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Home My WebLink AboutCO & DOCS - 02-00065 - Bowen Student Housing - RemodelCERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No. R- o2 -o9 -19 Building Street Address: 174 South 3 West Building Owner: David Bowen Contractor: Shaw Homes and Constructions Description of building or portion of building for which this certificate is issued: Commercial - Remodel Occupancy: This Certificate, issued pursuant to the requirements of Section 1o9 of tbe Uniform Buif ding Code, certifies that, at the time of issuance, this builbin9 or that portion of tbe builain@ that was inspected on the bate f istea was f ouna to be in compliance with the requirements of the cote for the group and division of occupancy and tbe use for which the propose occupancy was classified. C.O. Issued by: Building Official There shall be no future change in the existing occupancy classification of the building nor shall any structural changes, modifications or additions be made to the building or any portion thereof until the Buildi Official has reviewed and approved said future changes. Water Department ,e -,Fire Department State of Idaho Electrical Department - (208 - 356-4830) ❑ Full BUILDING PERMIT APPLICATION REXBURG, ID DATE THE UNDERSIGNED HEREBY APPLIES FOR A PERMIT FOR THE WORK HEREIN INDICATED OR AS SHOWN AND APPROVED IN THE ACCOMPANYING PLANS AND SPECIFICATIONS. OWNER BUILDER ,.I` STRUCTURE: p NEW 0 REMODEL 0 RESIDENCE FOOTINGS Ca'CONCRETE 0 MASONRY O OTHER REMARKS: 0 COMM. ❑ EDUCATIONAL DEPARTMENT OF BUILDING & ZONING VALUE 3 5 lJ FEE PAID / BUILDING INSPECTOR JOB ADDRESS / a ARCHITECT 0 ADDITION 0 REPAIR PHONE DESIGNER ❑ RENEWAL 0 GOVT p REUGIOUS p FENCE p PATIO p CARPORT This permit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulations of Re that the work to be done as shown in the plans and specifications will be completed in accordance with tt regulati pertaining and applicable thereto: The issuance of the permit does not waive restrictive covenants. p CASH APPUCANT OO CHECK DATE .ADDR WHITE — Owner's Copy CANARY — Building Department's Copy PINK — Assessor's Copy GOLDENROD- Inspector 0 GARAGE p AWNING FOUNDATION CONCRETE O MASONRY O OTHER BASEMENT 0 PARTIAL 0 FULL ONO FLOORS £ION D RETE 0 OTHER EXT. WALLS 0 WOOD O MASONRY OS, ER NEER O METAL 0 STUCCO INT. WALLS CEIUNG ROOF 0 WOOD 0 MASONRY OILIQPNCRETE irDRYWALL O PLASTER 0 TILE 0 WOOD p''GRYWALL ❑ PLAST R O TILE p ACOUSTIC O OPEN CI BUILT UP. 0 WOOD SH. (AMP. SH. 0 TILE CI ROLL ROOF. 0 METAL HEAT OIraAS OIL CI COAL CI FIREPLACE 0 ELECTRIC NO.��'7 0 FIRE DAMAGE SEP 2 " 200'? INSULATED •,, CitWALLS O CEILING CI FLOORS ❑ PERIMETER' Q reby agr Date of Application / ° .23 -0 2- OWNER Name .en, /3 an/ 4 Site Address / 75' Mailing Address 4r 1 t 3 — S - APPLICATION FOR BUILDING PERMIT CITY OF IIEXBURG, IDAHO .14/ 'L/ "''� City /State /Zip Telephone/Fax/Mobile /- o— 9 7 f3 2 3 CONTRACTOR Name Mailing Address City /State /Zip j , Telephone/Fax/Mobile 6 - 9/SS PROJECT INFORMATION DEPARTMENT APPROVAL te s e .175, Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied Architect/ Engineer Firm Subdivision Circle One Residen Commercial Educational Government Remodel Other Circle One New House dditionemodel to House New Commercial Commercial Remodel Circle One Basement on Finished / Unfinished Other: None/ Patio/ Carport/ Awning N/A Lot Square Footage , - ( Lot Width 5 Square Feet 7(/j Garage Square Feet NA Number of Stories ( Height of Building What will structure be used for: Ho e Will there be an apartment ? Total Estimated Cost 3S . 0 Signature of Applicant Zone * **** ** **** *** *** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Code Building Type Home BusinesapartmeD Commercial Other If so, how many units Are you in a flood plain CC- Plan Name Lot Buildii Permit Fees ° LCP% Plan Chck Fees Permit No. f O t-o 9 —19 Block plumbing P F ees �l' a) `Digging Permit Fees Water & Sewer Fees Front Footage Fee TOTAL $ s Signature of Inspector Issued by J \ ) Rough Plumbing Septic Tank Fixtures Water Piping Complete Sewer Bath Tubs Urinal Showers Sink Trap Laundry Trays Water Heater Wash Basin f Other Toilet / Slop Sinks Kitchen Sinks ,r Floor Drain Drinking Fountains Lawn Sprinklers Water Softeners Dish Washing Mach. / Clothes Washer Name Address .' M . °` ~' Tel CITY OF REXBURG APPLICATION FOR PLUMBING PERMIT OWNER FEES Lot Blk. Add. PLUMBER Name Address Tel. NATURE OF INSTALLATION Use DESCRIPTION OF WORK Plumbing Permit Sewer Inspection $ Inspection of Pipe $ Inspection of Fixtures $ TOTAL $ Received: Date By INSPECTOR'S RECORD N P A! . SEP 2 ` 2002 Rough Plumbing Sewer Other Finish Plumbing INSP. NAME Masonry: D n `. Roofing:� ins�latio�i : d,1� Drywall: ` wcrJ: / L' aJ/l E a r tiri o '1 a- ncre to : o - c L eoGL . Painting: Floor Ccvar.incs: Plumbing: a Electrical: Roof Trutaes: '�i '? oc=: / calling Joista : e 7 irne_c nds UJ O ; A CTOR LTST SPECIAL CONSTRUCTION (MANUFACTURER OR SUPPLIER) nf)6, tiAtai _ 1 Job 10021 -02 Truss B1GD BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Truss Type KINGPOST 8 -4 -8 8 -4 -8 8 -4 -8 8 -4 -8 Plate Offsets(X,Y): [A:1 - 5 - 11, Edge],[ A: 0 - 10-10, Edge],[ A: 0- 5- 8,1- ast[A:0- 5- 7,1- 5- 91,[C:1- 5-11,0 -0-01 [C:0- 10- 10,Edg5] LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 2 X 6 LSL Truss Grade BOT CHORD 1.5 X 9.5 LSL Truss Grade WEBS 2 X 4 SPF 1650F 1.6E BRACING TOP CHORD Sheathed. BOT CHORD Rigid ceiling directly applied or 4 -6-4 oc bracing. SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97 /ANSI95 REACTIONS (Ib /size) A = 4999/0 -5 -8 C Max Horz A = 12(load case 5) Max Uplift A = - 2003(load case 5) C = - 2021(load case 6) FORCES (Ib) - First Load Case Only TOP CHORD A -B = -10143 B -C = -10143 BOT CHORD A -E = 9675 E -F = 9675 F -G = 9875 G -H D -H = 9675 D -I = 9675 I -J = 9875 J -K = 9675 K -L = 9675 C -L = 9675 WEBS B -D = 4884 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category!, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7 -93 per UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design load is based on 35.0 psf specified roof snow bad. 3) Unbalanced snow loads have been considered for this design. CSI TC 0.69 BC 0.87 WB 0.76 (Matrix) = -84.0 B -C = -84.0 4) Overhang has been design for 2.00 times live load + dead load. 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 -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2003 Ib uplift at joint A and 2021 Ib uplift at joint C. 7) This truss has been designed with ANSI/TPI 1 -1995 criteria. 8) Use USP THD26 (With 164 nails into Girder NASD nails into Truss) or equivalent spaced at 2 -0-0 oc max. starting at t -5 -4 from the left end to 15 -5 -4 to connect truss(es) Al (1 ply 2 X 4 SPF) to back face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) Special hangers) or connection(s) required to support concentrated bad(s) 147.51b down and 8.lIb up at 0-2 -12 on bottom chord. Design for unspecified 4914 /0-5 -8 connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: A -C = -14.0 A -B Concentrated Loads (Ib) Vert: A= -147.5 E =- 1021.1 F =- 1021.1 G =- 1021.1 H =- 1021.1 1 =- 1021.1 = 9675 J =- 1021.1 K=- 1021.1 L =- 1021.1 Oty DEFL in (lox) Vdefl Vert(LL) -0.32 C -D >609 Vert(TL) -0.45 C -D >436 Horz(TL) 0.08 C rile 1st LC LL Min Vdefl = 240 Ply 1 SHAW CONST. - TRIPLEX optional) PLATES M1120 16 -9 -0 8 -4 -8 Weight: 114 Ib 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 15 18:18:12 2002 Page 1 16 -9 -0 8 -4 -8 GRIP 197/144 Scale = 1:19 : "Job 10021 -02 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Plate Offsets (X,Y)jJE:0- 2- 0,Edge LOADING (psi) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 Truss AIG 5 -4 -8 5 -4 -8 7-6-0 7 -6 -0 SPACING 2 -0-0 Plates increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 Truss Type ROOF TRUSS Z iii eiii •••••ii ii iii 10 -9 -0 5 -4 -8 CSI TC 0.26 BC 0.08 WB 0.10 (Matrix) LUMBER BOT CHORD TOP CHORD 2 X 4 SPF 1650F 1.6E L -M = 8 K -L = 8 J -K = 8 I -J = 8 BOT CHORD 2 X 4 SPF 1650F 1.8E WEBS OTHERS 2 X 4 SPF Stud /Std E -N = -124 0 -0 = -205 C -P = -95 B -Q = -332 F -M = -205 G -K = -95 H -J = -332 BRACING TOP CHORD NOTES Sheathed or 6-0-0 oc purlins. 1) This truss has been designed for the wind lads generated by 80 mph winds BOT CHORD at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom Rigid ceiling directly applied or 10 -0-0 oc bracing. 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 REACTIONS (Ib /size) 7 -93 per UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If A = 157/21 -6 -0 I = 157/21 -8 -0 cantilevers exist, they are exposed to wind. If porches exist, they are exposed to L = 17/21 -6-0 N = 152/21 -6 -0 wind. The lumber DOL increase is 1.33, and the plate grip increase is 1.33 O = 236/21 -6 -0 P = 111/21 -6 -0 2) Truss designed for wind loads in the plane of the truss only. For studs Q = 388/21 -6 -0 M = 229/21 -6-0 exposed to wind (normal to the face), see MiTek "Standard Gable End Detail" K = 99/21 -6 -0 J = 390/21 -6-0 3) Gable requires continuous bottom chord bearing. Max Horz 4) Gable studs spaced at 2 -0 -0 oc. A = - 16(load case 6) 5) This truss has been designed for a 10.0 psf bottom chord live load Max Uplift nonconcurrent with any other live loads per Table No. 16-8, UBC -97. A = - 11(load case 5) I = - 13(load case 6) 6) Provide mechanical connection (by others) of truss to bearing plate capable of O = - 41(load case 5) P = - 18(load case 5) withstanding 11 Ib uplift at joint A, 13 Ib uplift at joint I, 41 Ib uplift at joint 0, 18 Ib O = - 61(Ioad case 5) M = - 47(load case 8) uplift at joint P, 61 Ib uplift at joint Cl, 47 Ib uplift at joint M, 31 Ib uplift at joint K K = - 31(load case 6) J = - 60(load case 6) and 60 Ib uplift at joint J. Max Gray 7) This truss has been designed with ANSI/TPI 1 -1995 criteria. A = 184(load case 2) 1 = 184(load case 3) L = 41(load case 4) N = 152(load case 1) LOAD CASE(S) 0 = 278(Ioad case 2) P = 132(load case 2) Standard 0 = 457(load case 2) M = 270(load case 3) K = 119(load case 3) J = 459(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 50 B -C = -50 C -D = 22 D -E = -39 E -F = -39 F -G = -23 G -H = -50 H -I = -38 BOT CHORD A -Q = 8 P -Q = 8 O -P = 8 N -O = 8 M -N = 8 4x5 11 14 -0 -1 6 -6 -1 • DEFL in (loc) Vdefl Vert(LL) n/a - n/a Vert(TL) n/a - n/a Horz(TL) 0.00 1 n/a 1st LC LL Min Vdefl = 240 Ply 1.5x4 11 16 -1 -9 5 -4 -8 SHAW CONST. - TRIPLEX (optional) 4.201 SRI s Nov 162000 MiTek Industries, Inc. Tue Oct 15 18:18:102002 Page 1 3x4 a 1,5x4 I I 1.5x4 I I 1.5x4 I I 1.5x4 I I 1.504 I I 304 = 1.5x4 I I 1.5x4 I I PLATES GRIP • M1120 197/144 Weight: 62 Ib 21 -6 -0 7 -5 -15 21 -6 -0 5 -4 -7 Scale = 1.25.. Job 10021 -02 -2 -4 -0 2 -4 -0 Plate Offsets (X,Y): (H:0.4- 0,0 -3-0)_ LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 Truss B1 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.6E BOT CHORD 2 X 4 SPF 1650F 1.6E WEBS 2 X 4 SPF Stud /Std 4 -8 -1 4 -8 -1 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 BRACING TOP CHORD Sheathed or 5 -4 -8 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-2 -13 oc bracing. REACTIONS (Ib /size) F = 1017/0 -5 -8 B = 1017/0 -5 -8 Max Horz B = - 17(load case 6) Max Uplift F = - 463(load case 6) B = - 463(load case 5) Max Gray F = 1164(load case 3) B = 1164(bad case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 29 B -C = -1751 C -D = -1273 D -E = -1273 E -F = -1751 F -G = 29 BOT CHORD B -1-1 = 1658 F -H = 1658 WEBS C -H = -473 D -H = 437 E -H = -473 NOTES 1) This truss has been designed for the wind bads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead bad and 7.0 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 9 with exposure C ASCE 7 -93 per UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design load is based on 35.0 psf specified roof snow bad. Truss Type ROOF TRUSS 8 -4 -8 8 -4 -8 CSI TC BC WB 0.94 0.53 0.26 8 -4 -8 3 -8 -8 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads per Table No. 16-9, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 463 Ib uplift at joint F and 463 Ib uplift at joint B. 7) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard 4x4 = 0 Qty 3 12 -1 -0 3 -8 -8 DEFL in (loc) Vde6 Vert(LL) -0.09 B -H >999 Vert(TL) 0.18 A -B >175 Horz(TL) 0.04 F n/a 1st LC LL Min Vdefl = 240 Ply SHAW CONST. - TRIPLEX (optional) 16 -9 -0 8 -4 -8 PLATES MI120 Weight: 57 Ib 4.201 SRI s Nov 162000 MiTek Industries, Inc. Tue Oct 15 18:18:10 2002 Page 1 16 -9 -0 4 -8 -1 GRIP 197/144 19 -1 -0 2 -4 -0 Scale - 1:25.1 Io Job 10021 -02 LOADING (psf) TCLL 35.0 TCDL 7.0 BOLL 0.0 BCDL 7.0 -2 -4 -0 2 -4 -0 Truss B1A BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E BOT CHORD 2 X 8 OF 1800F 1.8E WEBS 2 X 4 SPF Stud /Std'Except* W1 2 X 4SPF 1650F 1.6E BRACING TOP CHORD Sheathed or 2- 11 -15 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-5 -0 oc bracing. REACTIONS (lb /size) B = 2023/0 -5-8 F = 2015/0 -5 -8 Max Horz B = - 17(load case 8) Max Uplift B = - 978(load case 5) F = - 974(load case 8) Max Gray B = 2199(load case 2) F = 2191(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 85 B -C = -4850 E -F = -4820 F -G = 85 BOT CHORD B -J = 4541 J -K = 4541 H -L = 4513 F -H = 4513 WEBS C -J = -41 D -I = 2468 E -I = -288 C -D = -4511 D -E I -K = 4541 I -L E -H = -68 C -I = -4511 = 4513 _ -320 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 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 UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 5 -4 -13 Truss Type HOWE 5 -4 -13 5 -4 -13 5 -4 -13 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr NO Code UBC97 /ANSI95 CSI TC 0.89 BC 0.63 WB 0.38 (Matrix) 2 -11 -11 2 -11 -11 LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (plf) Vert: B -F = -14.0 A -D = -84.0 D -G = -840 Concentrated Loads (Ib) Vert: K=-1001.8 L=- 1001.6 8 -4 -8 8 -4 -8 4x5 11 D 2) Design load is based on 35.0 psf specified roof snow load. 3) Unbalanced snow bads have been considered for this design. 4) Overhang has been design for 2.00 times live bad + dead bad. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No 16 -B, UBC -97. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 978 Ib uplift at joint B and 974 Ib uplift at joint F. 7) This truss has been designed with ANSI/TPI 1 -1995 criteria. 8) Use USP HJC26 (With 18d nails into Girder 104 nails into Truss) or equivalent spaced at 0 -8-4 oc max. starting at 8.0-6 from the left end to 8 -8-10 to connect truss(es) J1 (1 ply 2 X 4 SPF), K1 HJ (1 ply 2 X 6 LSL), J1 (1 ply 2 X 4 SPF), K1HJ (1 ply 2 X 6 LSL) to front face of bottom chord. 9) Fill all nail holes where hanger is in contact with lumber. K 1 L 10x10 = HJC26 HJC26 Qty 11 -4 -3 11 -4 -3 2 -11 -11 DEFL in (loc) Vdeft Vert(LL) 0.20 I -J >970 Vert(TL) -0.26 I -J >738 Horz(TL) 0.07 F rda 1st LC LL Min Vdefl = 240 Ply SHAW CONST. - TRIPLEX (optional) PLATES MI120 Weight: 79 Ib 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 15 18:18:11 2002 Page 1 16 -9 -0 5 -4 -13 16 -9 -0 5 -4 -13 GRIP 197/144 19 -1 -0 2 -4 -0 Scale = 125.1 Job 10021 -02 Truss BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 2 X 4 SPF 2100F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.8E WEBS 2 X 4 SPF Stud /Std BRACING TOP CHORD Sheathed or 8 -0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0 -0 oc bracing. REACTIONS (Ib /size) D = 374/Mechanical B = 593/0 -5 -8 Max Holz B = 145(load case 3) Max Uplift D = - 179(load case 3) B = - 273(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 29 B -C = -0 C -D = -320 BOT CHORD B -D = 0 -2 -4 -0 2 -4 -0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress !nor YES Code UBC97 /ANSI95 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 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 UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design load is based on 35.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live bad + dead load. 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-97. 6) Refer to girder(s) for truss to truss connections. Truss Type ROOF TRUSS LOAD CASE(S) Standard CSI TC 0.81 BC 0.38 WB 0.00 3.80 12 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 Ib uplift at joint D and 273 Ib uplift at joint B. 8) This truss has been designed with ANSITTPI 1 -1995 criteria. Qty 2 8 =0 -0 8 -0 -0 B1 8-0-0 8 -0 -0 DEFL in (loc) Weft Vert(LL) -0.19 B -D >470 Vert(TL) -0.21 8 -D >427 Horz(TL) 0.00 n/a 1st LC LL Min Udell = 240 Ply SHAW CONST. - TRIPLEX (optional) PLATES GRIP MI120 197/144 Weight: 24 Ib 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 15 18:18:12 2002 Page 1 D 1.5x4 11 Wi 3x4 = 1.5x4 11 Scale = 1:17. Job 10021 -02 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 -2 -4 -0 2 -4 -0 Truss Al BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.0E WEBS 2 X 4 SPF Stud /Std - Plate Off ets 'i _jE_0 -0- 12,0 -1 -15] [G:0 -3.0 0-3 -0] 5 -4 -8 5 -4 -8 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 BRACING TOP CHORD Sheathed or 4-3 -2 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-2 oc bracing. REACTIONS (Ib /size) F = 1035 /Mechanical B = 1254/0-5-8 Max Horz B = 83(load case 5). Max Uplift F = - 435(load case 6) B = - 562(Ioad case 5) Max Gray F = 1035(load case 1) B = 1389(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 29 B -C = -2427 C -D = -2019 D -E = -2030 E -F = -2449 BOT CHORD B -H = 2300 0 -1-1 = 1571 F -G = 2324 WEBS C -H = -466 D -H = 514 D -G = 529 E -G = -484 NOTES 1) This truss has been designed for the wind bads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 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 UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design load is based on 35.0 psf specified roof snow bad. Truss Type ROOF TRUSS 7 -6 -0 CSI TC BC WB 0.94 0.51 0.38 10 -9 -0 5 -4 -8 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 18-B, UBC -97. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 435 Ib uplift at joint F and 562 Ib uplift at joint B. 8) This truss has been designed with ANSI/TPI 1 -1995 criteria. LOAD CASE(S) Standard 404 D Qty 14 -0 -1 6 -6 -1 DEFL in (bc) gde8 Vert(LL) -0.15 G >999 Vert(TL) -0.24 G -H >999 Horz(TL) 0.06 F n/a 1st LC LL Min I /deg = 240 Ply SHAW CONST. - TRIPLEX (optional) 16 -1 -9 5 -4 -8 PLATES MI120 Weight: 70 Ib 4.201 SR1 $ Nov 162000 MiTek Industries, Inc. Tue Oct 15 18:18:092002 Page 1 GRIP 197/144 21 -6 -0 7 -5 -15 21 -6 -0 5 -4 -7 Scale = 1:28: I Job 10021 -02 Truss J1A BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 -2 -4 -0 2 -4 -0 ROOF TRUSS LUMBER 5) This truss has been designed for a 10.0 psf bottom chord live load TOP CHORD 2 X 4 SPF 1650F 1.6E nonconcurrent with any other live loads per Table No. 16 -B, UBC -97. BOT CHORD 2 X 4 SPF 1650F 1.6E 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 53 Ib uplift at joint C, 254 Ib uplift at joint B and 47 Ib uplift at joint D. 8) This truss has been designed with ANSI/TPI 1 -1995 criteria. BRACING TOP CHORD Sheathed or 5 -11 -11 oc purlins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10 -0-0 oc bracing. Standard REACTIONS (Ib /size) C = 180 /Mechanical B = 542/0 -5 -8 D = 39 /Mechanical Max Horz B = 115(load case 4) Max Uplift C = - 53(load case 4) B = - 254(load case 3) D = - 47(load case 3) Max Gray C = 180(load case 1) B = 542(load case 1) D = 95(load case 2) FORCES (lb) - First Load Case Only TOP CHORD A -B = 59 B -C = 42 BOT CHORD B -D = 0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 psf bottom chord dead load, 100 mi from hurricane oceanline, on an occupancy category I, condition 1 enclosed building, of dimensions 45 ft by 24 ft with exposure C ASCE 7 -93 per UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design load is based on 35.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. CSI TC 0.52 BC 0.22 WB 0.00 (Matrix) Qty 4 DEFL in (loc) I /deb Vert(LL) 0.08 B -D >843 Vert(TL) 0.15 A -B >208 Horz(TL) -0.00 C n/a 1st LC LL Min 1/deft = 240 Ply 5 -11 -11 5 -11 -11 5 -11 -11 5 -11 -11 SHAW CONST. - TRIPLEX (optional) PLATES GRIP M1120 197/144 Weight: 17 Ib 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 15 18:18:12 2002 Page 1 Scale = 1:13., Job 10021 -02 LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 Truss JIB BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 NOTES 1) This truss has been designed for the wind bads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead bad and 7.0 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 UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design load is based on 35.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. Truss Type ROOF TRUSS -2 -4 -0 2 -4 -0 LUMBER 5) This truss has been designed for a 10.0 psf bottom chord live load TOP CHORD 2 X 4 SPF 1650F 1.8E nonconcurrent with any other live loads per Table No. 16-B, UBC -97. BOT CHORD 2 X 4 SPF 1650F 1.6E 6) Refer to girder(s) for truss to truss connections. BRACING TOP CHORD Sheathed or 3 -11 -11 oc purlins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10 -0 -0 oc bracing. Standard REACTIONS (Ib /size) C = 67 /Mechanical B = 473/0 -5 -8 D = 25 /Mechanical Max Horz B = 90(load case 4) Max Uplift C = - 7(load case 4) B = - 239(load case 3) D = - 30(load case 3) Max Gray C = 67(load case 1) B = 473(load case 1) D = 61(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 59 B -C = -75 BOT CHORD B -D = 0 CSI TC 0.52 BC 0.09 WB 0.00 (Matrix) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint C, 239 Ib uplift at joint B and 30 Ib uplift at joint D. 8) This truss has been designed with ANSI/TPI 1 -1995 criteria. Qty 4 DEFL in (loc) I/defl Vert(LL) 0,01 B -D >999 Vert(TL) 0.20 A -B >160 Horz(TL) -0.00 C n/a 1st LC LL Mini/cleft = 240 Ply 3 -11 -11 3 -11 -11 3 -11 -11 3 -11 -11 SHAW CONST. - TRIPLEX (optional) PLATES GRIP M1120 197/144 Weight: 12 Ib 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 15 18:18:13 2002 Page 1 Scale =1:10.: Job 10021 -02 Truss J1C BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 LOADING (psf) TCLL 35.0 TCDL 7.0' BCLL 0.0 BCDL 7.0 LUMBER TOP CHORD 2 X 4 SPF 1650F 1.8E BOT CHORD 2 X 4 SPF 1650F 1.6E A SPACING 2 -0-0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Incr YES Code UBC97 /ANSI95 Truss Type ROOF TRUSS BRACING TOP CHORD Sheathed or 1 -11 -11 oc purlins. BOT CHORD LOAD CASE(S) Rigid ceiling directly applied or 10-0 -0 oc bracing. Standard REACTIONS (Ib /size) C = -52 /Mechanical B = 427/0 -5 -8 D = 13/Mechanical Max Horz B - 68(load case 3) Max Uplift C = - 52(load case 1) B = - 236(load case 3) D = - 16(load case 3) Max Gray C = 62(load case 3) B = 427(load case 1) D = 32(load case 2) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 58 B -C = -67 BOT CHORD B -D = 0 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 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 UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design' Toad is based on 35.0 psf specified roof snow bad. 3) Unbalanced snow Toads have been considered for this design. 4) Overhang has been design for 2.00 times live load + dead load. -2 -4 -0 2 -4 -0 1 -11 -11 CSI TC 0.45 BC 0.03 WB 0.00 (Matrix) 3.13017 5) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads per Table No. 16-B, UBC -97. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint C, 236 Ib uplift at joint 8 and 16 Ib uplift at joint D. 8) This truss has been designed with ANSI/TPI 1 -1995 criteria. Qty 4 DEFL in (loc) I/defl Vert(LL) 0.00 B -D >999 Vert(TL) 0.14 A -B >211 Horz(TL) -0.00 C n/a 1st LC LL Min 1/de8 = 240 Ply 3x4 = SHAW CONST. - TRIPLEX (optional) PLATES GRIP MI120 197/144 Weight: 8 Ib 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 15 18:18:13 2002 Page 1 D Scale = 1:7' Job 10021 -02 BMC WEST (IDAHO FALLS), IDAHO FALLS, ID 83402 Plate Offsets (X Y)J:0 -0- 120 -2 -0] LOADING (psf) TCLL 35.0 TCDL 7.0 BCLL 0.0 BCDL 7.0 Truss K1HJ LUMBER TOP CHORD 2 X 4 DF 2400F 2.0E BOT CHORD 2 X 6 LSL Truss Grade WEBS 2 X 4 SPF Stud /Std *Except" W1 2 X 4 SPF 1650F 1.6E -3 -1 -2 3 -1 -2 SPACING 2 -0 -0 Plates Increase 1.15 Lumber Increase 1.15 Rep Stress Ina NO Code UBC97 /ANSI95 BRACING TOP CHORD Sheathed or 5 -11 -3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9 -2 -7 oc bracing. REACTIONS (lb /size) F = 682/Mechanical B = 909/0 -7 -12 Max Horz B = 144(load case 3) Max Uplift F = - 384(load case 3) B = - 471(load case 3) FORCES (Ib) - First Load Case Only TOP CHORD A -B = 63 B -C = -1351 C -H = -78 D -H = 51 D -E = -6 D -F = -302 BOT CHORD B -I = 1258 G -I = 1258 G -J = 1258 F -J = 1258 WEBS C -G = 91 C -F = -1293 NOTES 1) This truss has been designed for the wind loads generated by 80 mph winds at 25 ft above ground level, using 7.0 psf top chord dead load and 7.0 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 UBC97 /ANSI95 If end verticals exist, they are not exposed to wind. If 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 2) Design bad is based on 35.0 psf specified roof snow load. 3) Unbalanced snow loads have been considered for this design. Truss Type ROOF TRUSS 5 -10 -0 5 -10 -0 4x5 = CSI TC 0.72 BC 0.14 WB 0.78 (Matrix) Special Special 5 -10 -0 5 -10 -0 2.69 12 4) Overhang,has been design for 2.00 times live bad + dead load. 5),This truss has been designed for a 10.0 psf bottom chord live Toad nonconcurrent with any other live bads per Table No. 16-B, UBC -97. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 384 Ib uplift at joint F and 471 Ib uplift at joint B. 8) This truss has been designed with ANSI/TPI 1 -1995 criteria. 9) Special hanger(s) or connection(s) required to support concentrated load(s) 35.0lb up at 5 -8 -3, and 191.91b down and 119.1Ib up at 8 -6-2 on top chord, and 1.71b down and 3.41b up at 2 -10-4, and 54.41b down and 27.11b up at 5 -8-3, and 122.415 down and 80.91b up at 8 -6-2 on bottom chord. Design for unspecified connection(s) is delegated to the building designer. LOAD CASE(S) Standard 1) Snow: Lumber Increase =1.15, Plate Increase =1.15 Uniform Loads (p1f) Vert: A -D = -84.0 D -E = -84.0 B -F = -14.0 Concentrated Loads (Ib) Vert: C =35.0 G = -22.4 H= -191.9 1 =1.4 J= -50.4 Qty 2 DEFL in (roc) I /defl Vert(LL) 0.07 F -G >999 Vert(TL) 0.49 A -B >84 Horz(TL) 0.01 F n/a 1st LC LL Min I/deft = 240 Ply Special Special 304 C G 3x4 11 Special Special SHAW CONST. - TRIPLEX (optional) PLATES M1120 Weight: 58 Ib 4.201 SR1 s Nov 16 2000 MiTek Industries, Inc. Tue Oct 15 18:18:14 2002 Page 1 11 -3 -12 5 -5 -12 Special Special H Special Special 11 -3 -12 5 -5 -12 GRIP 197/144 Scala =1.18. 1.5x4 11 E D 4x5 = LAMi&Pcl, iRAGINU b TRUt:✓E5 c 24" 0. G. TYP. 102 O 6" 0.G. TV'. \- ?7P-AGE: WITS . WEB (2xb MAX. Ion NAILS G 6 0.G. TYP. HOT*. N G J�(JT (DN b RAGE MUST 1?2 �0 % THE LENGTH OP THE WEb. . THIS t7ETAIL IS TO �E USt7 AS AH ALT. %OR ONE CONTINUOUS LAT � RAGE. AL-T. t_Pc 1917c11, 2�A F,1 - TRU55E5 L� 24" 0.0. TYP. / ( x4 GRADED LUMBER,OR • --2X3 OR 2$4 LAT ?'RAGE PER TRUSS t2EI6.4N WITH 2 -10t7 PER WE, oR CNoRD(TYP OD NOTE= RESTRAINT R0.UIRE2 AT EAG E HP OP 'RAGE AH2 AT. 20' -0' INTERNAL 5. R.,n1 To 1- III, -al SUMMARY S POR REGOMMENt�ATION� OP THE 'CROSS PLAT 1NSTUTf Design Intelligence, LLC Engineering Calculations Summary Date: September 12, 2002 Subject: Bowen Student Housing, Rexburg, Idaho Customer: David Bowen This analysis uses the Design Criteria required by the local jurisdiction and the 1997 UBC as the basis for the calculations. Materials: Dimensional Lumber - UBC Design Values Used Concrete: 2500 psi @ 28 days Reinforcing Steel - #4 and smaller Grade 40, #5 and larger Grade 60 Assumptions: UBC 1997 — Foundations designed for Max Brg Pressure of 1500 psf Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C References: Uniform Building Code, 1997 Edition Customer Sketches Summary: All beam sizes and footing sizes are noted on the drawings. These calculations and included details are for this location and customer only and not to be reused in any manner without the written consent of Design Intelligence. Designed B : Scot A Spaulding, P.E. Date Checked By: Date: Des4gn Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 Design Loads Snow Load: Wind Load Seismic Snow Loads Roof Pitch Roof Pitch Roof Pitch Roof Pitch Roof Pitch Roof Pitch Wind Loads Seismic Loads Run P= Ce *Cq *qs *Iw 2.5 *Ca *I *W 0.164 BOWEN STUDENT HOUSING 9/12/2002 Reduction 70 mph 12.6 Use 35.0 35.0 32.5 29.9 27.6 25.6 psf psf psf psf psf psf 90 mph 20.8 Ca - Zone 2B 3 0.28 0.36 W Page 1 4 0.44 Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 BOWEN STUDENT HOUSING 9/12/2002 Type LVL GLB DF Beam 1 indow Headers Type Fb psi Span = Tributary Area = Loads Moment Live Load Moment = Dead Load Moment = Section Modulus Required Section Width = Section Depth = in. Section Modulus Provided = Moment of Ineritia Provided = Deflection Live Load = Dead Load = Total = fv = FV = Fb psi 2600 2400 1300 Horizontal Shear 49 109.25 Fv psi E psi 95 1900000 285 1900000 190 1800000 Fv psi 630 270 0.00 0.00 0.01 psi psi E psi lb-ft lb-ft in. 42.8 197.9 in. in. in. OK Allowable Use Point Load = Uniform Load = 8.31 in3 in4 L/360 L/240 3 7560 3240 in3 0.13 0.2 X 0 315 0 135 lb-in lb-in in. in. Reaction = 9.25 lbs Ibs /ft Ibs /ft Ibs /ft OK OK OK 900 DF Ibs Page 1 Design Intelligence, LLC BOWEN STUDENT HOUSING 9/12/2002 135 East Main, Suite A Rexburg, Idaho 83440 Foundation Design Allowable Bearing Capacity Snow Load Floor Live Load Wall Dead Load Roof Dead Load Brick Dead Load Floor Dead Load Exterior Bearing Walls Roof Loads Floor Loads Wall Load Stem Wall Load Footing Load Total Min Reinforcing Factors Footing Stem Wall Footing Vertical Horizontal Continuous Reinforcing Count Stem Wall Continuous Reinforcing Count Vertical - Reinforcing Spacing 400 0 135 400 133 1068 Reinforcing Requirements 0.002 0.0012 0.002 UBC 1997 Ibs /ft Ibs /ft Ibs /ft Ibs /ft Ibs /ft Ibs /ft 1500 psf 3 5 psf 4 0` ; psf "15 psf 15 psf z 0 psf psf Bearing Pressure = Page 1 2 3 18 Max Roof Span = Max Floor Span = Wall Height = Stem Wall Height = Stem Wall Width = Proposed Footing bars bars in. 801 psf 6- ft 0ft ft in. Width in Depth in Reinforcing Bar #4 0 2 in *in OK De3ign Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 BOWEN STUDENT HOUSING Shear Wall Analysis - Short Wall Wind Load Roof Heigh Wall Height Length of L Area at Mid Height of Wall = Wind Force = Seismic Analysis Roof Dead Load Shear Wall Length mss ,,; "36 ft Shear /ft in Wall @ Mid Height Shear per ft in Wall @ Mid Height 7518 209 Width Long Wall Length Short Wall Length ft 108 psf ft 296 ft^2 Ibs Ibs /ft Provide 1/2" APA rated sheathing with 8d nails at 6" o.c. at panel edges and 12" o.c. in the field. Blocking is required. Length Seismic Multiplier = Load (includes snow) Wall Dead Load Height Length Load 106 G. Weight 17280 Ibs Ibs Weight 6360 Shear Wall Length Seismic Force @ Mid Height of Wall Ibs /ft OK Provide 1/2" APA rated sheathing with 8d nails at 6" o c. at panel edges and 12" o.c. in the field. Blocking is required. 3877 Ibs Page 1 9/12/2002