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Home My WebLink AboutApplication- PermitJoh Address Nature of Work Use of Building Owner GARF1 LD COUNTY BUILDING, SANITATION and PLANNING DEPARTMENT 109 8th Street Suitc 303 Glenwood Springs, Colorado 81601 (303) 945-8212 0931 Huebinger Drive, Westbank Mesa, Lot 36, Glenwood Springs Building Permit Single Family Dwelling w/4 Car Garage & 4Bay Shop Randy Crenshaw Contractor Owner Amount ott'crrnit £ 2,874.71 Permit: 1,742.25 Plan : 1,132.46 Paid $1031.71 Date August 25, 1997 S. Archuleta Clerk BUILDING PERMIT APPLICATION OARFIELD COUNTY, COLORADO Applicant to complete numbered spaces only. PERMIT NO. PARCEIISCHED NO. Joe ADDRESS o' 1 Hu e i i1' &e ? R D ,� v 2 %" 1 1 LEGAL LOT NO, 36 DESCR. BLOCK {� h j SUBDIVISION Wes. ,..,1< K _ lCk P. 11.1) , 'r' 1 ` f Vl q 4- trY 6 W[ 2 OWNER ci) CYeK5 L V4/ A� �Kj ADDRESS 012.3 t 1 ai.) �� I[(I PH.9 1,5" - 4,478 WK. PH. 3 CONTRACTOR RAA) Ctems L 1 ADDRESS PH, LICENSE NO. 4 ARCHITECT OR DESIGNER I` 8MIe r Ln[KG, LKC, ADDRESS PH. LICENSE NO. 5 ENGINEER jek gim S by,, _.4 u JdiA} ADDRESS PFI. LICENSE NO. 6 S.F OF BUILDING 3 (Oo S.F OF LOT if3c 60 x E.07 HEIGHT NO. OF FLOORS unf ..ts,„-j1{ - 7 USE OF BUILDING .pturu„y PC.54fievnCQ. 8 CLASS OF WORK: ANEW ❑ ADDITION ❑ ALTERATION .rt REPAIR ❑ MOVE D REMOVE 9 DESCRIBE WORK: MpLIH 60.,..,...5,_ Z3 X Z 3 -1_ calejt- 13ac zo X zQ = 9Z 9 J Reu,..4 La IN zgAx = X9676 10 GARAGE SINGLEDOUBLE CARPORT SINGLE DOUBLE DRIVEWAY PERMIT ON SITE SEWAGE DISPOSAL PERMIT SITE PLAN 19t25 .pb K FEE • ?� 'E,�MI1T EE 7,15A, �T`+� 1 1 /� `y VALUATION OF WORK: S ADJUSTED 2 yC) ifs: ! 3/ SPECIAL SCHOOL IMPACT FEE NO. OF BUILDINGS ON PARCEL J USE OF BUILDINGS NOW ON PARCEL CONDITIONS' f _: 1 f y � y R d " �T TOTAL FEEJ7492�.?!% g 000. GRR) -�+L/LG. CONST. TYPE i /V NOTICE J SEPARATE PERMITS ARE REQUIRED FOR ELECTRICAL„ PLUMBING. Y'.NTILATING OR AiR CONDITIONING, THIS PERMIT BECOMES NULL AND VOID IF WORK OR CONSTRUCTION AUTHORIZED NOT COMMENCED WITHIN 180 DAYS. OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 180 DAYS AT ANY TIME AFTER COMMENCED. I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICA.TICN AND THE SAME TO BE TRUE AND CORRECT ALL PROVISIONS OF LAWS AND ORDINANCES GOVERNING THIS TYPE OF WORK WILL SE COMPLIED WITH WHETHER SPECIFIED HEREIN OR NCT THE GRANTING OF A PERMIT COES NCT PRESUME AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE LOCAL LAW REGULATING CONSTRUCTION OR THE PERFORMANCE CONSTRiJCy 4.1. / ��/GI (Date) 7/1/ 9g, WATER SUPPLY Q� DATE PERMIT ISSUED d -- .F7 HEATING. SPEc1ALAPFRovALs REQUIRED REc r Et1 NOT REQUIRED IS WORK IS KNOW ZONING HEALTH DEPT. FIRE DEPT TO GIVE CR OF SOIL REPORT SETBACKS FLOOD HAZARD rehire of Contractor or authorized agent ha • g r "7 / read and un.e pod non entApproval l. ae A& A a. • MANUF. HOME Bu idrng Deoarnent Aoprovald Tanning De,- I. OTHER—PSIIS 1 6r 0 d AGREEMENT 1,? -%4_ PERMISSION IS 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 QF THE ISSUANCE 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 30.28.201 CRS AS AMENDED. THE SIGNER FURTHER AGREES THAT IF THE ABOVE SAID ORDINANCES ARE NOT FULLY COMPLIED WITH IN THE LOCATION, ERECTION, CONSTRUCTION AND USE OF THE ABOVE DESCRIBED STRUCTURE. THE PERMIT MAY THEN BE REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMIT 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 THIS CODE OR ANY OTHER ORDINANCE OR REGULATION OF THIS JURISDICTION. THE REVIEW OF THE SUBMITTED PLANS AND SPECIFICATIONS AND INSPECTIONS CONDUCTED THEREAFTER DOES NOT CONSTITUTE AN ACCEPTANCE OF ANY RESPONSIBILITIES OR LIABILITIES BY GARFIELD COUNTY FOR ERRORS, OMISSIONS OR DISCREPANCIES. THE RESPONSIBILITY FOR THESE ITEMS AND IMPLEMENTATION DURING CONSTRUCTION RESTS SPECIFICALLY WITH THE ARCHITECT, DESIGNER, BUILDER AND OWNER. COMMENTS ARE INTENDED TO BE CONSERVATIVE AND IN SUPPORT OF THE OWNERS INTEREST. /�C- � / Garform.003 1 HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE IINITIAL /CH y 1 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, _ kitchen floor coverings, counter tops and finished walls, ready for stove and refrigerator, all necessary plumbing; 4. A complete bathroom, with wash bowl, tub or shower, toilet stool, hot and cold running water, 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 1994 UBC requirements; , ,.6., Outside grading done to where water will detour away from the building; 7. Exceptions to the outside steps, decks and grading may be made upon the demonstration of extenuating circumstances, i.e. weather; but a Certificate of Occupancy will not be issued until all the required items are completed and a final inspection made. A CERTIFICATE OF OCCUPANCY WILL NOT BE ISSUED UNTIL ALL THE ABOVE ITEMS HAVE BEEN COMPLETED. ****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 occupancy, use nd the issuance of a Certificate of Occupancy for the dwelling under building permit # Signature Date VgAY i. w m /-1.64,a4-4(2- cd'Y. -371r X /Ma = /44, Oa_ z /75 -11 i(44.0z fx,) 737 4X4 o yf)(-E,s`; las-G4 !1.4(2 Qe,e"' L • ��•` 3 og ' 4 /61035,7 �- c 76,0 Ci 37 G. TFC // 5, 7??. ° ' z77, S'c r.-' 3 / 1.17,5,7"3g, 47 l7Ai 4 z. c £ 2J/ 7 / 09 7Y-11 693.c- v61-1( CTL/THOMPSON, INC. CONSULTING GEOTECHNICAL AND MATERIALS ENGINEERS June 21, 1994 Mr. Randy Crenshaw 0123 Meadow Wood Road Glenwood Springs, Colorado 81601 Subject: Soils and Foundation Summary Report Lot 36 Westbank Mesa Development Garfield County, Colorado Job No. GS -1276 Gentlemen: This letter presents a brief summary of our foundation recommendations for the above referenced lot. This summary is provided for information and is not intended for foundation engineering purposes. Field and laboratory data and specific criteria developed for foundation recommendations are presented in our report dated June 14, 1994 The soils encountered in the test hole on this lot consisted 0.5 feet of organic, sandy clays underlain by 10.5 feet of sandy clays underlain by silty to clayey sands. No free groundwater was encountered. We recommend construction of the proposed residence on a spread footing foundation. Footings should be designed for a maximum allowable soil pressure of 3000 psf and be at least 16 inches in width. Isolated pads should be at least 24 inches square. Exterior footings should be protected from frost action with at least 3 feet of cover. The soils encountered exhibited low swell potential. Slab -on -grade construction involves a low risk of heave and cracking. We recommend the following precautions for slab -on -grade construction: 1. Slabs should be constructed directly on the soils. Provision of a sand or gravel layer increases the possibility of a single source of water wetting the entire area supporting the slab. 2. Slabs should be separated from exterior walls and interior bearing members with a joint which allows free vertical movement of the slab. 3. Slab -bearing partitions should be minimized. Where such partitions are required, a slip joint should be constructed to allow free vertical movement of the slab. 234 CENTER DRIVE • GLENWOOD SPRINGS, COLORADO 81601 • (303) 945-2809 r ' o. 4. Door jambs, sheet rock on partitions, and other construction details should be constructed to allow vertical movement of the slab -on -grade floor. 5. Eliminate underslab plumbing as much as possible. Where such plumbing is unavoidable, it should be pressure tested before the slab is constructed. 6. Plumbing and utilities should be constructed with a joint which allows the slab to move freely.. 7. All connections between the furnaces and the duct work should be provided with a collapsible connection to allow free movement in the event of slab heave. The above precautions will not keep slabs -on -grade from movement, however, the risk of damage can be reduced if these precautions are followed. A subsurface drain is recommended for this residence. The drain should lead to a positive gravity outlet or to a sump where water can be removed with a pump. The ground surface around the residence should be sloped to provide a positive drainage away from the foundation. We recommend a slope of at least 12 inches in the first 10 feet surrounding the residence. We recommend no irrigation system sprinkler heads within 5 feet of the building and the head should direct water away from the residence. Irrigation should be hand watered within 5 feet of the residence. In our opinion landscaping with native vegetation is best. Roof downspouts should discharge beyond the limits of backfill. We recommend providing splash blocks and downspout extenders. Landscaping details should be carefully designed to avoid collecting surface water near foundatio ns causing wetting of the supporting soils. We recommend against the use of plastic membranes below landscaped areas surrounding the foundation. Use of a non -woven, geotextile fabric will control weed growth, yet allow evaporation. Very truly yours, CT1 H� INC._ ng, P.E. r= ch Manager /1‘= JM:cd GARFIELD COUNTY BUILDING AND PLANNING 970-945-8212 MINIMUM APPLICATION REQUIREMENTS for SINGLE FAMILY DWELLING CONSTRUCTION including NEW CONSTRUCTION MANUFACTURED HOMES 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 m line for review may be given attention before the new information may be reviewed after it has been provided to the Building Department. Please review this document to determine if you have enough information to design your project and provide adequate information to facilitate a plan review. If you do not, it may be helpful to obtain a book titled "Dwelling Construction under the Uniform Building Code". This book is available to you through this department at our cost. Also, please consider using a design professional for assistance in your 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 check list prior to and during design. Applicants are require to indicate appropriately and to submit the completed check list at time of application for a permit. For the placement of a manufactured home, questions numbers 1-4 and 19-28 are the only questions that need to be addressed: 1 1 Is a site plan included that indicates the distances of the proposed building or addition to property lines, other buildings, set back easements and utility easements? Yes 2. Does the site plan include the location of the I. S.D.S. (Individual Sewage Disposal System) and the distances to property lines, wells (on subject property and adjacent properties), streams or water courses? Yes ------- 3. Does the site plan indicate the location and direction of the County or private road accessing the property? Yes 4. Do the plans include a foundation plan indicating the size, location and spacing of all reinforcing steel in accordance with the uniform building code or per stamped engineered design? Yes 5. Do the plans indicate the Location and size of ventilation openings for under floor crawl spaces and the clearances required between wood and earth? Yes 6. Do the plans indicate the size and location of ventilation openings for the attic, roof joist spaces and soffits?{ CaDTe 5 ..c4D4rcir Ve-L ` e, w:dga ve►n}s 7. Do the plans include design loads as required under the Uniform Building Code for roof snow loads, (a minimum of 40 pounds per square foot in Garfield County), floor loads and wind loads? ,Y-eg Tress -coy 4-. (0}- z-.9)/ - ra,,� T r1uss [=a±�/ i� /4,1 cas+k- �eand0.7't.ry S- �T"�aor5 Cif - k1(-Ld J. .s/.+'unsay l,�d fo4 �,ii 6e. «„ape,,,sa#ed 6y yosa s '11 8. Does the plan include a building section drawing indicating foundation, wall, floor and roof construction? Yes (b Z.: S 9. Does the building section drawing include size and spacing of floor joists, wall studs, ceiling joists, roof rafters or joists or trusses? Yes 10. Does the building section drawing or other detail include the method of positive connection of all columns and beams? Yes 2 11. Does the plan indicate the height of the building or proposed addition from the highest point of the building or addition measured at mid span between the ridge and the eave down to existing grade contours? Yes 12, 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?I//� Yes No ✓ , uT �•4(( Ave- ares woodbkrnonq-f-lreP�4ce 13. Does the plan include a masonry fireplace including a fireplace section indicating design to comply with the Uniform Building Code Chapter 37? Yes No 14. Does the plan include a window schedule or other verification that egress/rescue windows from sleeping rooms and/or basements comply with the requirements of the Uniform Building Code? Yes e,0" No 15. Does the plan include a window schedule or other verification that windows provide natural light and ventilation for all habitable rooms? Yes ✓ No 16. Do the plans indicate the location of glazing subject to human impact such as glass doors, glazing immediately adjacent to such doors; glazing adjacent to any surface normally used as a walking surface; sliding glass doors; fixed glass panels; shower doors and tub enclosures and specify safety glazing for these areas? Yes ✓ No 17. Is the location of all natural and liquid petroleum gas furnaces, boilers and water heaters indicated on the plan? ane_ ic;/er and a-ne boa-i-er A- a -14r rn Yes No zSase.n e•./(" p� c u -e r JJ1E Fe r I n Wi�lueyJ area, +Ie e 11.1) o� +� 1 j w rag 4 18. Do you understand that if you belong to a homeowners association, it is your responsibility to obtain written permission fro the association, if required by that association, prior to submitting an application for a building permit? Yes ✓ No 19. Will this be the only residential structure on the parcel? Yes No If no -Explain: 20. Have two (2) complete sets of construction drawings been submitted with the application? Yes 3 I hereby acknowledge that I have read, understand and answered these questions to the best of my ability. signature date 7/8/97 Phone: 9 C4.5-- Ili° (days); 9Y -C- 6 IL70 (evenings) Project Name; Project Address: Notes: Cren5L. !C-es(deHCe_ 092_6 ue4.r Dr, 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. PerApp02.95 Effective August 15, 1995 r&s jj r r I` Z. C� ra d t t nna P -�a r t .ekcLn # 1 .l d 3, CI- L 4 I,owip son ScA5 Lead, 1;e-11. J.5(./iN / urlajd d.e5l5V$ 'krawl rus Fad v,,, a,,, 5 irao. //We r4t&I e5S L'G�rFSe�.� p l2-15 /5 093/ 74-I./ `.r fleiu.es4- �—.�--� e_ Ta o 9 Z 8(-�u L� l �- f� r. 5 21. Is this an application for the placement of a manufactured home? Yes No ✓ If yes, have you specified the size of the unit (min. 20ft. x 20ft); live roof load (min. 40#); wind design (min. wind speed of 80 mph & 15 Ib. wind load); foundation design; method of anchoring? Yes 22. Have you designed or had this plan designed while considering building and other construction code requirements? Yes ✓ No 23. 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 24. Do you understand that approval for design and/or construction changes are required prior to the application of these changes? Yes No 25. Do you understand that the Building Department will collect a "Plan Review" fee from you at the time of application and that you will be required to pay the "Permit Fee" as well as any "School Impact" or Septic System" fees required, at the time you pick up your building permit? Yes No 26. Are you aware that twenty four (24) hour notice is required for all inspections? Inspections will be made from Battlement Mesa to West Glenwood in the mornings and from Glenwood Springs to Carbondale in the afternoon. Morning inspections must be called in by 12:00 p.m. the day before; afternoon inspections must be called in by 5:00 p.m. the day before. Failure to give twenty four (24) hour notice for inspections will delay your inspection one (1) day? Yes ✓ No 27. 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 28. Are you aware that the person signing the Permit Application, whether the "Owner", "Agent of the Owner", "General Contractor", "Contractor" or otherwise, is the party responsible for the project com lying with the Uniform Building Code? 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Tue Oct 28 11:28:17 1997 Page 1 -111-0 9-0-0 18-0-0 191-9-0 1-0-0 9-0-0 9-0-0 1-0-0 4x6= 1.5x411 1.5x411 G 1.5x4 11 2.0012 II 1-5x4111.5x4 F H 1.5x411 1.5x4 IIT ;::.JJIhlJ1MIk W V UT S R OPO N 1.5x4 14 1.5x4 I I 1.5x4 1i 1.5x4 I I 1.5x4 I 1.5x4 I I 1.5x4 I I 1.5x411 1.5x4 { I 3x4= 18-0-0 18-0-0 Plate Offsets (X,Y): 1B:0-6-0,0-1-21,IL:0-6-0,0-1-21 LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCE/ 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code UBC/ANSI95 CSI TC 0.15 BC 0.09 WB 1).34 (Matrix) DEFL (in) (lac) I/defl Vert(LL) n/a - nla Vert(TL) 0.01 L -M >999 Hcrz(TL) 0.00 n/a Min Length / LL dell = 999 PLATES GRIP M20 169/163 Weight: 85 lb LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.81: BOT CHORD 2 X 4 SPF -S 2100E 1.8E OTHERS 2 X 4 SPF -S 2100F 1.8E *Except' ST5 2 X 4 SPF -S 2100F 1.8E WEDGE Left: 2 X 4 WW Stud, Right: 2 X 4 WW Stud REACTIONS BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 0-10-4 on center bracing. WEBS 1 Row at midpt G -S (Ib/size) B=335118-0-0, P=4/18-0-0, S=176/18-0-0, T=248/18-0-0, U=261/18-0-0, V=277/18-0-0, W=80/18-0-0, R=248/18-0-0, 0=259/18-0-0, 0=275/18-0-0, N=81/18-0-0, L=334/18-0-0 Max Horz B=370(load case 4), L=-370(load case 3) Max UpliftB=-186(load case 3), T=-11 B(load case 4), U=-120(load case 5), V=130(laad case 4), W=-61(load case 4), R=-117(load case 3), 0=-125(load case 5), 0=-135(Icad case 3), N=-60(load case 3), L=-186(load case 4) Max GravP=17(load case 2), S=176(Icad case 1), T=261(Ioad case 6), U=261(load case 1), V=278(ioad case 6), W=116(load case 3), R=261(Ioad case 7), Q=259(load case 1), 0=275(1oad case 7), N=117(ioad case 4), L=334(load case 1) FORCES (Ib) TOP CHORD A -B=87, B -C=-127, C -D=-144, D -E=-150, E -F=-152, F -G=12, G -H=-143, H -I=-152, it -J=-150, J -K=-144, K -L=-127, L -M=87 BOT CHORD B -W=0, U -V=0, T -U=0, S -T-0, R -S-0, Q -R -O, P -Q -O, O -P=0, N-0=0, L -N=0 WEBS G -S=-136, F -T=-207, E -U =-223, D -V=-229, C -W=-125, H -R= -207,1-Q=223, J-0=-229, K -N =-125 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates are M20 plates unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 on center. 5) For studs exposed to wind, see MiTek "Standard Gable End Detail" 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint B, 118 lb uplift at joint T, 120 Ib uplift at joint U,130 Ib uplift at joint V, 61 Ib uplift at joint W, 117 Ib uptifl at joint R, 125 Ib uplift at joint 0, 135 Ib uplift at joint 0, 60 Ib uplift at joint N end 186 Ib uplift at joint L. 8) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard Job Truss russ ype 3929 , B CAMBER DIY Ply , 8 1 70=3 s ug29197M11 9-1997-KTRIrTdiS nes, nc. Mon Nov 03 13:03:16199T Page 1 Trusfab Inc., NLW CAb 1 LE, I.OT . •4 f a -1-0-0 3-7-4 1-0-0 3-7-4 9-0-0 5-4-12 1 K495760 14-4-12 4x6= D 5-4-12 18-0-0 1 p-0-10 3-7-4 1-0-0 8.00 FIT 3-5-8 9-0-0 3-5-8 5 6 8 14-6-8 5-6-8 18-0-0 3-5-8 0 Plate Offsets (XY): [8:02-7,edgej, LS:0-10-9,0-7=5], [L.:0-1-1 404-81, [F:o-10-9,o-7-5], LF:0-1.7,edge), [ , -2-42), LOADING (psf) TCLL 45.0 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 UBCIANSI95 CS1 TC 0.61 BC 0.35 WB 0.64 DEFL (in) (Ioc) Udefl Vert(LL) -0.12 I >999 Vert(TL) -0.20 H-1 >999 Horz(TL) 0.28 F n/a Min Length / LL deft = 240 PLATES GRIP M20 1691163 Weight: 70 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPFS 2100F 1.8E WEBS 2 X 4 WW Stud *Except" C-J2X4SPF-S2100F1.8E,E-112X4SPF-S2100F1.8E WEDGE Left 2 X 4 SPF -S 2100F 1.BE, Right: 2 X 4 SPF -S 2100F 1.8E REACTIONS (lb/size) B=1288/0-5-8, F=128810-5-8 Max Harz 8=480(load case 4) Max UpliftB=240(load case 5), F=-240(load case 5) FORCES (lb) TOP CHORD A -B=40, B -C=-3024, C -D=-1010, D -E=-1010, E -F=-3024, F -G=40 BOT CHORD B4=2413,14=1888, H-1=1886, F -H=2413 WEBS C -J=1431, E -H=1431, D-1=834, C-1=-1230, E -L=-1230 BRACING TOP CHORD Sheathed or 3-7-5 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 8-8-5 on center bracing. WEBS 1 Row at midpt C -I, 6-1 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind Toads generated by 85 mph winds at 25 ft above ground level, using 5,0 psf lop chord dead load and 5.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBCIANS195 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 1.33, and the plate grip increase is 1.33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. 5) Bearing atjoint(s) B, F considers parallel to grain value using ANSI/TPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 240 Ib uplift at joint B and 240 Ib uplift at joint F. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard NOV 05 199? A WARNING - 14 ri/j rf sigar parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE t :`1 Design valid for use only with MiTek connectors, This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incprporaticn of component is responsibility of building designer n not truss designer, crating shown is for lateral support 01 individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility or Me building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection. and bracing. consufl QST -88 Quality Standard, DSB-89 Bracing Specification, and 1118-91 Handling Installing and Bracing Recommendation available from Truss Plale'Inslitule, 583 D' MiTek Indusirles, Inc. Onolrio Drive, Madison, WI 53719 `10/29/97 11:58 ''970 984 3533 TRU5FAB INC. ri r 13MC GLENIVOOD FA009 Job Truss Truss Type Qty Ply 3929 C -GAB COMMON 1 1 Trusfab Inc., NEW CASTLE, CO, 81647 -11.0-0 12-1-8 1-0-0 12-1-8 D32 s Aug 29 199! MIF ek us nes, Inc. 1 ue Uc( Lti 11:Ztl:11 1yE ( F'age 24-3-0 12-1-8 4x6= 1.5x4 I I 1.5x4 i I 12.0D 12 3x4// 3x4\� 1.5x4 11 1 1.5x4 I 1.5x411 1.5x4 11 H I 2 j 1 5x4 11 1.5x411 1.5x4II E A I 1.5x411 w N 3x6= AAZYXWVOTSRO 1.5x4 II 1.5x4 I I 5x6= 1-5x4 II 1.5x4 11 1.5x4 II 1.5x4 II 1.5x4 { 1 1.5x4 31 245411 1.5x4 11 24-3-0 { Plate Offsets (X,Y): IB:0-6-0,fJ-0-10], jK:0-0-0,0-0-0I,JP:O S O,D-0-10], [U:0-3-0,0-3-0] LOADING (psi) TCLL 45.0 TCDL 10.0 BOLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates increase 1.00 Lumber Increase 1.00 Rep Stress Inc- YES Code UBC/ANSI95 CSI TC 0.15 BC 0,05 WB 0.26 (Matrix) DEFL (in) (Ioc) I!defl Vert(LL) nla - nla Vert(TL) 0,01. A -B >999 Horz(TL) 0.00 n/a Min Length / LL defl = 999 PLATES GRIP M20 1691163 Weight: 129 Ib LUMBER TOP CHORD 2 X 4 SPF -5 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E OTHERS 2 X 4 SPF -S 2100F 1.8E `Except" ST6 2 X 4 SPF -S 2100F 1,8E ST52X4SPF-S 2100F 1,8E ST4 2 X 4 SPF -S 2100F 1.8E ST5 2 X 4 SPF -S 2100F 1.8E ST4 2 X 4 S P F -S 2100F 1.8E BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 1-10-8 on center bracing. WEBS 1 Row at midpt I-V, H -W, F -X, J -U, L -T REACTIONS (Ib/size) B=347/24-3-0, U=250124-3.0, P=158/24-3-0, V=170/14-3-0, W=253/24-3-0, X=268/24-3-0, Y=251124-3.0, Z=272%24.3-0, AA=218/24-3-0, T=269/24-3.0, S=255/24-3-0, R=255/243-0, 0=286/24-3-0 Max Harz B=477(Ioad case 4), U=3(load case 7), P=-409(Ioad case 3) Max UpliftB-178(Ioad case 3), U=-115(load case 3), P=-158(load case 4), W=-115(load case 4), X=-129(load case 5), Y=-109(load case 4), Z=130(load case 4), AA=-116(load case 4), T=-127(load case 5), S=-114(Ioad case 3), R=-114(load case 3), Q=-178(Ioad case 3) Max GravU=261(load case 7), P=402(Ioad case 3), V=205(load case 5), W=264(Ioad case 6), X=268(load case 1), Y=252(load case 6), Z=272(Ioad case 6), AA=220(Ioad case 6), T=269(Ioad case 1), S=255(toad case 7), R=255(load case 7), Q=288(load case 7) FORCES (Ib) TOP CHORD A -B=87, B -C=-162, C-0=143, D -E=-148, E -F=13, F -G=-148, G -H=-68, H-1-13, I -J=-143, J -K=-72, K -L=-152, L -M=-147, M -N=-151, N-0=-151, 0-P=-150 BOT CHORD B-AA=O, Z -M=0, Y -Z=0, X -Y=0, W -X=0, V -W=0, U -V=0, T -U=0, S -T=0, R -S=0, Q -R=0, P -Q=0 WEBS I -V=-132, H -W=-212, F -X=-228, E -Y=-213, 0-Z=-227, C -AA= -198, J -U=-210, L -T= -22B, M -S=-214, N -R=-220, O-0=-224 NOTES 1) This truss has been checked for unbalanced loading condiRions. 2) All plates are M20 plates unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 on center. 5) For studs exposed to wind, see MiTek "Standard Gable End Detail" 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-8, UBC -94. Continued on page 2 Job _ 1nUss frUss type 3929 - �GTnc., F] • '- C COMMON -aty 3 ASILE, COE164f -11-0TO 6-2-6 1-0-0 6-2-6 Ply K495761 4,0-32Ati 29 1997'MilWindustries, Inc. Mon 'Nov 03 13:03:18-1997—Page { 12-1-8 18-0-10 5-11-2 5-11-2 12.00I1'2 4x6 11 E 24-3-0 3xB/i� \ \.5x4// 3xB�� 1.5x4\\, I ! F C � 5x6 A x6 = „ 6-2-6 V K 3x4 8-2-1 J 1 3x4 3x4,- 16 -0-15 x4: 16-0-15 24-3-0 8-2-1 7-10-13 8-2-1 { rn 0 Plate orfsets (X,Y): [11:0-0- LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER TOP CHORD BOT CHORD WEBS WEDGE SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Incr YES Code UBCIANS195 CSI TC 0.67 BC 0.45 WB 0.60 2X4SPFS2100F1.8E 2 X 4 SPF -S 2100F 1.8E 2 X 4 WW Stud 'Except* E-K2X4SPF-S2100F1.8E,E-I2X4SPF-S210OF1.8E Left 2 X 4 WW Stud, Right: 2 X 4 WW Stud DEFL (in) (loc) Weft Vert(LL) -0.10 H -I >999 Vert(TL) -0.21 I -K >999 Horz(TL) 0.03 H nla Min Length / LL deft = 240 BRACING TOP CHORD Sheathed or 4-11-12 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. PLATES GRIP M20 169/163 Weight 96 Ib REACTIONS (Ib/size) B=1695/0-5-8, H=1557/0.5-8 Max Horz B=647(load case 4) Max UpliftB=298(load case 5), H=-229(load case 5) FORCES (Ib) TOP CHORD A -B= 43, B -C=1593, C -D=-1349, D -E=-1349, E -F=-1349, F -G=-1349, G -H=-1593 BOT CHORD B=K=1105, J -K=751, I -J=751, H-1=1105 WEBS C -K=-490, E -K=657, E -I=557, G -I=-490 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) 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, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBCIANSI95 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 1.33, and the plate grip increase is 1-33 3) All plates are M20 plates unless otherwise indicated. 4) This truss has been designed fora 10.0 psf bottom chord live Toad nonconcurrent with any other live Toads per Table No. 16-B, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 298 Ib uplift at joint B and 229 Ib uplift at joint H. 6) This truss has been designed with ANSIftPI 1-1995 criteria. LOAD CASE(S) Standard A twit RNING - Verify design pardwetrrs and READ NOTES (WV THIS AND REVERSE SIDE BEFORE LJSE. Design valid for use only with MTek connectors, This design is based only upon parameters shown, and Is far an individual building component 10 be installed and loaded vertically, Applicability of design parameters and proper ineorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility ol the building designer. For general guidance regarding -fabrication, quality control, storage, delivery, erection, and bracing, consult QST -B8 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available Irom Truss Platelnatitule, 583 D' Qnofrio Drive, Madison, WI 53719 Ml! MITek Indusirles, Inc. 3929 Trustab Inc., NE t D ROOF TRUSS 1Qty Pruss l russ Type 19 -CASTLE, C0761641 u 29199TAGTeknaustrieeiTE Mon Nov0313`03:21 199TPage-1lob K4957a2 -1� D�0 6-2-6 1-0-0 6-2-6 12.00 12-1-8 16-4-0 22-1-9 24-3-0 5-11-2 4-2-8 5-9-9 2-1-7 4x6 it E x6 11 .55Al3x8 L 3x6= I 6-2-6 6-2-6 K J 3x4= 5x8 16-4-0 10-1-10 1 3x6= 24-3-0 7-11-0 Plate Offsets (AY): IB.0-0-0,0-U-11, tk'0-2-0U-2-121 (C3:0 -1-12,0-1-8J, W:0-2-12,0-2-01 LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress tncr YES Code UBCIANSI95 CSI TC 0.95 BC 0.59 WB 0.68 DEFL (in) (loc) Udefl Vert(LL) -0.27 J -L >999 Vert(TL) -0.56 J -L >514 Horx(TL) 0.02 1 nia Min Length I LL dell = 240 PLATES GRIP M20 169/163 Weight: 137 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E WEBS 2 X 4 SPF -S 2100F 1.8E "Except' C-L2X4WWStud WEDGE Left: 2 X 4 WW Stud BRACING TOP CHORD BOT CHORD WEBS REACTIONS (Ib/size) B=1685/0-5-8,1=1564/0-5-8 Max Harz B=623(load case 4) Max UpliftB=182(load case 5), 1=-347(Ioad case 5) FORCES (lb) TOP CHORD A -B 3, B -C= -t603, C -D=-1573, D -E=-1573, E -F=-1418, F -G=-1418, G -H=2 BOT CHORD B -L=1113, K -L=734, J -K=734, I -J=182 WEBS C -L=-617, E -L=866, E -J=824, F -J=-2556, G -J=2120, H-1=107, G-1=1393 Sheathed. Rigid ceiling directly applied or 10-0-0 on center bracing. 1 Row at midpt E -L, E -J, F -J, G -J, H -I 2 Rows at 1/3 pts G -I NOTES 1) This truss has been checked for unbalanced loading conditions. 2) 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, 100 mi from hurricane oceanline, on an occupancy category 1, condition 1 enclosed building, of dimensions 45 ft by 24 ftwith exposure C ASCE 7-93 per UBCIANSI95 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 1.33, and the plate grip increase is 1.33 3) Provide adequate drainage to prevent water ponding. 4) All plates are M20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 Ib uplift at joint B and 347 Ib uplift at joint I. 7) This truss has been designed with ANSI/TPI 1.1995 criteria. LOAD CASE(S) Standard ® WARNING - t i rift' drsi,qi parameters and RE4I) NOTES QA THIS AND REVERSE SIDE BEFORE t Design valid lor use only with MiTek connectors. This design is based only upon parameters shown, and is lor an individual building component to be installed and leaded vertically. Applicability of design parameters and proper incorporation or component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing la insure stability during construction is the responsibility al the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery, erection, and bracing, consult QST -86 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plete'Instilute, 583 IT Onerrta Drive, Madison, WI 53719 MIL MITek Industries, Inc. Mll Job !FUSS 3929 Trusfab inc., Truss type COMMON CAS I LE, LO, 81647— -11D-I0 7-1-6 1-0-0 7-1-6 Qty I PI)/ 11 1 • .0 2s W29-1997-MiTek Industries, Inc. Mciri Jov 03-13T3'.2-4-1997-Pel- Job 3-13`03'2-4-f99T-Pe•1- K495783 13-11-9 16-4-0 6-10-2 2-4-7 12.00 [12- 4x6H E 1.5x4 11 F 7-1-6 7-1-6 1 16-4-0 9-2-10 Plate Offsets (X,Y): Ib:0-5-0,0-0-10j, [E:0 -1-12,0-2-4J LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber lncrease 1.00 Rep Stress Incr YES Code UBCIANS195 LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.BE WEBS 2 X 4 SPF -S 2100F 1.BE "Except' C-12 X 4 1A Stud CSI TC 0.87 BC 0.46 WB 0.48 REACTIONS (1b/size) B=1180/0-5-8, G=104310-5-8 Max Horz B=910(Ioad case 4) Max UptiftB=100(load case 3), G=-438(load case 5) FORCES (Ib) TOP CHORD A -B=43, B -C=-821, C -D=-807, D -E=-807, E -F=0, F -G=122 BOT CHORD B -I=571, H -I=131, G -H=131 WEBS C -I=-741, E-1=1003, E -G=-840 DEFL (in) (loc) I/defl Vert(LL) -0.16 G-1 >999 Vert(TL) -0.33 G -I >589 Horz(TL) 0.01 G nla Min Length 1 LL dell = 240 BRACING TOP CHORD Sheathed or 3-1-12 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. WEBS 1 Row at midpl C -I, E -I, F -G 2 Rows at 1/3 pts E -G PLATES GRIP M20 169/163 Weight: 87 Ib NOTES 1)This truss has been checked for unbalanced loading conditions. 2This truss has been designed for the wind Toads 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, 100 mi from hurricane oceanline, on an occupancy category 1, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC(ANS195If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3)All plates are M20 plates unless otherwise indicated. 4This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) Provide mechanical connection (by others) of truss lo bearing plate capable of withstanding 100 Ib uplift at joint B and 438 Ib uplift at joint G. 6) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASE(S) Standard A WARNING; - i crefy design pi paNntleters and READ NOTES ON THIS AND REVERSE SIDE BEFORE Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component Io be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construclion is the responsibility of the erector. Addilional permanent bracing of the overall slruclure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, slorage, delivery, erection, and bracing, consult OST -88 Quality Standard, DSB-B9 Bracing Specification, and HIS -91 Handling Installing and Bracing Recommendation available from Truss Piate'lnstitule, 583 D' Onofrio Drive, Madison, WE 53719 MiTek Industries, Inc. 10/29/97 12:00 Lj`970 984 3533 Job 3929 Truss E -GAB Truss Type COMMON Trusfab Inc-, NEW CASTLE, C0,131647 TRUSFAB INC. -,4-. WIC GLENWOOD Qty 1 Ply 1 VI012 4.0-32 s Aug 29 1997 MiTek Industries, Inc. Wed Oct 29 10:39:17 1997 Page 1 1-0-0 7-1-6 0 1.5x4 I I 3x6= C 1.5x4 II 16-4-0 13-11-9 6-10-2 4-7 12.00 FIT 1.5x4II J 3x4// 1-5x4 II 1-5x411 1.5x4 11 E F 4x6 \\ K T 5 R 0 P O N M L 1.5x4 I! 1.5x41) 1-5x4 II 3x4= 5x6 II 1.5x4 II 1.5x4 11 1.5x4 I I 1.5x4 11 7-1-6 , 16-4-0 1-0-0 16-4-0 4 N Plate Offsets (X,Y): [13:0 6-0,0-0 10], [K:0-1-10,0-1-8] LOADING (psi) TCLL 45.0 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 UBC/ANS195 GSI TC 0.40 BC 0.54 WB 0.29 (Matrix) DEFL (in) (bc) Vert(LL) n/a Vert(TL) 0.01 A -B Horz(TL) 0.00 Min Length / LL defl = 999 Ildefl n/a >999 n/a PLATES GRIP M20 169/163 Weight: 112 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.9E WEBS 2 X 6 SPF -S 1650F 1.5E OTHERS 2 X6 SPF -S 1650F 1.5E 'Except- ST3 5E'Except- ST3 2 X 4 WIN Stud, ST2 2 X 4 WW Stud ST1 2 X 4 WW Stud BRACING TOP CHORD BOT CHORD WE BS Sheathed or 6-0-0 on center purlin spacing, except end verticals, Rigid ceiling directly applied or 0-11-9 on center bracing. 1 Row at midpt K -L, 1-0, G -P, F -Q 2 Rows at 1!3 pts J -M REACTIONS (Ib/size) 6=292116-4-0, N=12116-4-0, L=143116-4-0, M=256/16-4-0, 0=253116-4-0, P=259/16-4-0, Q=266116-4-0, R=251116-4.0, 5=275116-4-0, T=205/16-4-0 Max Horz B=747(Ioed case 4), L=-272(Ioad case 3) Max UpIiflB=-496(Ioad case 3), N=-152(load case 5), L=-169(load case 3), M=-1388(load case 4), 0=-99(load case 4), P=-118(load case 5), Q=-120(load case 4), R=-112(IQad case 4), S=-132(Ioad case 5), T=-185(Ioad case 4) Max Gray B=707(load case 4), N=253(load case 3), L=149(load case 7), M=280(load case 3), 0-264(load case 6), P=259(bad case 1), Q-266(1oad case 6), R=251(load case 1), Continued on page 2 t mob 3929 L_ I rusfa57nc., . 1 ruSS IF Truss type ROOF TRUSS City 1:37— 16 Y sug 29�89TFAiieTcln�ustnes, fnc. Mon Nov 03" 13:03.26-1997`13agV1T CAS I L!_, CCU, 81134 K495764 5-0-6 -11010 19-11-15114-11-71 20-2-8 1 1-0-0 5-0-6 4-11-9 4-11-9 5-3-1 1.5x4 11 0 12.00172- 3x6 3:61 x6 'i .Ak\ 3x4Y� 1.5x4D, N. 3x8\\ J C 5x8-* Plate Uttsets (XX): JB:0-2-3,edgej, IB:0-11-6,0-3-0), LF:0-1-0,0-1-8J LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 3x6 6x8- 8.00 [12- 6-1-131 12-2-13 6-1-13 6-1-0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inc/ YES Code UBCIANSI95 CSI TC 0.79 BC 0.48 WB 0.44 LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E WEBS 2 X 4 SPF -S 2100F 1.8E `Except' C -J 2 X 4 WW Stud, E -I 2 X 4 WW Stud, G -H 2 X 6 SPF -S 1650F 1.5E WEDGE Left 2 X 4 SPF -S 2100F 1-8E REACTIONS (lb/size) 13=142810-5-8, H=1287!0-5-8 Max Horz 8=847(load case 4) Max UplifiH=593(load case 4) FORCES (Ib) TOP CHORD A -B=40. B -C=-3389, C -D=2998, D -E=-2998, E -F=1822, F -G=0 BOT CHORD B- J=2756, I -J=2039, H -I=653 WEBS C -J=239, E -J=804, E -t=-577, F -I=1790, G -H=276, F-14=-1140 H 3x6= 20-2-8 7-11-11 DEFL (in) (Ioc) Ildefl Vert(LL) -0.18 H -I >999 Vert(TL) -0,38 H -I X623 Horz(TL) 0.19 H nfa Min Length 1 LL dell = 240 PLATES GRIP M20 169!163 Weight: 98 Lb BRACING TOP CHORD Sheathed or 3-0-14 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 6-4-11 on center bracing. WEBS 1 Row at midpt G -H, F -H 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, 100 mi from hurricane ooeanline, on an occupancy categoryI, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC(ANSI95 If end verticals or cantevers exist, they are exposed to wind. If porches exist, they are not exposed to wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 2) All plates are M20 plates unless otherwise indicated. 3 This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16-B, UBC -94. 4) Bearing at joint(s) B considers parallel to grain value using ANSITTPI 1-1995 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 593 Ib uplift at joint H. 5) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard A wARNING - 4erji, design p,nar refers and RE -1D NOTES ON 7111S ANI) REVERSE SIDE lil;'EORE USE, Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component lc be installed and loaded vertically. Applicability of design parameters and proper ineorporation of component is responsibilily of building designer - nol truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer, For general guidance regarding -fabrication, quality control, storage, delivery, erection, and bracing, consull GST -88 duality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Platelnsiitute, 5B3 n' MiTek Industries, Inc. -- notrio Drive, Madison, WI 53719 40/29/97 12:01 1'970 984 3533 TRUSFAB INC. --- BMC GLENWOOD 0014 ' Job Truss 3929 F -GAB Truss Type MONO HIP Qty 2 Ply 1 Trusfab Inc., NEW CASTLE, CO, 81647 112.00 riT r C -1r0-0 10-0-0 1.0-0 10-0-0 4.0-32 s Aug 291997 MiTek Industries, Inc. Tue Oct 28 1320:121997 Page 1 19-9-0 9-9-0 5x6./ 1.5x411 1.5x41! 1,5x4 111.5x41,5x4 II II 4x8 II G H I, J K L 1.5x411 1.5x4 11 F I I E�- 1.Sxdlgil 3x4= D VUTSRQPONM 1.5x4 11.5x4 111.5x4 It 1.5x45x4It1.II 1.5x4 111.5x4 11 1.5x4 1 I 5x6= 19-9-0 4x8 11 1-0-0 19-9-0 Plate Offsets (X,Y): [ :0-4 0,0-0-101, IG:0-3-4,0 2 CIJM 0 o 0,O 381, EO:O 3-0,0-3-0] LOADING (psi) TCLL 45,0 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 UBC/ANSI95 CSI TC 0,44 BC 0,42 WB 0.23 (Matrix) DEFL (In) floc) Vert(LL) n/a Vert(TL) 0.01 A -B Horz(TL) 0.00 Min Length / LL den = 999 Udell n/a >999 nia PLATES GRIP M20 1 69/1 63_ Weight: 120 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E WEBS 2 X 4 WW Stud OTHERS 2 X 6 SPF -S 1650E 1,5E *Except- ST3 2 X 4 WW Stud, ST2 2 X 4 WW Stud ST1 2 X 4 WW Stud BRACING TOP CHORD Sheathed or 6-0-0 on center puffin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 1-8-12 on center bracing. WEBS 1 Row at midpt L -M, G -R, F -S, H-0, 1-P, J-0, K -N REACTIONS (Ib/size) 6=286/19-9-0, 0=264/19-9-0, M=97119-9-0, R=256119-9-0, S=277/19.9-0, T=249/19-9-0, U=277/19-9-0, V=195119-9-0, Q=250/19-9-0, P=263/19-9-0, N=253/19-9-0 Max Harz B=597(load case 5), 0=-3(load case 1), M=-222(load case 3), R=-3(load case 4) Max Up1if1B=-341(Ioed case 3), 0=-67(Ioad case 4), M=37(load case 4), R=-201(Iaad case 4), S=-137(load case 5), T=-106(load case 4), U--133(load case 5), V=-162(load case 4), Q=-48(load case 5), P=-59(Ioad case 3), N=-102(Ioad case 3) Max GravB=504(load case 4), 0=264(load case 1), M=97(load case 1), R=256(load case 1), S=277(load case 1), T=249(Ioad case 1), U=277(load case 1), V=195(load case 1), 0=250(load case 1), P=263(Ioad case 1), N=253(load case 1) FORCES (Ib) TOP CHORD A -B=87, B -C=-83, C -D=81, D -E=73, E -F=60, F -G=79, G -H=-6, H-1=-4, I -J=-4, J -K=-1, K -L=-1, L -M=-81 BOT CHORD B -V=U, U -V=0, T -U=0, S -T=0, R -S=0, 0-R=0, P -Q=0, 0 -P=O, N-0=0, M -N=0 WEBS G -R=-216, F -S=-236, E -T=-210, D -U=-230, C -V=-185, H -Q=-211, I -P=-221, J -O=-223, K -N=-217 NOTES 1) Provide adequate drainage to prevent water ponding. 2) All places are M20 plates unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 on center. 5) For studs exposed to wind, see MiTek "Standard Gable End Detail" 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 7) Provide mechanical connection (by others) of Iruss to bearing plate capable of withstanding 341 Ib uplift at joint B, 67 Ib uplift at joint 0, 37 Ib uplift at joint M, 201 Ib uplift al joint R, 137 lb uplift at joint S, 106 Ib uplift at joint T , 133 Ib uplift at joint U, 162 Ib uplift at joint V, 48 Ib uplift at joint Q, 59 Ib uplift at joint P and 102 Ib uplift at joint N. 8) This truss has been designed with ANSITTPI 1-1995 criteria, Ge -10/29/97 12.01 $970 984 3533 TRUSFAB INC. -+-*- BMC GLENWOOD 0015 Jab, �'- Truss Truss Type Qty Ply 3929 F -GAB -PB MONO TRUSS 2 1 Trusfab Inc., NEW CASTLE, CO, 81647 4.0-32 s Aug 29 1997 MITek Indust nes, Inc. Tue Oct 28 11:28..31 1997 Page -111-0 9-9-0 1-0-0 9-9-0 12.00 12 3x4.2 B K J 1 HG 1.5x411 1.5x411 15x411 1.5x411 3x811 9-9-0 9-9-0 Plate Offsets (X,Y): [F,0-0-0,0-1-0] LOADING (psi) TCLL 45.0 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 UBC/AN5195 CS1 TC 0.39 BC 0.38 WB 0.30 (Matrix) DEFL (in) (Ioc) 1/defl Vert(LL) n/a Vert(TL) n/a - nfa Horz(TL) 0.00 nfa Min Length / LL dell = 999 PLATES GRIP M20 169/163 Weight: 52 lb LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E WEBS 2 X4 WW Stud OTHERS 2 X 4 SPF -S 2100E 1.8E *Except* ST4 2X 4 SPF -5 2100F 1.8E BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 0-6-12 on center bracing. WEBS 1 Row at midpt F -G, E -H REACTIONS (lb/size) A=134/9-9-0, G=18/9-9-0, J=23519-9-0, K=346/9-9-0,1=273/9-9-0, H=198/9-9-0 Max HorzA=480(load case 4), G=-206(load case 3) Max UpliftA=-236(load case 3), G=-218(load case 4), J=-97(load case 4), K=-156(load case 4),1=-152(Ioad case 4), H=-120(load case 3) Max GravA=420(load case 4), G=340(load case 3), J=235(Ioad case 1), K=346(load case 1), 1=273(Ioad case 1), H=198(Ioad case i) FORCES (Ib) TOP CHORD A -B=103, B -C=-86, C -D=78, D -E=72, E -F=-47, F -G=-14 BOT CHORD A -K 0, J -KO, I -J=0, H -I=0, G -H=0 WEBS C -J=-208, B -K=-268, D-1=-228, E -H=-169 NOTES 1) All plates are M20 plates unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Gable studs spaced at 2-0-0 on center. 4) For studs exposed to wind, see MiTek 'Standard Gable End Detail' 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 236 Ib uplift at joint A, 218 Ib uplift at Joint G, 97 Ib uplift at joint J, i 56 lb uplift at joint K, 152 Ib uplift al joint 1 and 120 ib uplift at joint H. 7) This truss has been designed with ANSIfTPI 1-1995 criteria. LOAD CASE(S) Standard Job Truss Iruss ype 3929 , G COMMON Trustablfic:; i CAS 1 LE, l.O; BT64t ao i1-0-9 5-3-8 1-0-0 5-3-8 Uly Ply K4957651, 4 4.0132 s ug 91'99TMiTek Industries—Inc: Mon Nov 03 13'03'28 1997 Page 1 4x6= 10-7-0 11-7-9 5-3-8 1-0-0 12.00 72- 3x4 3x4 - ►fir tat E o r. F 5-3-8 1.5x4 11 10-7-0 5-3-8 5-3-8 ae • e LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1-00 Rep Stress Ines YES Code UBCIANSI95 CSI TC 0.50 BC 0.18 WB 0.13 DEFL (in) (loc) Vdefl Vert(LL) -0.02 B -F >999 Vert(TL) -0.04 B -F >999 Horz(TL) 0.00 D nla Min Length ! LL deft = 240 PLATES GRIP M20 1691163 Weight 33 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E WEBS 2X4WWStud REACTIONS (lblsize) B=80610-5-8, D=806/0-5-8 Max Horz B=304(Ioad case 4) Max UpliftB=168(load case 5), D=-168(load case 5) FORCES (ib) TOP CHORD A -B=43, B-0=463, C -D=-463, D -E=43 BOT CHORD B -F=320, D -F=320 WEBS C -F=103 BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind Toads 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, 100 mi from hurricane oceanline, on an occupancy category I, condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/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 1.33, and the plate grip increase is 1.33 3)All plates are M20 plates unless otherwise indicated. 4This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 Ib uplift at joint B and 168 Ib uplift at joint D. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard A, WARNING - Verib dr.;rix pa ,rvrr,'i ry and READ NOTES ON THIS AND REVERSE SIDE BEFORE (15f,'. Design valid far use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component lo be installed and loaded vertically. Applicability of design parameters and proper ineorporabon of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consul) QST -88 Quality Standard, OSB -89 Bracing Specification, and 1-1I5-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onotrio Drive, Madison, WI 53719 1 MiTek Industries, Inc. 10/29/97 11:56 `'2970.984 3533 TRUSFAB INC. 13JIC GLENWOOD V1005 Jobe Truss Truss Type Qty Ply 3929 A -GAB COMMON 1 1 aD InC., IVCW GH71 Lt, LU, -119-0 10-9-8 1-0-0 10-9-8 12.00 12 0-32 s Aug 29 1997 MiTek Industries, Inc. Tue Oct 281128:091997 Page 1 21-7-0 22j-0 10-9-8 1-0-0 6x8 = 3x6II 3x6II Ff 3x611 3x66 I I 3x6II 3x6 :x8= Fx8,�48= 11 C I a� I: AA 1.5x4 11 Nit; Y X W V UTS R O 1.5x4 II 1.5x4 I f 1.5x4 II 1.5x4 I I 1.5x4 I I 3x4= 1.5x4 I I 1.5x4 I 1.5x4 { 1 21-7-0 1.5x4 I 21-7-0 Plate Offsets (X,Y): LOADING (psf) TCLL 45.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING 2-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress friar YES Code UBCIANSI95 CSI TC 0.05 BC 0.04 WB 0.30 (Matrix) DEFL (in) (lac) Vert(LL) n/a - Vert(TL) 0.00 O -P Horz(TL) 0.00 Min Length / LL dell = 999 Udell n/a >999 n/a PLATES GRIP M20 169/163 Weight: 147 ib LUMBER TOP CHORD 2 X 8 SPF -S 1950F 1.5E BOT CHORD 2 X 4 SPF -S 2100F 1.8E OTHERS 2 X 4 SPF -S 2100F 1.6E 'Except' ST5 2 X 4 SPF -S 2100F 1.BE ST4 2 X 4 SPF -S 2100F 1.BE ST4 2 X 4 SPF -S 2100F 1.8E WEDGE Left: 2 X 4 WW Stud, Right: 2 X 4 WW Stud BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 0-7-12 on center bracing. WEBS 1 Row at midpt . H -W, G -X, I-V REACTIONS (Ib/size) 8=429121-7-0, T=11/21-7-0, W=155/21-7-0, X=261/21-7-0, Y=240121-7-0, Z=260/21-7-0, AA=266/21-7-0, V=262/21-7-0, U=235/21-7-0, S=258/21-7-0, R=255121-7-0, 0=10/21.7-0, 0=425121-7-0 Max Harz B=426(Ioad case 4), X=-2(Ioad case 6), Y=-2(load case 6), Z=-3(Ioad case 6), AA=-5(load case 6), V=2(ioad case 7), U=2(load case 7), S=3(Ioad case 1), R=5(load case 7), Q=-10(load case 3), 0=-414(load case 3) Max UpliftB=-151(load case 3), X=-108(Ioad case 4), Y=-111(load case 5), Z=-127(toad case 5), AA=-160(load case 4), V=-107(Iaad case 3), U=-114(load case 5), S=-125(load case 5), R=-132(load case 3), Q=-155(load case 3). 0=-263(load case 4) Max GravT=20(load case 2), W=155(Ioad case 1), X=270(load case 6), Y=242(toad case 6), Z=250(Ioad case 6), AA=269(load case 6), V=272(foad case 7), U=237(load case 7), S=25B(Ioad case 1), R=257(ioad case 7), 0=156(load case 4), 0=425(load case 1) FORCES (Ib) TOP CHORD A -B=83, B -C=-242, C -D=-184, D -E=44, E -F=-183, F -G--167, G -H=-167, H -I=-167, I -J=-167, J -K=-183, K -L=-87, L -M=-161, M -N=-191, N-0=-240, O -P=83 BOT CHORD B-AA=0, Z-AA=0, Y -Z=0, X -Y=0, W -X=0, V -W=0, U -V=D, T -U=0, S -T=0, R -S=0, Q -R=0, 0-0=0 WEBS H -W=-116, G -X=-222, F -Y=-199, E -Z=-222, C -AA= -219, !-V=-221, J -U=-199, K S=-227, M -R=-210, N-0=-26 NOTES 1) This truss has been checked for unbalanced loading conditions. 2) All plates are M20 plates unless otherwise indicated. 3) Gable requires oontinuous bottom chord bearing. 4) Gable studs spaced at 2-0-0 on center. 5) For studs exposed to wind, see MITek "Standard Gable End Detail" 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-B. UBC -94 Continued on page 2 a ..fuss Truss Type 3929 4- A ATTIC It rus a nc N ` AS] Lb, GU, f647 Q Y� Ply ---- 9 1 4.0-32 s ug29 199TMlrlt lndusirres, lnc: Mo»> Nov 03 13:03T131997Pege f o' 0 2-6-8 -11040 4-7-12 1-0-0 2-i-4 2-6-8 12.0011-2- 10x10= K495779 12-10-4 21-7-0 8-8-12 10-91 16-11-4 p-0-1 22-71-0 4-1-0 2-0-12 4-1-0 2-1-4.2-6-8 6y18d!12 1-0-0 3x8= F 3x8 G 3x101 I F d „ 7x10 \\ 7x10q 3x1011 H 10x10= m K O N 6x6= 3x1011 2-6-84-7-12 2-6-8 2-1-4 16-11-4 12-3-8 M L 3x1011 6x8= 21-7-0 19-0-8 2-1-4 2-6-8 PI le Offsets {X,Y): (t5:0 -D -0,0-o 4f D:0 0-1 z,0 -sem], {F:O-a-u,u-1-0J, (11:0 0 1z,0 B-0], [X0-0-0,0-0-4J,I.141:0-1-8,0-5--61,1N:0-1-8,0-6-15] LOADING (psi) TCLL 45.0 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 UBC/ANSI95 CSI TC 0.B2 BC 0.66 WB 0.90 (Matrix) DEFL (in) (loc) Udell Vert(LL) -0.50 M -N >509 Vert(TL) -0.77 M -N >331 Horz(TL) 0.02 J nfa Min Length 1 LL deft = 240 PLATES GRIP M20 169/163 Weight: 129 Ib LUMBER TOP CHORD 2 X 8 SPF -S 1950F 1.5E BOT CHORD 2 X 8 SPF -S 1950F 1.5E WEBS 2 X 4 WW Stud *Except* D -N 2 X 4 SPF -S 2100F 1.8E, H -M 2 X 4 SPF -S 2100F 1.8E WEDGE Left: 2 X 4 WW Stud, Right 2 X 4 WW Stud REACTIONS (Iblsize) B=2367/0-5-8, J=2367/0.5-8 Max Harz8=-571(Ioad case 3) Max UpliftB=-169(Ioad case 5), J=-169(ioad case 5) FORCES (Ib) TOP CHORD A -B=92, B -C=2928, C -D=-2595, D -E=1688, E -F=492, F -G=492, G -H=-1666, H-1=2595,1-.1=-2928, J -K=92 BOT CHORD 13-0=1559, N-0=1559, M -N=1576, L -M=1559, J -L=1559 WEBS E -P=2379, G -P=-2379, D -N=1244, 11-M=1244, F -P=210 BRACING TOP CHORD Sheathed or 4-0-15 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 10-0-0 on center bracing. JOINT(S) P NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf lop chord dead Toad and 5.0 psf bottom chord dead Toad, 100 mi from hurricane oceanline, on an occupancy category I. condition I enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7-93 per UBC/ANSI95 11 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are not exposed 10 wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 3)All plates are M20 plates unless otherwise indicated. 4This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live Toads per Table No. 16-8, UBC -94. 5) Ceiling dead load (10.0 psf) on member(s). D -E, G -H, E -P, G -P 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (10.0 psi) apptied only to room. M -N 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 Ib uplift at joint B and 169 Ib uplift at joint J. 8) This truss has been designed with ANSI/FPI 1-1995 criteria. LOAD CASE(S) Standard A tIXRRNINC - verify design parameters and Rh'.4I) ?1'O'/7 S' ON THIS AND REVERSE SIDE BEFORE U.1'1'. Design varid for use only with MiTek conneclors. This design is based only upon parameters shown, and is for an individual building component to be installed and loaded vertically. Applicability of design parameters and proper incorporation of component is responsibility 01 building designer - not truss designer. Bracing shown is lot lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing a1 the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage. delivery. erection, and bracing, consult OST -88 Quality Standard, DSB-89 Bracing Specification, end HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate'lnstitute, 563 D' 0nofrio Drive, Madison, WI 53719 1 MITek Industries, Inc. INSPECTION WILL NOT BE MADE UNLESS THIS CARD IS POSTED ON THE JOB 24 HOURS NOTICE REQUIRED FOR INSPECTIONS BUILDING PERMIT GARFIELD COUNTY, COLORADO Date Issuec1F;a. 92.Zoned Area Permit No4. (5J AGREEMENT In consideration of the issuance of this permit, the applicant hereby agrees to comply with all laws and regulations related to the zoning, location; construction and erection of the proposed structure for which this permit is granted, and further agrees that if the above said regulations are not fully complied with in the zoning, location, erection and construction of the above described structure, the permit may then be revoked by notice from the County Building Inspector and IMMEDIATELY BECOME NU4ti;#( AND VOID. Use��% & i d � 3� Address or a1 Descriptio iii .Owner atotith? j Contractor Side Side Setbacks Front Rear This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. INSPECTION RECORD Footing 9-S 91 /1 (, dox.,f 9`,' "":% Foundation GI_ !? 17 L1n r ) Underground Plumbing Insulation 4 —i1-'---9 p ACI-Ain— Rough Plumbing _,, ;',y .rir' Drywall t 1-9 y Arp xf Chimney & Vent Electric Final (by State Inspector)J_•?c__yvs Gas Piping 1- ,=,4-5-7 , `' ` 14;.,714,t -,,,Final i -'t Y -9 q 4 H f, Electric Rough (By State Inspector)ij 2'g Septic Final 9 �: -7 Framing j • e ..__L:1 'I �/1„-,..-,-,-,--s, (To include Roof in place and Windows and Doors installed). 3 _?.1/ Notes: s/? 0 0I0Y4-4-(c Srs-en-04- l- ALL LISTED ITEMS MUST BE INSPECTED AND APPROVED BEFORE COVERING - WHETHER INTERIOR OR EXTERIOR, UNDERGROUND OR ABOVE GROUND. THIS PERMIT IS NOT TRANSFERABLE Phone 945-8212 109 8th Street County Courthouse Glenwood Springs, Colorado. APPROVEDDO NOT DESTROY THIS CARD Dater`+" 97 By IF PLA,124‘i-..-7 541"' D OUTSIDE - C VER WITH CLEAR PLASTIC