion available from IRAPlate Irnlitte, 583 DVrokb Otte. MONSON W153719. November 16,2004 7777 irises lar Sub mllp 109 Cera fbbiCAsse10 MITek' w�. Job Reference (optional Apne Lumber Co.. Montrose. Co 8.700 a Sap 772004 MITet Industries, Inc. Tue Nor 16 OB 0721 2004 Page 1 I$4 nm2O 1-6-10 1-6-10 Stake 1 13 5 LOADING (psf) TCLL 40.0 (Roof Snow 40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.04 BC 0.02 WB 0.00 (Matrix) DEFL in (hoc) I/dell Lid Vert(LL) -0.00 4 >999 240 Vert(TL) -0.00 4 >999 180 Hors(TL) -0.00 2 Na n/a PLATES GRIP MI120 169/123 Weight: 4 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 4=82/0-5-11, 2=64/Mechanical, 3=17/Mechanical Max Horz4=31(load case 7) Max Upld%4=-10(load case 5). 2=-28(load case 7), 3=-2(load case 7) Max Grav4=82(load case 1), 2=64(load case 1), 3=27(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-72/21. 1-2 —17/12 BOT CHORD 34=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 1-6-10 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 R above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. 11 porches exist, they am not exposed to wind. The lumber DOL increase is 1.00. and the plate grip Increase Is 1.00 2) Unbalanced snow loads have been considered for Shu design. 3) This buss has been designed for a 10.0 psf bottom chord Ins load nommnatrrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 mutetle- nets design Mremesmna4 *LD moms a. 7ow nEw YD aIGDOW EMS /Men= MOB 4@9473 WGa orae Design yard fa one only 9,itt mils corned*, err denial a bared ody earn papmeyes MVMI and a torn Iretvklual Outing component. *Pokeberry of deign paornenten and props incapaato of component 6 mponSbily of Neap defer -rot Isles deygner. attvg own is For lateral mart of eche:not web members only. Addend Isnpaory tromp to eve soba* d tae COroeuclian b ere repaaCSty of the erector. Addltbnd p.murwa booig d the oval nfca.e a Ins reyspbety of Me btfl'g deigns. ca Wed ciidarue repoag lobtooton. WOW coned. nonce. delMe'coca ry. ecare &aa ame . cANa/1r11 Quay Cleft 0311-111 end x0ba 1 se C.e atsa ld.1r eaamelen amiable Som Tull Noe Ireltule. 5630OIOMI Oiye. woman. w153719. 7777 Greenback Lane ith• sur 109 Ct1een,e a.kL 99910 MITek' Job 07007-4 Tnas J2 Truss Type JACK Qty Fly Alpine Lumber Co., Montrose. Co 814263819 Job Reference 0:063ne1 6.100 s Sep 17 2004 MTek !Moaned. Inc. Tue Nov 16 06:0722 2004 Page 1 3-10-15 Soda 1.11.2 LOADING(psi) TCLL 40.0 (Roof Snow 4O.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inv YES Code UBC97/ANSI95 CSI TC 0.33 BC 0.14 WB 0.00 (Matrix) DEFL in (loc) &deft old Vert(LL) 0.01 3-4 >999 240 Vert(TL) -0.02 3-4 >999 180 Horz(TL) 0.02 2 Ne rife PLATES GRIP M1120 169/123 Weight: 10 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X4 SPFS 1650F 1.5E REACTIONS (Ib/size) 4=215/0-5-8. 2=164/Mechani®I, 3=50/Mechanical Max F1orz4=56(Ioad case 7) Max UPIift4=-30(load case 5), 2=61(loed case 7) Max Grav4=250(load case 2), 2=196(load case 2), 3=71(load case 4) FORCES (Ib) - Maxunum Compression/Maximum Tension TOP CHORD 14=-228/59, 1-2=-55/37 BOT CHORD 34=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 3-10-15 oc purlins. except end verticals. Rigid catling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind bads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category IL condition 1 enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or candlevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00. and the plate gdp increase Is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord aye bad nonconcurrent with any other live loads. 4) Refer to gilder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 a WAR-verilydeem Aaree..ee and NNdp NOIR OK i® YD ara,Oaa ST= ISSfl PAM 16773 NeOJI TAC Design wed for Lae arty Weh meek connectors. the dept Is booed ant/ upon pmanieters Ocan. and it b on iidNdeal bulling component. Arolicetihe of design commenters an menet ecapwllbn of cmcoiet4 a recmtebily of buicirc designer - not Inas detipner. aacig teen 5Ia lateral w0par101 ndnelpl Web members only .=dda0 a Smarm brach; to issue StaNy Ahq cctrolnClion a the IserenstrigY of the erecta. Atldt rid permanent tramp trine overol rfoclue s ore rsvorsbaly of me puicem *now Fa pend gedree mooting IoDialbn. molly contdl mappe. clattery. eect i Old bra:g.aorael AIOI/RII Cleary crown OSI -e7 orad Kell Wang Component Safely IdenneL.t doiobe from Trym Plate Imefule 583 D'doMo ONa, Madison. WI 53719 rr77 Greenback late • �'�a.CA, 96810Y� NNW Job 070074 Truss J20 Truss Type JACK Oly Ply 1 Job Reference (optlo vel) Alpine Lumber Co., Montrose. Co 6.100 Sep 17 2004 MRee Industries. Inc. Tun Nov 16 06.07 23 2004 Page 1 R14203620 be moo 1-0-10 1-0-10 Scale. 1.5-=1' LOADING (psf) TCLL 40.0 (Roof Snwr-40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.02 BC 0.02 WB 0.00 (Matrix) DEFL In (loc) Udell Lid Vert(LL) -0.00 4 >999 240 Vert(TL) -0.00 4 >999 180 Horz(TL) -0.00 2 rUa cels PLATES GRIP MII20 169/123 Weight 3 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPFS 1650F 1.5E REACTIONS (lb/size) 4=52/0-5-11, 2=41/Mechanical, 3=11/Mechani al Max Horz4=26(load case 7) Max UPIr@4-7(load case 5). 2—21(load case 7), 3=-5(load case 7) Max Grav4=52(load case 1), 2=41(load ase 1), 3=17(bad ase 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-4--45/13. 1-2=-8/8 BOT CHORD 3-4=0/0 BRACING TOP CHORD BOT CHORD Sheathed or 1-0-10 oc purlins, except end verticals. Rigid ceiling dlreddy applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II, condition I enclosed building. With exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed 10 wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow bads have been considered for this design. 3) This truss has been designed for a 10.0 psi bottom chord live load nonooncorrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 A WARIMIO nova dales pe o.r. and Sia Bora ow ren SD AWN) ma Lrflfl nos Nw7493 Slues pea Deign yaks for we only nth M11et connectors. this design 6 based only upon po0aelbs torr. end 6 for On Ircandual bolding corrppent. Applcabily of deign poromenters and proper ikapallIVA1 of component 6 respardiblity oI briery designer - rot Imes designer. hats; mown 6 for lateral supped oI Ydyiauol web members pray. Add/kcal temporay bracing to ewe Flagella dxelg consmreace 6 Me rrparfih or Ire erector. Addlimal permanent boois. of Ire s ovol duclts@ 6 the repvhul eAity of tie a; datioec For Oben gldrpra ee naptp bbw icaion. gooey control. stooge. delivery. erection old bracing. conal Jam scar CMrq. DIB -4' end Kill ala; Csrprere Safety Infermden amiable from rnm dale Ireette. 563 D0rCMlo Ohs. Moaon WI 53719. 777 n.eser Lane • Sud 101I Cain Heights. CA. 95110 MITek• Job Truss Tars Type pry Py R14283621 070074 J3 JACK 1 1 Job Reference (oplbnel) pine Lumber Co.. Montrose. Co. 6.100 s Sep 17 2004 MTek Industries. Inc. Tue Nov 16 06:07:23 2004 Pege 1 5.1615 3x4 111112011 5-10-15 5-10-15 Scale 1.10.5 LOADING(psf) TCLL 40.0 (Roof Snrnr40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 CSI Plates Increase 1.00 TC 0.79 Lumber Increase 1.00 BC 0.37 Rep Stress Ina YES WB 0.00 Code UBC97/ANSI95 (Matrix) DEFL In (hoc) I/defl L/d Vert(LL) -0.07 3-4 >949 240 Vert(TL) -0.13 3-4 >525 180 Horz(TL) 0.08 2 Na Na PLATES GRIP M1120 169/123 Weight: 14 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF -S 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD WEBS 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 4=335/0-5-8. 2=254/MeChanirel, 3=79/Mechanical Max Horz4=78(load case 7) Max Uplift4=-50(load case 5), 2=-92(Ioad case 7) Max Grav4=391(load case 2), 2=304(load case 2), 3=108(load case 4) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 14=361/96, 1-2=87158 BOT CHORD 34=0/0 Sheathed or 5-10-15 oc purlins, except end verticals. FOgld ceiling dllecUy applied or 10-0-0 oc bracing. NOTES 1) This buss has been designed for the wind loads generated by 85 mph winds al 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead Toad, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end vertcals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow bads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconomam with any other live loads. 4) Refer 10 glyder(s) for truss to truss connections. LOAD CASE(S) Standard November 16,2004 A WAAflm Tart* design P=rann aad saes le}8 ON 11 5 AND NOLO= MT= weal rise lB.r4T3 SAM UM Dedgn void la use anyteTek co:necton.11* deegn a bated ody upon camels, tram. cad b kr an Ind -Mud bula,g component. Appicabaty of oesgn paomenfen and proper incapvaeon of component Is reporcGaly of buidrp dstlple- not Aar dekgne. Br shown b tor kneel roPCort of nd 'dual web member coy. Aa Wund bnpday Socha ro Vase stabafy ado; cmthuclbn a IM repallsey of eq sector. Atdlmd permanent Soong of ea neral shackle is Me reporabey of the [SOW designs For gad rygonce repelbW btcalbn. auoaty cannot staap, dearey. section and trOato caret/ AMI/fell aver CIlesi 0912' awl 101 Milking Component Sally IrermvIa, avaiabb from Inns Plate Inalule. 583 C/Onolb Dive. Maoist WI53719. 71n Garet Lawe Sole �1l-t gt, CA, Ie110� Mike .e1 `^ q _ '.S _ 1.Y1J•,.'1�+'` �rr nl-,_�,.,�� _ lu - �.k Job Truss Truss Type Oty Ply R14263622 070074 J4 MONO TRUSS 1 1 Job Reference (optional) Alpine Lumber Co.. Montrose, Co 6.100 s Sep 17 2004 NTek Industries, me The Nov 16 060724 2004 Page 1 7-10-15 7-10-15 2.s4 M1120 3 2 3.00112 4z4 MIQ0= 7,10-15 7-10-15 Sue =1.19.0 Plate Offsets (X.V): 11 0-3-0,0-2-01 LOADING (psi) TCLL 40.0 (Roof Snow --40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina VES Code UBC97/ANSI95 CSI TC 0.70 BC 0.46 WB 0.02 (Matra) DEFL in (hoc) Udell Vert(LL) -0.18 4-5 >509 Vert(TL) -0.35 4-5 >255 Hoa{TL) -0.00 4 Na Lid 240 160 n/a PLATES GRIP MI120 169/123 Weight 35 Ib LUMBER TOP CHORD 2 X 6 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPFS 1650F 1.5E REACTIONS (Ib/size) 5=450/0-5-8, 4.455/Mechanical Max Horz5=1140oad case 6) Max Upli85=-81(load case 5)- 4=-105(load case 7) Max Grav5=525(Ioad case 2), 4=530(load case 2) FORCES (Ib) - Maximum CompressiorUMaxbnum Tension TOP CHORD 1-5=-450/118, 1-2=-07/87, 2-3=1/0, 2J=-455/137 BOT CHORD 45=-107/3 WEBS 14=0165 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bating. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead Toad and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category II, conditon I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 I/ end verticals or cantilevers east, they are exposed to wind. if porches exist. they are not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This buss has been designed for a 10.0 psf bottom chord live Toad nonconarrent wM any other live bads- 4) Refer to girders) for buss to truss connections. LOAD CASE(S) Standard November 16,2004 tl WAaaan . mita deafen parevreerr4 and RIAD ACTIN o0- TAW AM IDQDND ens %esraaafQ Ilea le.r4173 SWORE OS Design vain to We dNr won, Meek connector,. lit deign b baled orVy uoon pa or elan then. and 6 b on kchcl,d baking caredrs,I- Applcabety of dngn paanenten and prope bean: Kronen of component a nwonsbery of Ixuildi'g centre • not ems netlorer. booing loin is for lateral tat of ntlredual web member Only Addso.t temporay bracing to hese slobab ding caehcron 5 to reepar 11r of the of Me oveml ol rfrpreilg l0«briCplpn, quality COntor. sentience lrol, flanQ danent elivery. enation anted berg. come ture e Ins responsible, y p5Far end bulging designer ra Weed guidance Careerwn 1 Sagely So... Bean avoiobe from Trim Rob Ire uta. 583 CrOnobt Drive. Nabob WI 53719 Tr7777 &e.Wele mil• los gree�.rHein CA, 0.Y10 r Co., Montrose. Co. 480 0.100 3 Sep 17 2004 MrTek Industries. Inc. Tue Nov 16 06:07:25 2004 Page 1 9-4-0 44U 44-0 2%4 M112011 7 4 2x4 M1120 11 480 4x4 M1120= 94-0 5 344 M1120= 440 4-8-0 Scar= 1205 '0 40.0 40.0) 10.0 0.0 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.53 BC 0.24 WB 0.22 (Simplified) °EFL in (loc) fide lJd Vert(LL) -0.02 6 >999 240 Vert(TL) -0.03 6-7 5999 180 Hov(TL) 0.00 5 Na Na PLATES GRIP MI120 169/123 Weight 37 Ib 2 X 4 SPF -S 1650F 1.5E 2 X 4 SPF -S 1650F 1.5E 2 X 4SPFS 1650F 1.5E (lb/size) 7=535/058, 5=540/0-4-0 Max Horz7=134(load case 6) Max UPIilt7=-97(load case 5), 5=-124(Ioad case 7) Max Orav7=624(load case 2), 5 630(load case 2) - Maximum CompressioNMaxlmum Tension 1-7=-579/119, 1-2=-7671117, 2-3=-4520, 31=1/0, 3-5s-269/80 6-7=-126/3, 5-6=-121/744 1-6=-94/754, 2-6=-33/126, 2-5=608/168 BRACING TOP CHORD BOT CHORD Sheathed or 8-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. as been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C per UBC97/ANSt95 6 end verticals or cantilevers exist they are exposed to wind. 11 porches enst they are not exposed to atter DOL Increase is 1.00, and the plate gdp increase Is 1.00 snow loads have been considered for this design. as been designed for a 10.0 psf bottom chord live load nonconvlrtent with any other live bads. 1) Standard November 16,2004 v..6e byw Darwin. w4 RIAD lone ar MD AND MCLODm ams asszazars somas f0e7173 WORN os a' use only win Mask connectors. Ink daft 3 boxed oral upon pavneess Poem and is to an ndrklud add p component al design pavmenten and props ncapaolbn of Conponenl k reepartbaN of bund g dlr4ww -not bun dppner. Bracing sow, pout of ndnidrol web rren to s ern. Adblbd temporary braap to nese MGM./ dorm combuclon it ore reyaeCitr of tie 'Ivry pern,onent tozecInto of to overall 'buten is ore resporsIPIty of M Outing dwiww. IV gsrsd Gddmce reparfp oath conla range. dearsy. *ream aid =Op. consult AM/1M piney O114'Ie. Dle•49 and IC311 41i1'p Ca,Oee'd eller OKI101.1,TOrri Imo Mole Waite. 583 U Onoldo Mw. Maden, W153/19. nn &3Sni ba lent is Sul. 109 me reen a. 95310 • Trues Taos Type Oty Ply R14283623 J5 MONO TRUSS 5 1 Job Reference (notional r Co., Montrose. Co. 480 0.100 3 Sep 17 2004 MrTek Industries. Inc. Tue Nov 16 06:07:25 2004 Page 1 9-4-0 44U 44-0 2%4 M112011 7 4 2x4 M1120 11 480 4x4 M1120= 94-0 5 344 M1120= 440 4-8-0 Scar= 1205 '0 40.0 40.0) 10.0 0.0 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.53 BC 0.24 WB 0.22 (Simplified) °EFL in (loc) fide lJd Vert(LL) -0.02 6 >999 240 Vert(TL) -0.03 6-7 5999 180 Hov(TL) 0.00 5 Na Na PLATES GRIP MI120 169/123 Weight 37 Ib 2 X 4 SPF -S 1650F 1.5E 2 X 4 SPF -S 1650F 1.5E 2 X 4SPFS 1650F 1.5E (lb/size) 7=535/058, 5=540/0-4-0 Max Horz7=134(load case 6) Max UPIilt7=-97(load case 5), 5=-124(Ioad case 7) Max Orav7=624(load case 2), 5 630(load case 2) - Maximum CompressioNMaxlmum Tension 1-7=-579/119, 1-2=-7671117, 2-3=-4520, 31=1/0, 3-5s-269/80 6-7=-126/3, 5-6=-121/744 1-6=-94/754, 2-6=-33/126, 2-5=608/168 BRACING TOP CHORD BOT CHORD Sheathed or 8-0-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. as been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C per UBC97/ANSt95 6 end verticals or cantilevers exist they are exposed to wind. 11 porches enst they are not exposed to atter DOL Increase is 1.00, and the plate gdp increase Is 1.00 snow loads have been considered for this design. as been designed for a 10.0 psf bottom chord live load nonconvlrtent with any other live bads. 1) Standard November 16,2004 v..6e byw Darwin. w4 RIAD lone ar MD AND MCLODm ams asszazars somas f0e7173 WORN os a' use only win Mask connectors. Ink daft 3 boxed oral upon pavneess Poem and is to an ndrklud add p component al design pavmenten and props ncapaolbn of Conponenl k reepartbaN of bund g dlr4ww -not bun dppner. Bracing sow, pout of ndnidrol web rren to s ern. Adblbd temporary braap to nese MGM./ dorm combuclon it ore reyaeCitr of tie 'Ivry pern,onent tozecInto of to overall 'buten is ore resporsIPIty of M Outing dwiww. IV gsrsd Gddmce reparfp oath conla range. dearsy. *ream aid =Op. consult AM/1M piney O114'Ie. Dle•49 and IC311 41i1'p Ca,Oee'd eller OKI101.1,TOrri Imo Mole Waite. 583 U Onoldo Mw. Maden, W153/19. nn &3Sni ba lent is Sul. 109 me reen a. 95310 • Job 070074 Truss J7 Truss Type MONO TRUSS Oy 4 Fly 1 Job Rebrawa (opeuS) R14283624 Alpine Lumber Co., Maltase, Co. 1 Sad 6.100 s Sep 17 2004 MRek Indus6m9, Inc. rue Nov 16 0697:26 2004 Page 1 10-7.0 5-34 sse 2x4 MII2011 4 5 sse 10-14 6.38 54.8 Scale= 110.9 Plate Offsets (X,Y): f1.0-3-8 Edge] LOADING (psf) TCLL 40.0 (Roof Snow 40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANS195 CSI TC 0.68 BC 0.33 WB 0.92 (Simplified) DEFL in (loc) Wen Vert(LL) -0.02 6-7 >999 Vert(1..) -0.05 6-7 >999 1-lorz(TL) 0.02 6 Na L/d 240 180 n/a PLATES GRIP MI120 169/123 Weight: 37 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E 'Except' 3.62 X 4 WW Stud SLIDER Left 2 X 4 WW Stud 2-8-2 REACTIONS (Ib/size) 1=619/0-5-8, 6=624/Mechanical Max Horz1=138(load case 6) Max Upl)h1=-113(load case 5), 6=-139(load case 5) Max Grav1=722(load case 2), 6=727(load rase 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-1159/168, 2-3=-1159/168, 3-4=47/18, 45=-1A, 46=307/91 BOT CHORD 1-7=-181/1085. 6-7=-181/1085 WEBS 3-7=0/206, 36=-1146/227 BRACING TOP CHORD BOT CHORD Sheathed or 5-06 oc purlins. except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This Miss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level. using 5.0 psi top chord dead load and 5.0 psf bottom chord dead Toad, in the gable end roof zone on an occupancy category II. condition I enclosed building, mei exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cenblevers est, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and Bre plate 9dp increase Is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This truss has been designed for a 10.0 psf bottom chord live load norooncurrent with any other live loads. 4) Refer to girder(s) for truss t0 truss connoctons. LOAD CASE(S) Standard November 16,2004 A vum°- rev* edam parmweer• and arca evraa care An aaeDraeD epee WSSan PACS m7473 mOnem Design ord la ala only w,AMOek connectors. em dedgn O mead asy upon paameMn d+a+k cad is la m l,did>7l bridng Conponenl. Andeabah of days paromenien and crapes incaporaeon of co pa,enl b,w..a.ay of bpaiq dentine- not KM dedgner. &oris rtpwn a la Word DAMN Of rdvola, web member oNy. Aa9lbnd lanpavy bmriag to Pare stabllly drip cmMmalbna aye fenrcedionh of ma erector. eacirlfOnd ni bracing of We overal Onxiise me respordbily of to biding designer. Far general gbh:lance receding Iabrtoeav wady caerol. sIoroge. deicer/. a ecflon a,d tracing. canon AIay1Nl Quay Olinda. Dna and IC91 Outing Gnyae,l Idaly bearmaem avoioble nom Inds Plate institute. 583 DO,SO Wed Modbort W166719. 7771 Greenback tans Sob 109 Cram nesgse. U 96610 Mfreks •es ., Job Truss Tama Type Ory Ply R14283625 07007-4 19 JACK 1 1 Job Reference (op1101a0 pine Lumber Co.. Monose. Ga. 4-2-9 6.100 s Sep 17 2004 MITek Industries, Ina Tue Nov 16 060727 2004 Page 1 8-4-15 4-2-8 4-2-7 2x4 MI120 344 MI120= 9+15 344 MI120= 9+15 Scale= 119.3 LOADING (psf) TCLL 40.0 (Roof Snow, -40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/AN5195 05I TC 0.40 BC 0.54 WB 0.36 (Simplified) DEFL in (Ioc) gde6 Vert(LL) -023 5-6 >420 Vert(TL) -0.46 5-6 >210 Horz(TL) 0.01 5 Na Lid 240 180 rVa PLATES GRIP M1120 169/123 Weight: 31 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E 'Except' 2-62 X 4 WW Stud. 2-52 X 4 WW Stud REACTIONS (Ib/size) 6=480/65-8, 5=485/Mechanicel Max Hoa6=124(load case 6) Max Upl81fi=-86(Ioad case 5), 5=-112(load rase 7) Max Grev6=560(Ioad case 2), 5e565(load case 2) FORCES (Ib) - Maximum CompressloniMaximum Tension TOP CHORD 1-6=244/76, 1-2=032, 2-3=-41/19, 34x-1/0, 358-242/72 BOT CHORD 55=146348 WEBS 25=-595/136,25=-598/197 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc purlins, except end verticals. Rigid calling directly applied or 10-0-0 cc bracing. NOTES 1) This truss has been designed for the wind bads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead bad and 5.0 psf bottom chord dead load. in the gable end roof zone on an occupancy category II, condition I enclosed building. with exposure C ASCE 7-95 per UBC97/AN5195 11 end verticals or cantllevers exist, they are exposed to wind. 11 porches exist, they ata not exposed to wind. The lumber DOL increase is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow Toads have been considered for this design. 3) This buss has been designed for a 10.0 pat bottom chord live bad nonconarrent with any other live bads. 4) Refer to girder(s) for buss to truss connections. LOAD CASE(S) Standard November 16,2004 rr WAMPUM - aeia, deign taw=rose and MAD NOTES dr T® AND DICLOIMD WITS 5OraOR PAGE 110+7478 IMO= pa Deter raid IQ use oNy win PAR* connects. The dS is based orgy upon pwamebs Mown. ad's la on exaritlud baking component. Appecob*y of deign paomenten and proper iobrparaeon of component it rewondlaMy of bui*p dm¢er- not xun designer. aov9 Yowl e Ica bbd succo 1 or ind.oud web membra only. AaJXmol Iwnpway DOOM b icon slobelty Marks; cwesuence o ase respwebiry of ase erector Addaand permanent baaM of the oveoe seuctwe sae respoegity of me b'iaM denser. far gserd (airforce regw6M robdcaeon. coo* coned. Omaha. damn?. section and aD&Q. COSMO ANS/TPII Ovally pima RS -M ud ICD1 eaMM Component Safety klamnaaen oralobb bcm rrun Pole Irealute. 563 00koeb DAs. Motion WI 537Ia. 7777 Gnmeaa l.w • sus 101 NgM4 CA ratio Moak' Job Tams Truss Type Ofy Pty R14283626 07007-4 J9 JACK 1 1 Job Reference (corneal Alpine Lumber Co., Montrose, Co. 6.100 s Sep 17 2004 MFTek !newness. Inc. Tue Nov 16 06 0728 2004 Page 1 &415 6-4-15 2x4 M11201I 2 2x4 MI120 11 64-15 4x4 M1120= 6-4-15 Sada +1'17.1 LOADING (psf) TCLL 40.0 (Root Snow -40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANS195 GSI TC 1.00 BC 0.30 WB 0.06 (SimpllMd) DEFL in (hoc) Oleg Vert(LL) -0.07 4-5 >995 Vert(TL) -0.14 4-5 >498 Horz(TL) -0.00 4 rVa L/d 240 180 Na PLATES GRIP M1120 169/123 Weight 23 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E 'Except 1-42 X 4 WW Stud REACTIONS (Ib/size) 5=360/0-5-8, 4=365/Mechanical Max Haz5=101(load case 6) Max UpII65=-64(bed case 5). 4=-87(Ioad rase 7) Max Gravy 420(Ioad case 2), 4=425(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5=360/94, 1-2=-44/6. 2-3=-1/0, 2-4=-365/111 51111 BOT CHORD 4-5=92/5 WEBS 1-4=-0/73 BRACING TOP CHORD BOT CHORD Sheathed, except end verticals. Rigid outing directly applied or 10-0-0 oc bracing. NOTES 1) This truss hes been designed for the wind loads generated by 85 mph winds at 25 ft above ground level. using 5.0 psf top chord dead load and 5.0 pen bottom chord dead load, in the gable end roof zone on an occupancy category 11, wnditlon I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist they are exposed to wind. H porches exist, they are not exposed to wind. The lumber DOL increase is 1.00, and the pate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This buss has been designed for a 10.0 psf bottom chord live load nommncurrent with any other live loads. 4) Refer to girder(s) for truss to truss connections. LOAD CASE(S) Standard November 16.2004 A M4a1IDe. err* design paramour. end READ 11O1n— Tim AND DIIaJ.o ilii Enna lam 1111r41a aslesS Dort Desire veed for we only wen Maek connecters. lite denajt IS Doled alar upon paarerel awn. ate Is lot on ifledrd baking component. erfor tele i of clown parornenters and proper ncorparotion al comparene is wppon d rr, y web members or�lr nerTavy teach; h sbbMy Ono cbrsNcctbn s lie resp. ty of Me erecter Addldnd permanent brag 01 ere overall skucNe a to rewordbery ol the baking desire. For Denser guidance nffraelleg fa&Ocelot Wath caged. 'forage. deYvary. erection and boolg. earn. ANS/MI Quay Creed. 9e -e9 IS SCSI Wee 02111.1 nerd ldety eeanmeeel avadble from Inas Plate institute. 581 DOnaeb 6Ne. Abater.. *151719. 7717 GiwOCI ler Suie rte.Va.a ma�� Mirele eY Job 070074 Truss K Truss Type SPECIAL Oty 9 Ply 1 JJ R1428362r Job Reference (upibnel) Alpine Lumber Co., Mommse, Co. 2-9-3 5-2-14 7-4-0 9-5-2 6.100 Sep 17 2004 MRek Industries, Inc Tue Nov 16 0817:29 2004 Page 1 11-10-13 2-9-3 2.03 12 2511 2-1-2 12.00112 5412 M1124= / /// 443 MI12011 4 2-1.2 5412 MI120= 2611 54 M1120= 3x5 M1120= 2 34 M1120= e 14-&0 2.5-3 1 546 MI120= 7 344 MII20 2-9-3 13 3410 MII20 200 12 5-2 14 11 12 6410 MId0= 34 MI120= 7-4-0 9-5-2 10 34M1120= 11-1013 9 3410 MII20= Inc 3x41112011 2-9-3 2-5-11 2.1.2 2-5-11 2.43 Scale =1.31.1 LOADING (psi) TCLL 40.0 (Roof Snow 4O.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc: VES Code UBC97/ANSI95 CSI TC 0.50 BC 0.75 WB 0.72 (Matra) DEFL In (loc) Udell L/d Vert(LL) -0.2611-12 >659 240 Ven(TL) -0.39 11-12 >439 180 Horz(TL) 0.17 8 nia n/a PLATES GRIP M1120 169/123 Weight: 56 Ib LUMBER BRACING TOP CHORD 2 X 4 SPF -S 1650F 1.5E TOP CHORD BOT CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD WEBS 2 X 4 SPF -S 1650F 1.5E *Except 2-132 X4WW Stud, 3-12 2 X4WW Stud, 3-112X4 WW Stud 5-11 2 X 4 WW Stud, 5-102 X 4 WW Stud, 6-92 X4 WW Stud Sheathed a 333 cc purlins, except end verWals. Rigid ceiling directly applied or 10-0-0 cc bracing. REACTORS (Ib/size) 14=663/03-8, 8=863/0-3-8 Max Harz 14—74(Ioad case 5) Max Up1ift14=128(load case 7), 8=-128(I3ad rase 8) FORCES (Ib) - Maximum Compresslon/Maximum Tension TOP CHORD 1-14=-827/147, 1-2=-2478/373, 2-3=-3634/512, 34=-1901238, 4-5=-1901/261, 5-6=3634/455, 6-7=-2478/342, 7-8=-827/138 BOT CHORD 13-14=941283,12-13=3992445, 11-12=-508/3545, 10-11=-398/3544, 9.10=3132445, 8-9=44283 WEBS 10302/2146. 2-13=-556/115, 2-12=-129/1160, 3-12=477185, 3-11=2135/372, 4-11=-268/2225, 5-11=-2135/346, 5-10=477/92, 6-10=156/1160, 6-9=556/107, 7-9=-2722146 NOTES 1) This truss has been designed for the wind bads generated by 85 mph winds at 25 ft above ground level. using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone on an occupancy category II. condition 1 enclosed building, with exposure C ASCE 7.95 per UBC97/AN5195 Ir end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.00. and the plate grip increase is 1.00 2) Unbalanced snow loads have been considered for this design. 3) This Buss has been designed for a 10.0 psf bottom chord live load norcencurrenl with any other live loads. 4) Beanng at joint(s) 14, 8 considers parallel to grain value using ANSUrPI 1 angle to grain formula. Building designer should verily capacrty of bearing surface. LOAD CASE(S) Standard November 16,2004 Waalmlp . Pnlfl design D= erep=n w AVID MOMS Off Ten ARD a1QDYm RQ afeaa5Q r40f amT473 Yleaa eel pecan wso fa use only win Wet connectors. me deep. I bated 0* upon paoneten Cart and I for an Mftlhd W19g component Appicab4ty of deign poromenrea and pops incorponwon of carporem I rmyordaity of butting angle - not Iva degtrler. eoctg Yawn e fa lateral support orworwer..ai web members Amy Addlrmcl tempaay bang lo iwa ibbaly &Rina cweuctbn Ise repay ah dee e.Clar. Mannon permanent bacsg of me weal Pucks* if we .sponribity of We Parma deeper. For genera guidance rearming fobncalbn. quality coned. aaoge. dellen. section and Mochg. canWI ACM oery n51r1a. mrar aid Kat Sulam camper Sob* I.bmaawr avorabb frau /run Rae Ireeerle. 583 00104la OM. Madsen. w 51719. 7777 Oreweerm Lela On'/SIa114 CA 16610 MRek' 4rr.cm-�, �, . . t S.1.4 1'3, Job 070074 Truss K2 Truss Type JACK Oty 12 Ply 1 814263826 Jab Reference (potions() MPtrr Lumber Co,.Montrose. Co. 444 658 6.100 a Sep 17 2004 Wee Industries, Inc. Tue Nov 16 06.07:30 2004 Page 1 1028 244 MI120 II 4-44 44 MIQO= 2 4-1-0 3.00 12 3x4 M1120= 3 2.22 448 M1120= 4 3M M1120= 8-2-12 548 M1120 = 5 345 M1120", 344 MIQO= 8.00 r, 10-8-0 6-2-12 a2 -+z 2.22 Sub = 1.229 Plate Offsets (X Y): 16:0-64 0-241 LOADING (psf) TCLL 40.0 (Roof Snow 40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina YES Code UBC97/ANSI95 CSI TC 0.40 BC 0.55 WB 0.39 (Simplified) DEFL le (loo) Vert(LL) -0.27 6-7 Vert(TL) -0.53 6-7 Horz(TL) 0.01 6 1/deft >373 >187 Na Lid 240 180 Na PLATES GRIP MI120 169/123 Weight: 43 Ib LUMBER TOP CHORD 2 X 4 SPFS 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 WW Stud 'Except' 4-5 2 X 4 SPF -S 1650F 1.5E, 1-7 2 X 4 SPF -S 1650F 1.5E OTHERS 2 X 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 5=-82/Mechanical, 6=856/0-5-6, 7=453/0-5-8 Max Horz7=125(Ioad case 6) Max Uplift5=-102(Ioad case 2)• 6=-207(load case 5), 7=-71(load case 5) Max Grav5=35(Ioad case 5), 6=1007(load case 2), 7=527(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-0/31, 2-3=-591153. 34=26/17, 4-6=-124/32, 1-7=240/75 BOT CHORD 6-7=161/472.5-6=-213/64 WEBS 2-6=-667/220, 3-6=538/141, 3-5=-37/217, 2-7=-514/105 BRACING TOP CHORD BOT CHORD Sheathed or 10-0-0 oo purlins, except end verticals. Rigid ceiling directly applied or 8-0-0 Pc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 paf top chord dead bad and 5.0 paf bottom Card dead load, in the gable end roof zone on an occupancy category II, condition 1 enclosed budding, with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to vend. !loathes eclat. Otey are not exposed to wind. The lumber DOL inaease is 1.00, and the plate grip increase is 1.00 2) Unbalanced snow Toads have been considered for this design. 3) Overhang has been design for 2.00 times live Toad + dead load. 4) This truss has been designed fora 10.0 psf bottom chord live Toad nonconcurrenl with any other live bads. 5) Refer to girder(s) for buss to truss connections. LOAD CASE(S) Standard November 16,2004 wAalma)- Trf/y e.rga petunias. and ILA. 11137118 s 1a ISD aaaDsa oma WSW= Plea aD.fafs WORM UM Design void Ice use only with MTek ccrwctai. IIs aweigh s bored only won paomebn grown. ad Is fa ph bddidld bldg caryarnt. APoICobaly of deur DoromeMFs bad crow ilcbrporbeah of mrlpaenl a nworeWty of 0pUai6tpp deign/ not a1c downer. 9rocing ibwn 11 for lateral aippal or nWrtpi web members only. Addlbnd tenway bracing to face slab./ deeg caem cbse me resPoostlly of fix fo totlon�a+o h ofonat wed. storage. delIM. se n s tromp of we oven,' � booting. c MDVTPII the biding ckeigner. 1 Ot Dila ape (piaci M 9 Adores � Saler/ IAantaem ovolable from Inas Plate Ineluta, 583 DOrprt Drive Macon w153719 7T/7 Gselrarl lar p • Ono 109 Heght a 99610 4 D1311%k• IW Job Truss Truss Type 00 Pty R14283829 078874 %GD GIRDER 2 2 Job Reference (cpaone0 Alpine Lumber Co.. Montrose, Co. 4-10-0 8.100 s Sep 17 2004 MITak etlusmes, Inc. Tum Nov 16 0807:31 2004 Page 1 98-0 4-10-0 74-10 MI120= 24-418112011 2 4-00-0 Sale a 1.16.9 7x10 M1120= 3 6 4.10 MII20 1 4-100 5 4.12 M1120= 98-0 4 4x10M1120 11 4-10-0 4-10-0 LOADING (psi) TCLL 40.0 (Roof Snav==40.0) TCDL 10.0 BCLL 0.0 BCDL 100 LUMBER SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr NO Code UBC97/ANSI95 CSI TC 0.57 BC 0.56 WB 0.42 (Matrix) DEFL in (loc) I/dell Ven(LL) -0.06 5 >999 Vert(TL) -0.09 5 >999 Horz(TL) 0.01 4 Na Lid 240 180 n/4 - PLATES GRIP MI120 169/123 Weight: 99 Ib TOP CHORD 2 X 6 SPF -S 1650F 1.5E BOT CHORD 2 X 6 SPF -S 1650F 1.5E WEBS 2 X 6 SPF -S 2100F 1.8E 'Excepts 1-5 2% 4 SPF -S 1650F 1.5E, 2-5 2 X 4 W W Stud 3-5 2 % 4 SPF -S 1650F 1.5E REACTIONS (Ib/size) 6=3833/Mechanical. 4=3833/Madlanial Max Hoa6=-64(load ase 5) Max Uplif6=-763(load case 5), 4=-763(bad case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1{=2924/612, 1-2=-5708/1144, 2-3=5706/1144.34=-2924/612 BOT CHORD 5-6=-332/1455, 4-5=-303/1455 WEBS 1-5=-399/4492, 2-5=-2112/487.3.5=-903/4492 BRACING TOP CHORD SOT CHORD Sheathed or 6-0-0 cc purlins. except end ventrals. Rigid ailing directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply buss to be connected together with 0.131'x3' Nails a follows: Top chords connected as follows: 2 % 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc 2) ANI loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) This tress has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead bad and 5.0 psi bottom chord dead load, in the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI9511 end verticals or andlewers exist, they are exposed to wird. If porches east, they are not exposed to wind. The lumber DOL increase is 1.00, and Me plate grip Increase is 1.00 4) Provide adequate drainage to prevent water ponding. 5) This buss has been designed for a 10.0 psf bolbrn diad live load noncondment wMI any other Me loads. 8) Refer to girder(s) for truss to truss oonnections. 7) Girder antes de -in span(s): 11-0-0 from 0-0-0 to 9-8-0 LOAD CASE(S) Standard 1) Snow Lumber Inaeaa=1.00, Plate Inaease=1.00 Uniform Loads (pli) Ven: 1.3=-550, 4-6=-282(F=-262) November 16,2004 A WARM - Vat Assign moaner. and MLD AVM pa 7r' conn DICLUDZDNZINE 101aaaYi PAW 101.114f3 WOES Galt Olsson void r4- wee only oxen Mild( connectors. 1114deep' k Deed army upon poamalers a,wn Olde for an kdvk4d busbc co roam. aberty of dawn ten and paps neon:colon of building destroy • eA l buss moors. Isom 'norm to Wte-at suppa1 oI �l web rrwmbb, wef. 4-p! Idalcarrmorsenth Irlpovy bpvq 10 bare dotty d/bp colarvonnt 1b 111* QCMS. 6rr4ppO.byilqly of the erecta.ACdlbnd permanenr board of Ins 010011.cta bine robaty of 111 Cubing dater. far gambolgambolguidons terr18er btricpxmar . wcontra. slapga. delvery. erac%on and ba41 odq. caAlptgrll Oe$af e. .-a7 and a�N I Yiq C Safety IM.,Sn available from Truss Rate Imaub. 581 pgrcMb Dive. Modkon. W153719. Sub 109 Cam 11aj116, CA. 05m10 • 2�tY.f$t'rt. StinakiliaatibeaSSaadal- Job Thies Truss Toe Oty Py R14283630 070074 KG01 GIRDER 2 ... 2 Job Reference (optional) 34-0 6.100 s Sep 17 2004 Welt Industries. Inc. Tue Nov 16 06A7:32 2004 Page 1 6-&0 3-4-0 1 7x10 M1120= 2.4 MI120 11 2 34-0 7x10 MI120= 3 5 2x4 MI1201' 3-4-0 5 . 3x12 M1120= 64-0 4 2a4 MI12011 34-0 340 Scale = 1.14.5 LOADING (psf) TCLL 40.0 (Roof Snow40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ines NO Code UBC97/ANSI95 CSI TC 0.27 BC 0.17 WB 0.31 (Matrix) DEFL in (loc) I/dell Vert(LL) -0.02 5 >999 Vert(TL) -0.03 5 >999 Horz(TL) 0.00 4 nia Ud 240 180 n/a PLATES GRIP MI120 169/123 Weight: 69 Ih LUMBER TOP CHORD 2 X 6 SPF -S 1650F 1.5E BOT CHORD 2 X 6 SPFS 1650F 1.5E WEBS 2 X 4SPFS 1650F 1.5E REACTIONS (Ib/size) 6=2654/Mechanical, 4=2654/Mechanical Max Horz6=-64(Ioad cue 5) Max UpIift6=-532(load case 5), 4=-532(toad case 6) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-6=-2209/461. 1-2=-2939/598, 2-3=-2939/598, 34=2209/461 BOT CHORD 55=48/50, 4-5=-14/18 WEBS 1-5=664/3276.2.5=1979/446, 35=-664/3276 BRACING TOP CHORD BOT CHORD Sheathed or 6-0-0 oc pudlns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2 -ply truss to be connected together with 0.13153' Nails as follows: Top chords connected as follows: 2 X 4 - 1 row a10-9-0 oa 2 X 6 - 2 mws at 0-9-0 cc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oa Webs connected as follows: 2 X 4 - 1 row at 0-9-0 aa. 2) All loads are oonsdered equally applied to all plies, except tf noted as from (F) or back (B) face in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only Wads noted as (F) or (B), unless otherwise indicated. 3) This trues has been designed for she wind Wads generated by 85 mph winds at 25 ft above ground level, using 5.0 psi top chord dead load and 5.0 psf bottom chord dead load, in the gable end roof zone an an occupancy category 11, condition 1 enclosed budding. with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers est, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL Increase is 1.00, and the plate grip increase is 1.00 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0 psf bottom chord live load norltoncurrenl with any other the loads. 6) Refer 10 girder(s) for tnae to truss connection. 7) Girder camas tie-in span(s): 11-0-0 from 0-0-0 to 6-8-0 LOAD CASE(S) Standard 1) Snow, Lumber Increase=1.00, Plate Increasee1.00 Uniform Loads (elf) Vert 1-3=-550, 45=282(F=-262) November -16,2004 A Wlarand- verity design paraeaeas ad MAD aomn n 1 5 16 AQJmee SSA aPYYO PAGE 11114473 311051 pat � Ion we oil wtm raw connectors. nes dear a hosed on pva etel yun =Woe bfa an i a.mi Maine emwnnr. assign porvnenten and paper edarpatollwi of corrporen b na+wabiy of di p dears - not ba dexter. todng fovea b to Iaba support of rdmdual web member arty. yddtosd Ierwosory bracing to Saxe OMAN dtafig taaauctn b ae responeblty Wine erector. Mailtna permanent bacng of the antral ncclya b the ragorSbly d he bflg ddgter. For general %Ma ce reg -'3 Wbkueon death conedl stooge. oshey. erection ad bred . coma /Lfa/1PIl abaft Oka Mat ad I1 bey Cgrad Sar 1y efannar avdaals Iran nun Plate 11111111210. SW VOrtaa6 Dirt M0 fl WI 53719. 7777 Diss Lan ret ata • • �e,Ilk a. Job 070074 Truss XGD2 Truss Type GIRDER Oty IPy 2 i 2 R14283631 Job Reference (opacrel) Alpha Lumber Co., Monose, Co. 9 2-100 6.100s Sep 17 2004 Wet !mousses, Inc Tue Nov 16 0697:33 2004 Pegs 1 54-0 2-160 7x10 MI120= 2x4 M1120' I 2 2-10-0 Tx10 M1120= 6 $ 4 • 300 MI120= 2,4 M112011 244 Wt20 2-10-0 54-0 2-10-0 2-100 Scale a 1-144 LOADING (psi) TCLL 40.0 (Roof Snow -40.0) TCOL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Ina NO Code UBC97/ANSI95 CSI TO 0.19 BC 0.13 WB 0.22 (Matra) DEFL In (hoc) I/dell Vert(LL) 0.01 5 >999 Vert(TL) -0.02 5 >999 Horz(TL) 0.00 4 Na Lid 240 180 Na PLATES GRIP M1120 169/123 Weight: 60 Ib LUMBER TOP CHORD 2 X 6 SPF -S 1650F 1.5E BOT CHORD 2 X 6 SPFS 1650F 1.5E WEBS 2 X 4 SPFS 1650F 1.5E REACTIONS (Ib/size) 6=2237/Mechanical, 432237/Mechanlcal Max Horz8=-64(load case 5) Max Uplift6=451(load case 5). 4=451(bad case 6) FORCES pb) - Maximum Compression/Maximum Tension TOP CHORD 1-0=-1652/389, l-2=-2055/423, 2J=2055/423, 34a-1852/389 BOT CHORD 545=46/50.4-5=-14/18 WEBS 1-5=4882379, 2-5=-1650/372, 3-5=4882379 BRACING TOP CHORD SOT CHORD Sheathed or 5-8-0 oc purlins, except end ventrals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) 2-oly truss to be connected together with 0.131'4' Naas as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows al 0-9-0 cc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies. except 11 noted as front (F) or back (B) fare in the LOAD CASE(S) section. Py to ply connections have been provided to distribute only loads noted es (F) or (B), unless otherwise indicated. 3) This truss has been designed for the wind loads generated by 85 mph winds ^.125 flare ground level. using 5.0 psf top chord dead load end 5.0 per boron chord dead load. in the gable end roof zone on an occupancy category 0, condition I enclosed building, with exposure C ASCE 7-95 per UBC97/ANSI95 11 end verticals or cantilevers send, they are exposed to wind. If porches exist. they em not exposed to wind. The lumber DOL increase is 1.00, and the plate grip Mamma is 1.00 4) Provide adequate drainage to prevent water ponding. 5) This miss has been designed for a 10.0 psi bottom -Mrd live bad nonconaarent with any other live loads. 6) Refer to girders) for truss to buss connections. 7) Girder conies Oe -In span(s): 11-0-0 from 0-0-010 5.8.0 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.00, Plana Increase=1.00 Uniform Loads (pit) Vert 1-3=-550, 441=-282(F=-262) November 16,2004 AA sumo. Veva d=elp, para. and MAD AWNS ON TAN tie. nacre Mrd 1.1125WICI -AOS JRssn arVeaa all D44pn veld lo use only aim /,trek convector,. lhb de lm b Owed only upon pommels, sown. and Is loran ndvkttol tulip component. en�twitp�0Not� bus �Amoy er bbf tof I =smembe, Ackellan0! l troche sb daYgcasuc1bore,pomslaiy of the erector. Addtiond permanent brachia of It ovate ,huclun is lie usWebBy of ee bte6p detlpwr. For pend gddorte lobicabn. wally contra shape. delivery. section Ord tracing. Gadd Arm/lrll Quay 011010. tAM and ,Cal Bulangtneel Solely Mennaaon avolubb tram Tnaa Pee Wafture, 583 DOtoMo Delve. Maim. w19719. - .f. ii II yr ..LfS a ialbiLe ..a a isla''LF,ai in i Joe 07007-4 .. Truss KI Truss Type JACK Ory 11 Fly 1 R14283632 Job ReferenceMamie) . Mahone. O. 2-8-0 300 MI1201, 2-0-0 2-6-6 Set MII20.2 2-6-6 a1 -to 6.100 a Sep 17 2004 MRex Industries, be Tire Nov 16 06.07:34 2004 Page 1 9 Scow =1.18.9 Plate Offsets (X,Y): (2:0-3-7,0-1-8] 13:0-2-0,0-0-121 LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber increase 1.00 Rep Stress Incr YES Code UBC97/ANSI95 CSI TC 0.17 BC 0.05 WB 0.09 (Matrix) DEFL in (lot) Udell Vert(LL) -0.00 3-4 >999 Vert(TL) -0.00 3-4 >999 Horz(TL) -0.00 3 n/a Ud 240 180 nfa PLATES GRIP 1.11120 169/123 Weight 14 Ib LUMBER TOP CHORD 2 X 4 SPF -S 1650F 1.5E BOT CHORD 2 X 4 SPF -S 1650F 1.5E WEBS 2 X 4 SPF -S 1650F 1.5E 'Except' 242 X 4 WW Stud REACTIONS (Ib/size) 4=143/0-5-8. 3=142/Mechanical Max Horz4=126(load case 7) Max Uplif 3=-127(Ioad case 7) Max Grav4=166(load case 2), 3=166(load case 2) FORCES (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-81/96, 1-4=-143/103 BOT CHORD 34=-21/21 WEBS 2-3=142/139, 2-4=-199/28 BRACING TOP CHORD BOT CHORD Sheathed or 2-8-0 et puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES 1) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead load and 5.0 psf bottom chord dead load. In the gable end roof zone on an occupancy category 11, condition I enclosed building. with exposure C ASCE 7-95 per UBC97/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed 10 wind. The lumber DOL Increase is 1.00, and the plate grip increase S 1.00 2) Unbalanced snow loads have been considered for this design. 3) This Truss has been designed for a 10.0 p81 bottom lord the load nonconcurrent with any other live beds. 4) Refer to girders) for buss to truss connection. 5) Bearing at Join(s) 4 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. LOAD CASE(S) Standard November 16,2004 WAE1al0 . 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