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HomeMy WebLinkAboutApplication- PermitJob Address No. 7134 GARFIELD COUNTY BUILDING, SANITATION, and PLANNING DEPARTMENT 109 8th, Street, Suite 303 Glenwood Springs, CO 81601(970) 945-8212 4-3D Gv 32U, Nature of Work Building Permit Use of Building S( --r- C4) tt Owner Contractor cf Amount of PermitS 1(1 ct C) `7 (n Date p( eekppAn\:4- r(P. i 71 /- 15O . ©� q-27-'77 Clerk GARFIELD COUNTY BUILDING PERMIT APPLICATION • GARFIELD COUNTY (GLENWOOD SPRINGS), COLORADO TELEPHONE: (970) 945-8212 Apl icani to complete numbered spaces only. PERMIT NO. INSPECTION LINE: (970) 945-9159 PARCEL/SCHEDULE NO. TOB ADDRESS: 9F io c,r 72 0 R- i IC, Co � I ` 5 1 LOT NO. g BLOCK NO. SUBDIVISION/FJXEMPTION G /, 740 % Q� �R f 2 OWNER /6pS�(l/Ar ADD EU $95 3 c�z 7 a d . "a5`�4(2s WIC Pa ,r4 44 f 3 CONTRACTOR IPA ADMEN! nu LUC. NO: 4 ARCIUTECDENOINEEE AMIEAS PIL LIC NO: 5 tQ. Fr. OP BUUDwO ./ rco, SQ. PT. OF LOT 5 ...4, , J/, HEIGHT NO. OF FLOORS 6 • USE aPBUILDING Atkri64n/c. 7 WORK: tiEw t: a A,f .4, a,, <yrd Lot ► I ;14) (p! u '- b ase wit Ift f T 9__e' 8 `DESCRIBE , f aASa OF MOR[: J�ilaw DADDITION om..raATION oMOVE oI»iOVE 9 OARAGE, oSWAY OODOUBL.E CARPORT: GRIMM ODOUSLE 10 D DRNEWAYPEIUCT KON SIM IEWADE DISPOSAL (SEPTIC) ACE RAN VALUATION OF WORK: VI; .2 D 6 v ADJUSTED VALUATION:$ YEI �/� 2 ` O /"1 L/ �'//I V N ECIAL CONOMORIS: 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 110 DAYS, OR IF CONSTRUCTION OR WORK IS SUSPENDED OR ABANDONED FOR A PERIOD OF 110 DAYS AT ANY TIME AFTER WORK IS COMMENCED. 1 HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE AND CORRECF. ALL PROVISIONS OF LAWS GOVERNING THIS TYPE OF WORK WILLBE COMPLIED WJTH WHETHER SPECIFIED OR NOT. THE GRANTING OF A PERMIT DOES NOT PRESUME TO GIVE AUTHORITY TO VIOLATE OR CANCEL THE PROVISIONS OF ANY OTHER STATE OR LOCAL LAW REGULATING STRUCTION OR THE PERFORMANCE OF CONSTRUCTION. } Det AP, / ? N,i PLAN CHECK FEE: r.L,/ / / S 7/ PERMIT' FEE: // / "1/� 7 , o'er�j TOTAL DATE PERMIT ISSUED: a� 0 bi 2 i 9' _ Y OCC: GROUP: /� .. / ^rJ /t{// CONST: TYPE: ZONING: SETBACKS: Sisootwo of tractor or anlh agent having / and • ,. . notion above. /r ],�y?, ,./�/ '% ' r V. �` � / / - MANU. HOME: ISDS NO. & FEE: / 5 0 - (50 , Building Dept Applin aVDate P _ a . Pix AGREEMENT 3 4 4 PERMISSION I5THE HEREBY GRANTED TO THE APPLICANT AS OWNER, CONTRACTOR AND/OR THE AGENT OF CONTRACTOR OR OWNER TO CON TRUCT THE STRUCTURE AS DETAILED ON PLANS AND SPECIFICATIONS SUBMTITED TO AND REVIEWED BY THE BUILDING DEPARTMENT. IN CONSIDERATION OF 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 30.21.201 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 11E REVOKED BY NOTICE FROM THE COUNTY AND THAT THEN AND THERE IT SHALL BECOME NULL AND VOID. THE ISSUANCE OF A PERMIT BASED UPON PIANS, 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 FRO PREVENTING BUILDING OPERATION BEING CARRIED ON THEREUNDER WHEN IN VIOLATION OF TIM CODE OR ANY OTHER ORDINANCE ORREGULATTON 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. Oufom .003 I HEREBY ACKNOWLEDGE THAT I HAVE READ AND UNDERSTAND THE AGREEMENT ABOVE. =kW $6.07i. 7/ d_ AR,etei. Ak\t,\\'S The following items are required by Garfield County for a final inspection: 1. A final Electrical Inspection from the Colorado State Electrical Inspector. 2. A permanent address assigned by the Garfield County Building Department posted where it is readily visible from an 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 & cold running water, all floors and walls finished and a privacy door. 5. All steps inside or outside over three (3) steps must have handrails. All balconies or decks over 30" high mush have guardrails constructed to meet 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 VACATION PREMISES UNTIL ABOVE CONDITIONS ARE MET. I understand and agree to abide by the above conditions for occupancy, use and the issuance of a Certificate of Occupancy for the dwelling under building permit # Signature c:/cbw/final.wpd Date •s z 1/7, /719 • r� Ziehyr-41 e 4 'kali eia ° cerv4,444 M. Xa.2 _'=A Y - ,/ /Xa8": .zgo. '414.0 fg 7/y/�r,co _JJ1 hr7. 25 74. 7.1 '. fo , o 0 _. 0 2, ?� Truss • �B-GAB Truss Type I DROP GAB(2X4) Trusfab Incl NEW CASTLE, CO, 81647 1 11-0-0 11-0-0 5.801-4 1.5x411 1.5x411 1.5x411 1.5x4 i l Qty Ply R1483989 4.0-32 s Jan 20 1999 MfTek Industries, Inc. Tue May 11 12:53:28 1999 Page 1 4x8= 22-0-0 11-0-0 1.5x411 G Lit - 1.5x411 H 1.5x411 1.5x4 11 J ME 1111111111.- i►w►_►a► ►►►w► ►►► + ► ► ► ►►►,►,►,►„►441.►,►„4,w OA a, �►t►� ► 1116,•,*.►eft► ►*► ► ► ►�►^► ► ►a►�►►►►�►0•,,t, ►► ► 3x4 1.5x411 1.5x411 3x4 i 1.5x411 1.5x411 1.5x4 k1 1.5x411 5x6= 22-0-0 22-0-0 1.5x4 ! I 1.5x411 Plate Offsets (X,Y): IP:0-3-0,0-3.01 LOADING (psf) TCLL 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 lncr YES Code UBC/ANSI95 CSI TC 0.09 BC 0.05 WB 0.12 (Matrix) DEFL (in) (Ioc) 1/defl Vert(LL) Na - Na Vert(TL) Na - Na Horz(TL) 0.00 Na 1st LC LL Min 1/del = 240 PLATES GRIP M20 169/123 Weight: 78 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E OTHERS 2 X 4 WW Stud REACTIONS (lb/size) A=152122-0.0, P=193/22-0-0, K=152/22-0-0, Q=238/22.0-0, R=248/22.0-0, S=212/22-0-0, T=328122-0-0, 0=238/22.0-0, N=248/22-0-0, M=212/22-0-0, L=328/22-0.0 Max HorzA=139(lOad case 5), K=-139(Ioad case 8) Max UpliftQ=-84(load case 5), R=-71(Ioad case 5), S=-60(Ioad case 5), T=-93(load case 5), 0=-64(load case 6), N=-71(bad case 6), M=-60(load case 6), L-93(load case 8) Max GravQ=245(Ioad case 7), R=248(Ioad case 1), 5=212(load case 7), T=328(load case 1), 0=245(load case 8), N=248(Ioad case 1), M=212(load case 8), L=328(load case 1) FORCES (lb) - First Load Case Only TOP CHORD A-82-110, B -C2-107, C -D=-100, D -E=-102, E -F=-101, F-0=-101, G -H —102, H-1=-100,14=-107, J -K=-110 BOT CHORD A -T=0, S -T=0, R -S=0, Q -R=0, P -Q=0, O -P=0, N-0=0, M -N=0, L -M=0, K -L=0 WEBS F -P=-153, E-0=-197, D -R=-205, C -S=-184, B4=-254, G-0=-197, H -N=-205, I -M=-184, J -L=-254 BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rtgid ceiling directly applied or 8-0.0 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, In the gable end roof zone on an occupancy category IL condition I enclosed building, with exposure C ASCE 7-95 per UBC/ANS195 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase 1s1.33 3) For studs exposed to wind, see MiTek "Standard Gable End Detail” 4) A8 plates are M20 plates unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 on center. 7) This buss 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint Q, 71 1b uplift at joint R, 80 ib uplift at joint S, 93 Ib uplift at Joint T, 84 Ib uplift at Joint 0, 71 Ib uplift at Joint N, 60 Ib uplift at joint M and 93 Ib uplift at joint L. 9) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASES) Standard A tVi3R:\7.VG - V if design parameters and READ NOTES ON THIS ,1 ND R l'wRSE .571.)f BEFORE USE. Design valid for use only with MiTek connectors. This design Is based only upon parameters shown, and f�orraan indn cif idual building component to be installed and loaded vertically. Applicability of design parameters and proper component is responsibility of building designer - net 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, consult QST -88 Quality Standard, DSD -89 Bracing Specnication, mottle -91 Mendrrtng tnstelNng End Br■ctng Recommendation available from Truss Plate Institute, 583 0' Onofrio Drive, Madison, WI 53719 WNW MITA Industries, Inc. May 11,1999 Truss B3 Truss Type TUB CATH Qty 5 Py 1 Trusfab Inc., NEW C STLE, CO, 81647 -1.6-0 1-6-0 5-7-14 11-0-0 RI483988 4.0.32 s Jan 201999 MiTek industries, Inc. Tue May fi 12:53.251999 Page 1 15-10-0 5-7-14 5-4-2 <x10= 4-10-0 1 8-0-0 8-0-0 15-10-0 7-10-0 Plate Offsets (X,Y): [B:0-0-10,0-0-121 LOADING (psf) TCLL 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 UBCIANSI95 CSI TC 0.79 BC 0.55 WB 0.84 DEFL (In) (Ioc) Vdefl Vert(LL) -0.21 B -G >877 Vert(TL) -0.40 B -G >465 Horz(TL) 0.10 F n/a 1st LC LL Min Vdefl = 240 PLATES GRIP M20 169/123 Weight 80 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 *Except* D -G 2 X 4 SPF -S 2100F 1.8E, E -F 2 X 4 SPF -S 2100F 1.8E WEDGE Left: 2 X 4 WW Stud REACTIONS (lb/size) B=110310-5-8. F=93310-3-8 Max Horz B=253(1oad case 5) Max UpliftB=-412(load case 5), F=-325(Ioad case 5) FORCES (lb) - First Load Case Only TOP CHORD A -B=26, B -C=-2349, C -D=-1712, D -E=-0, E -F=-234 BOT CHORD B -G=2135, F -G=898 WEBS C -G=-580, D -G=1340, D -F=-1042 BRACING TOP CHORD Sheathed or 4-2-3 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-8-11 on center bracing. WEBS 1 Row at midpt D -F 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 et 25 ft above ground level, using 5.0 psf top chord dead Toad end 5.0 psf bottom chord dead bad. in the gable end roof zone on an occupancy category 11, condition 1 enclosed building. with exposure C ASCE 7-95 per UBCIANSI95 11 end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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. 18-B, UBC -94. 5) Bearing at Joint(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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 412 Ib uplift at joint B and 325 Ib uplift et joint F. 7) This truss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard May 11,1999 A R' RNI,VG - Verify design parameters and READ NOTES ON THIS AND REVERSE SIDE BEFORE USE. 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 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 construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility 01 the building designer. For general guidance regarding labricatlon, quality control, storage, delivery, erection, and bracing, consult 091-88 Quality Standard, OSB -89 Bracing Specification, and H113-91 Handling Installing and Bracing Recommendation available from Truss Plats Institute, 583 D. Onofrlo Drive, Madison, WI 53719 smam- MITA Industries, Inc. Truss Truss Type ,023 82 -GAB 'DROP GAB(2X4) Trusfab Inc., NEW CASTLE, CO. 81647 Qty Ply 11-0-0 R1483987 4.0-32 s Jan 20 1999 MiTek Industries, Inc. Tue May 11 12:53:23 1999 Page 1 22-0-0 11-0-0 4x8= 11-0-0 22-0-0 22-0-0 Plate Offsets (X,Y): IP:0-3-0,0-3-0l LOADING (psf) TCLL 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 Inti YES Code UBC/ANSI95 LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E OTHERS 2 X 4 WW Stud CSI TC 0.53 BC 0.49 WB 0.60 (Matrix) DEFL (in) (Ioc) Udell Vert(LL) n/a - n/a Vert(TL) n/a - fila Horz(TL) 0.00 fila 1st LC LL Min Vdeft = 240 PLATES GRIP M20 1591123 Weight 76 Ib BRACING TOP CHORD Sheathed or 10-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center tracing. REACTIONS (1b/size) A=-184116-0-0, P=891/16-0-0, Q=254!16-0-0, R=235/16-0-0, S=214116-0-0, T=327/16-0-0, 0=-119116-0-0, N=915/16-0-0 Max HorzA=-643(load case 8), N=643(Ioad case 8) Max UpliftA=-268(load case 8), P=-34(load case 8), 0=-64(load case 5), R-72(load case 5), S=-80(Ioad case 5), T=•93(load case 5), 0=-119(load case 1), N=-256(ioad case 8) Max GravA=39(Ioad case 5), P=891(load case 1), Q=264(Ioad case 1), R=242(Ioad case 7), S=214(load case 1), T=327(load case 7), 0=40(Ioad case 6), N=915(Ioad case 1) FORCES (Ib) - First Load Case Only TOP CHORD A -B=774, B -C=752, C -D=757, D -E=783, E -F=738, F -G=747, G -H=692, H-1=827,14=774, J -K=725 BOT CHORD A -T=0, S -T=0, R -S=0, C1 -R=0, P•Q=0, 0 -P=O, N-0=0, M -N=-643, L -M=-643, K -L=-643 WEBS F -P=-788, E -Q=-241. D -R=-187, C -S=-187, B -T=-252, G-0=-74, H -N=-491, I -M=-98, J -L=-93 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, in the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are exposed to wind. The lumber DOL Increase Is 1.33, and the plate grip Increase is 1.33 3) For studs exposed to wind, see MiTek "Standard Gable End Detail" 4) Non Standard bearing condition. Review required. 5) All plates are M20 plates unless otherwise Indicated. 6) Gable studs spaced at 2-0-0 on center. 7) 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. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 268 Ib uplift at joint A, 34 Ib uplift at joint P, 64 Ib uplift at Joint 0, 72 Ib uplift at joint R, 60 Ib uplift at joint S, 93 Ib uplift at joint T, 119 Ib uplift at joint 0 and 258 Ib uplift at joint N. 9) This truss has been designed with ANSI TPI 1-1995 criteria. LOAD CASE(S) Standard May 11,1999 ,g, WARNING - Verity design parameters ,and READ NOTES ON THIS ANI) REVERSE SIDE BEFORE USE. Design valid tor use only with MiTek connectors. This design is based only upon parameters shown, and is for en individual building component to 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 onty. 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, consult OST -88 Quality Standard, DSB-89 Bracing Specification, end 1116-91 Handling Installing and Bracing Recommendation available from Trues Plate Institute, 583 0' ()norma Orlva, Madison, WI 53715 MITsk Industries, Inc. -I 1 ,e23 B2 CATHEDRAL Trusfab Inc., NEW CASTLE, CO, 81847 -1.8-0 1-8-0 5-7-14 - Fi1463986 3 11-0-0 4.0-32 s Jan 20 1999 MiTek Industries, Inc. Tue May 11 12:53:20 1999 Page 1 5-7-14 5-4-2 5x8= 15-8-4 4-8-4 22-0-0 6-3-12 23-6-0 1-6-0 3x8s 3.00 12 8-0-0 8-0-0 5x8= 15-8-8 22-0-0 7-6-8 6-5-8 0 Plate Offsets (X,Y): [B:0-0-10,0-0-121, 1F:0-0.0,0-0-31 LOADING (psf) TCLL 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 UBCIANSI95 CSI TC 0.65 BC 0.44 WB 0.85 DEFL (in) (loc) Udell Vert(LL) -0.22 B -I ?838 Vert( L) -0.40 B -I >467 Horx(TL) 0.08 H n/a 1st LC LL Min Udell = 240 PLATES GRIP M20 189!123 Weight 75 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100E 1.8E WEBS 2X4WWStud WEDGE Left 2 X 4 WW Stud REACTIONS (Ib/size) Bx869/0-5.8, H=2078/0-5-8 Max Horz B=120(load case 5) Max UpliftB=-376(load case 5), H=-705(Ioad case 8) Max Gray B=975(load case 7), H=2078(Ioad case 1) FORCES (Ib) - First Load Case Only TOP CHORD A -B=26, B -C=-1416, C -D=-741, D -E=1197, E -F=1184, F -G=29 BOT CHORD B-=1287, H -I=90, F -H-1052 WEBS C -I=-815, D -I=898, D -H3-1820, E -H=-565 BRACING TOP CHORD Sheathed or 4-9-15 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 8-0-0 on center bracing. WEBS 2 Rows at 113 pts D -H 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 bad and 5.0 psf bottom chord dead Toad, In the gable end roof zone on an occupancy category II, condition 1 enclosed building, with exposure C ASCE 7-95 per UBCIANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 Toad nonconcurrent with any other live bads per Table No. 16-8, UBC -94. 5) Bearing at joint(s) B 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 3781b uplift at Joint 8 and 705 Ib uplift at joint H. 7) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard May 11,1999 A tti 1RNLVG - i. 'rrlj 11esigr parameters and READ NOTES ON THIS AND REVERSE SIDI: BEFORE ii51i. Design valid for use only with Milek connectors. This design is based only upon parameters shown, and a for an individual building component to 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 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 labricalion, quality control, storage, delivery, erection, and bracing, consult OST -88 Quality Standard, 088-89 Bracing Specification, and 1118.91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrio Drive, Madison, WI 53719 MITsk Industries, Inc. _,23 -t E /% [Truss Tress Type �E}1 STUB COMMON Trusfab Inc., NEW CASTLE, CO, 81647 -1-6-0 1-6.0 sty 8 Ply R1483985 5-8-4 5-8-4 1- 11-0.0 4.0-32 s Jan 20 1999 MiTek Industries, Inc. Tue May 11 12:53:17 1999 Page 1 15-10-0 5-3-12 4x6 5.80 12 I 1.Sx4� 5� .14.441111111111111111111111 4-10-0 3x6= 11-0-0 G 3x8= 15-10-0 1.5x411 11-0-0 4-10-0 Plate Offsets (X,Y): [B:0-0-0,0-0-31 LOADING (psf) TCLL 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 UBCIANSI95 CSI TC 0.48 BC 0.83 WB 0.80 DEFL (in) (loc) Udell Vert(LL) -0.38 B -G >491 Vert(TL) -0.65 B -G >285 Horz(TL) 0.01 F Na 1st LC LL Min Udell = 240 PLATES GRIP M20 189/123 Weight 59 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 *Except' E -F 2 X 4 SPF -S 2100F 1.8E REACTIONS (lb/size) 13=1103/0-5-8, F=932/0-3-8 Max Horz B=253(ioad case 5) Max Upiift6=-414(Ioad case 5), F=-323(load case 5) FORCES (1b) - First Load Case Only TOP CHORD A -B=29, B -C=-1202, C -D=-623, D -Ex -623, E -F=-886 BOT CHORD B -G=1087, F -G=0 WEBS C -G=-566, D -G=34, E -G=677 BRACING TOP CHORD Sheathed or 6-0-0 on center purlin spacing, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. NOTES 1) This truss has been checked for unbalanced loading conditions. 2) This truss has been designed for the wind loads generated by 85 mph winds at 25 ft above ground level, using 5.0 psf top chord dead Toad end 5.0 psf bottom chord dead Toad, In the gable end roof zone on an occupancy category 11, condition I enclosed building, with exposure C ASCE 7-95 per UBC/ANSI95 H end verticals or cantilevers exist, they are exposed to wind. H porches exist they are exposed to wind. The lumber 001 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 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 414 lb uplift at joint B and 323 lb uplift at joint F. 6) This truss has been designed with ANSI/TPI 1-1995 criteria. LOAD CASE(S) Standard A lt-ARVING - Verib design parameters and READ NO -1 -ES O.V THIS AND RI. VERSE_ SIDE BEFORE USE. oasiOn valid tot 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 incorporation of component is responsibility of building designer - not truss designer. Bracing shown is tor lateral support of individual web members only. Additional temporary bracing to insure stability during constriction 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, consult OST -88 Ouallty Standard, OSB -89 Bracing Specification, and H18-91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' 1 MITA Industries, Inc. May 11,1999 Truss Truss Type COMMON Trusfab Inc., NEW CASTLE, CO, 81647 69 -1-6-0 1-8-0 cif 111 5-8-4 5-8-4 Qty 6 11-0.0 Ply 1 R1483984 4.0-32 s Jan 201999 MiTek Industries, Inc. Tue May 11 12:53:15 1999 Page 1 16-3-12 22-0-0 23-6-0 5.80111 .5x4 � H 5x6= 5-3-12 4x8= 5-3-12 1.5x4 E 5-8-4 5x6= 11-0-0 1.6.0 6x10= 22-0-0 11-0-0 11-0-0 Plate Offsets (X,Y): [B:0 00.0 1-61, [F:0-0-0,0-1.61,1H:0-5-0,edgel LOADING (psf) TCLL 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 UBC/ANSI95 CSI TC 0,51 8C 0.80 WB 0.58 DEFL (in) (Ioc) !/dell Vert(LL) -0.37 F -H >713 Vert(TL) -0.87 F -H >387 Horz(TL) 0.05 F n/a 1st LC LL Min I/defl = 240 PLATES GRIP M20 1691123 Weight 73 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 REACTIONS (Ib/size) B=147310-5-8, F=1473/0-5.8 Max Horz B=-119(Ioad case 8) Max UpliltB=-539(load case 5), F=463(load case 6) FORCES pb) - First Load Case Only TOP CHORD A -B=29, B -C=-2004, C -D=-1442, D -E=-1442, E -F=-2004, F -G=29 BOT CHORD B -H=1778, F -H=1778 WEBS C -H=-539, D -H=707, E -H -539 BRACING TOP CHORD Sheathed or 4-9-9 on Center purlin spacing. BOT CHORD Rigid ceiling directly applied or 9-3-13 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 Toad 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 UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 Toad nonconcurrent with any other live loads per Table No. 18-5, UBC -94. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 539 Ib uplift at joint B and 483 lb uplift at joint F. 8) This buss has been designed with ANSUTPI 1-1995 criteria. LOAD CASE(S) Standard May 11,1999 A WIRNING - Verify design parameters and READ NOTES ONTHIS AND REVERSE SIDE. BEFORE USE. 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 incorporation of component is responsibility of building designer - not truss designer. Bracing shown Is for lateral support of individuat 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, consult 05T-88 Quality Standard, DSB-89 Bracing Specification, and HIS -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 0' empiric Drive. Madison, WI 53719 MITA Industries, Inc. Truss .` �s A -GAB �f Truss Type DROP GAB(2)(4) Qty R1483963 Trusfab Inc., NEW CASTLE, CO, 61847 13-0-0 4.0.32 s Jan 20 1999 MiTek industries, Inc. Tue May 11 12:53:12 1999 Page 1 26-0-0 13-0-0 4x6- 13-0.0 1 0101163������ta�w���w� iw. 1141t���^�^iittit+�1:itlit������� ��a a. a a a ���������,��� Z.�����•�• Vit.a�����t�Mil07.4 &It6,103�.• 3x4= 26-0-0 26-0-0 LOADING (psi) TCLL 40.0 TCDL 10.0 BCI.L 0.0 BCDL 10.0 SPACING 4-0-0 Plates Increase 1.00 Lumber Increase 1.00 Rep Stress Inco NO Code UBC/ANSt95 CSI TC 0.17 BC 0.08 WB 0.25 (Matrix) DEFL (In) (Ioc) I/defl Vert(LL) n/a - Na Vert(TL) n/a - n/a Horz(TL) 0.00 n/a istLCLLMin l/defl=240 PLATES GRIP M20 169/123 Weight: 88 Ib LUMBER TOP CHORD 2 X 4 SPF -S 2100F 1.8E BOT CHORD 2 X 4 SPF -S 2100F 1.8E OTHERS 2 X 4 WW Stud BRACING a TOP CHORD Sheathed or 6-0-0 on center purlin spacing. BOT CHORD Rigid ceiling directly applied or 6-0-0 on center bracing. REACTIONS (Ib/size) A=262/26-0-0, R=20/26-0-0, M=262/26-0-0, T=411/26-0-0, U=477/26.0-0, W480/28-0.0, W=488/28.0.0, X=445/26.0.0, Y=801/28-0-0, S=485/26-0-0, 0=468/26-0-0, P=491/26-0-0, 0=444/26-0-0, N=801/26-0-0 Max HorzA=275(load case 5), M=-275(load case 6) Max UpliftU=-120(Ioad case 5), V=-128(load case 5), W=-127(Ioad case 5), X=-116(Ioad case 5), Y=-157(Ioad case 5), S=-125(toad case 6), 0=-134(load case 8), P=-128(Ioad case 6), 0=-116(load case 6), N=-157(Ioad case 6) Max GravR=39(Ioad case 2), M=262(load case 1), T=411(load case 1), U=493(load case 7), V=480(Ioad case 1), W.489(load case 7), X=445(load case 1), Y=801(load case 7), S=482(load case 8), Q=468(load case 1). P=491(Ioad case 8), 0=444(load case 1), N=801(Ioad case 8) FORCES (Ib) - First Load Case Only TOP CHORD A -B=-179, B -C=-181, C -D=-174, D -E=-175, E -F=-175, F -G=-174, G -H=-174, H -I=-175, I -J=-175, J -K=-174, K -L=-181. L -M=-179 BOT CHORD A -Y=0, X -Y=0, W -X=0, V -W=0, U -V=0, T -U=0, S -T=0, R -S=-0, Q-R=O, P -Q=0, 0-P=0, N-0=0, M -N=0 WEBS G -T=-328, F -U=-397, E -V=-401, D -W=-404, C -X=-381, B -Y=-489, H -S=-397, t -Q=-401, J -P=-404, K-0=-381, L -N=-489 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 Toad, In the gable end roof zone on an occupancy category II, condition I enclosed building, with exposure C ASCE 7-95 per UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. if porches exist, they are exposed to wind. The lumber DOL increase is 1.33, and the plate grip Increase Is 1.33 3) For studs exposed to wind, see MiTek "Standard Gable End Detail" 4) All plates are M20 plates unless otherwise indicated. 5) All plates are 1.5x4 M20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 on center. 8) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live Toads per Table No. 16-B, UBC -94. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ib uplift at joint U, 128 Ib uplift at Joint V, 127 Ib uplift at Joint W, 116 Ib uplift at joint X, 157 Ib uplift at joint Y, 125 Ib uplift at joint S, 134 Ib uplift at joint 0, 126 lb uplift at joint P, 116 Ib uplift at Joint 0 and 157 Ib uplift at Joint N. 10) This truss has been designed with ANSI/1'1311-1995 criteria. LOAD CASE(S) Standard May 11,1999 A WARNING - Verify design parameters and READ ,VOTES ON THIS ,A.VI) REVERSE SIDE BEFORE USE. 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 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 construction is the responsibility of the erector. Additional permanent braang of the overall structure is the responsibility, of the building designer. For general guidance regarding fabrication. quality control, storage, delivery, erection, and bracing, consult 0ST-88 Quality Standard, DSB-89 Bracing Specification, and HIB -91 Handling Instailing and Bracing Recommendation available from Trues Plate Institute, 583 D' OnOrrio Dews, Madison, WI' 517111 111 MITek Industries, 1ne. 1Tluss Truss Type Al - SCISSORS Qty rwy R1483982 Trushab Inc., NEWCASTLE; CO, 81647 3-11-15 6-11-15 3-11-15 3-0-0 10-0-0 3-0-0 13-0-0 3-0-0 4.0-32 s Jan 201999 MiTek Industries, Inc. Tue May 11 12:53:091999 Page 1 18-0-0 3-0-0 19-0-1 '3.0-0 22-0-1 { 26-0-0 3-0-0 3-11-15 6-11-15 6-11-15 13-0-0 6-0-1 19-0-1 6.0-1 26-0-0 6-11-15 0 Plate Offsets (X,Y):[A:0-2-15,edge],1I:0-2-15,edde1JK:0-6-0,0-3-10) LOADING (psf) TCLL 40.0 TCOL 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 UBC/ANSI95 CSI TC 0.81 BC 0.91 WB 0.88 DEFL (In) (Ioc) 1/dell Vert(LL) -0.76 K >409 Vert(TL) -1.12 K >275 Horz(TL) 0.78 1 n/a 1st LC LL Min I/dell = 240 PLATES GRIP M20 189/123 Weight 86 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 'Except* E -K 2 X 4 SPF -S 2100E 1.8E BRACING - TOP CHORD Sheathed or 2-1-5 on center purtin spacing. BOT CHORD Rigid ceiling directly applied or 5.0.6 on center bracing. REACTIONS (Ib/size) A=154410-5-8,1=1544/0.5-8 Max HorzA=104(load case 5) Max UpliftA=-539(load case 5),1=-449(Ioad case 6) FORCES (Ib) - First Load Case Only TOP CHORD A -B=-8673, B -C--8422, C -D=-8422, D -E--4655, E -F=-4655, F -G=-6422, G -Ha -6422, H -I=-6673 BOT CHORD A-L■6236, K -L=5294, J-K■5294, I -J=6236 WEBS B -L■ -121, C -L--323, O -L=1041, D -K--890, E -K=3281, F -K=-890, F -J=1041, G -J=-323, H -J=-121 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 A above ground level, using 5.0 psf top chord dead Toad 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 UBCIANSI95 If end verticals or cantilevers e,dst, they are exposed to wind. if porches exist, they are 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 Toads per Table No, 16-B, UBC -94. 5) Bearing at Joint(s) A, I 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 539 Ib uplift at joint A and 449 Ib uplift at joint I. 7) This truss has been designed with ANSIITPI 1-1995 criteria. LOAD CASES) Standard May 11,1999 .. 11' IRN/NG - 1 f' design parameters and READ NOTES 01%/17-11S AND RE1 FRSE SIDE BEFORE USE. Design valid Tor use only with MMTek connectors. This design is based only upon parameters shown, and is for an Individual building component to be insta{led and loaded vertically. Applicability oI design parameters and proper incorporation 01 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 01 the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection, and bracing, consult QST -88 Quality Standard, D813-89 Bracing Specification, and HIB -91 Handling Installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Onofrlo Drive, Madison, WI 53719 MITek Industries, Inc. Job b 5823 Truss r A Tfruss Type . SCISSORS Qty 10 Ply 1 81483981 Trusfab Inc., NEW CASTLE, CO, 81847 -rl• -1.6-0 I 3-11-15 1-6-0 3-11-15 6-11-15 3-0-0 10-0-0 3-0-0 13-0-0 3-0-0 6x8= 4.0-32 s Jan 20 1999 MiTek Industries, Inc. Tue May 11 12:53:06 1999 Page 1 16-0-0 3-0-0 19-0-1 22-0-1 26-0-0 3-0-0 3-0-0 3-11-15 8.11-15 6-11-15 13-0-0 6-0-1 19-0-1 6-0-1 26-0-0 8.11-15 { 0 Tis Plate Offsets (X,Y): [B:0.2.15,edge], [J:0-2-15,edgel, [L:0-8-0,0.3-10] LOADING (psf) TCLL 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 UBC/ANSI95 CSI TC 0,61 BC 0.91 WB 0.86 DEFL (in) (loc) 1/de8 Vert(LL) -0.78 L >409 Vert(TL) -1.12 L X275 H0rz(TL) 0.76 J n/a 1st LC LL Min Udell = 240 PLATES GRIP M20 169/123 Weight 88 Ib t 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 *Except* F -L 2 X 4 SPF -8 2100F 1.8E BRACING TOP CHORD Sheathed or 2-1-5 on center purtin spacing. BOT CHORD Rigid ceiling directly applied or 5.0-8 on center bracing. REACTIONS (lb/size) J=1544/0.5-8, 8=1713/0-5-8 Max Horz B=137(Ioad case 5) Max UpliftJ=-449(load case 6), B=-626(load case 5) FORCES (Ib) - First Load Case Only TOP CHORD A -B=26, B -C=-8873, C -Da -8422, D -E=-6422, E -F=-4655, F -G=-4855, G -H=-6422, H-1=-8422, I -J=-8673 BOT CHORD B -M=6238, L -M=5294, K -L=5294, J -K=6236 WEBS C -M=-121, D -M=-323, E -M=1041, E -L=-890, F -L=3281, G -L=-890, G -K=1041, H -K=-323, I -K=-121 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 fl above ground level, using 5.0 psf top chord dead Toad 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 UBC/ANSI95 If end verticals or cantilevers exist, they are exposed to wind. If porches exist, they are 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 toad nonCOncurrent with any other live loads per Table No. 16-B, UBC -94. 5) Bearing at joints) J, B 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 449 Ib uplift et Joint J and 626 Ib uplift at Joint B. 7) This truss has been designed with ANSI/TPI 1-1995 Criteria. LOAD CASE(S) Standard May 11,1999 A lt.4RNING - 6erih; des parameters and READ NOTES ON THIS AND RFV FRSE SIDE BEFORE USE. 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 incorporation 01 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, consult OST -88 Quality Standard, OSB -39 Bracing Specification, and HIB -91 Handling installing and Bracing Recommendation available from Truss Plate Institute, 583 D' Pnarr,te Drive, Madison, Wi 53719 1,1IT.k Industries, Inc. { 29. 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 complying with the Uniform Building Code? Yes No 30. If you are accessing a county road and do not have an existing driveway you will need to acquire a driveway permit from Garfield County Road and Bridge. Their phone number is 945-6111_ You will need to show proof prior to the issuance of the building permit. I hereby acknowledge that I have read, understand and answered these questions to the best of my ability. /3/ Mfg signs reLF—' dafe Phone: 6a s "& $ (days); /1015 - 5e2? ( (evenings) Project Name: 144A✓drt Project Address: YF 3c CX 3 Notes: If you have answered "No" on any of the questions, you may be required to provide this information at the request of the Building Official prior to beginning the plan review process. Delays in issuing the permit are to be expected. Work may not proceed without the issuance of a permit. If it is determined by the Building Official that additional information is necessary to review the application and plans to determine minimum compliance with the adopted codes, the application may be placed behind more recent applications for building permits in the review process and not reviewed until required information has been provided and the application rotates again to first position for review, delay in issuance of the permit or delay in proceeding with construction. Per App 02.95 Effective August 15, 1995 5 4Wc Com... t 401 - t. 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 Issued 37. ---finned Area Permit No 134/ 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 Budding Inspector and MMEDIATELY BECOME NU L ND VOID.DCA00_11_2(..o Use +,Jt(1 t( ►'R"" a �i / r X- Address rr Legal Descriptio 453 g+�' C ))O ici,y t./ (( ( owne 1105 C i� y Contractor O tO f " Setbacks Front Side Side This Card Must Be Posted So It is Plainly Visible From The Street Until Final Inspection. Rear INSPECTION RECORD Footing _ ((- q l /6, r"-, 0 („. Foundation - /? fJ7 A ,._ (•'" Underground Plumbing ;)l-91K.t, ,t ('s Insulation ‘,;(7/2/j7 /1> .,, (', . Rough Plumbing is _- ,,.._ CC-.: c. Drywall y' -A-1 .7'; y{�r L4.1 (' f Electric Final by Stale inspector iAl . Chimney & Vent r✓ Gas Piping - f .2—q'-) %c n. < %=' Finale 9 zij - 9-' Electric Rou h B State Ins i ectorrrt' I Iii Septic Ft : l , / J Ti a . _. " - Framing _y-#111 /�? rt t (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 GROUNII, THIS PERMIT IS NOT TRANSFERABLE Phone 945-9159 109 8th Street County Courthouse Glenwood Springs, Colorado. APPROVED DO NOT DESTROY THIS CARD Date By.re IF PLACED OUTSIDE - OVER WITH CLEAR PLASTIC