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CO & DOCS - 02-00043 - Rigby, Thatcher, Andrus Law Office - Remodel
CERTIFICATE OF OCCUPANCY City of Rexburg Department of Building Inspection Building Permit No: R- o2 -o8 -o6 Applicable edition of code: ❑ International Building Code 2000 ❑ International Residential Code 2000 ❑ Uniform Building Code 1 997 Site address: 25 North 2nd East Use and occupancy: Commercial Type of construction: Wood Frame Design occupant load: Sprinkler System required: ❑ Yes ❑ No Name and address of owner: Rigby, Thatcher, Andrus Law Offices P.O. Box 25o Rexburg, Idaho 83440 Contractor: Anthony Merrill Special conditions: Occupancy: ❑ Full ❑ Partial ❑ Temporary This Certificate, issued pursuant to the requirements of Section Dog of tbe International Building Code certifies that, at the time of issuance, this building or that portion of the building that was inspected on the date listed was found to be in compliance with tbe requirements of the code for the group and division of occupancy and the use for which tbe proposed occupancy was classified. Date: November 21, 2003 • -.: AM C.O. Issued by: Water Department N I P 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 Building Official has reviewed and approved said future changes. Fire Department N / 1 State of Idaho Electrical Department - (208 - 356 -483o) ❑ Merlin Webster 1 v (11 FOOTINGS FOUNDATION BASEMENT FLOORS EXT. WALLS INT. WALLS CEILING ROOF HEAT INSULATED ,(.'CONCRETE '0 MASONRY 0 OTHER 0 CONCRETE 0 MASONRY 0 OTHER 0 PARTIAL 0 FULL fil,NO 0 WOOD O CONCRETE O OTHER 0 WOOD 0 MASONRY 0 CONCRETE 0 VENEER 0 METAL Iii,$TUCCO ,ja WOOD ' I MASONRY 0 CONCRETE J' DRYWALL t PLA R 0TILE ' 0 WOOD DRYWALL tJ PLASTER 0 TILE ACOUSTIC OPEN 0 BUILT UP. U WOOD SH. U COMP. SH. O TILE 0 ROLL ROOF lit METAL U GAS , U OIL 0 COAL 0 FIREPLACE 0 ELECTRIC IZI WALLS CEILING 0 FLOORS la PERIMETER • BUIL G PERMIT APPLICA 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 ? w BUILDER STRUCTURE: REMARKS: VALUE FEE PAID BUILDING INSPECTOR NEW This pemiit is issued subject to the regulations contained in the Uniform Building Code and Zoning Regulation that the work to be done as shown in the plans and specifications will be completed in • • �� pertaining and applicable thereto: The issuance of the permit does not waive restrictive �•' enants. •+j1t JOB ADDRESS r �/ 2 ".. ARCHITECT r7r' /1; :. 0 ADDITION 0 REPAIR g REMODEL DEPARTMENT OF BUILDING & ZONING 0 CASH 0 CiEOK DAT WHITE- Owner's Copy CANARY - Building Department's Copy PINK Assessor's Copy GOLDENROD- Inspector PHONE DESIGNER 0 RENEWAL 0 RESIDENCE 4 COMM. 0 EDUCATIONAL O GOVT U RELIGIOUS 0 FENCE 0 PATIO O CARPORT 0 GARAGE 0 AWNING 9 C UY OF REIB APPLICANT ADDRESS 0 FIRE DAMAGE -afid it is hereby agreed Date of Application .1> y - 26 - O2, OWNER Name Site Address Mailing Address City /State /Zip 12i ' Ma -Mer ,4,., S L e: ? %cam ZS ./(1. Z /14 £asI. %Z.exlci. i o . 3 o )c 2S0 .ex6c )r ,:t nYYo Telephone/Fax/Mobile Co — 36,3 3 CONTRACTOR / Name >477407 Mailing Address / S9g v. 2©oo E APPLICATION FOR BUILDING PERMIT CITY OF REXBURG, IDAHO City /State /Zip Su c C , '3 spy( Telephone/Fax/Mobile ` . -Z— g,27(,— — 357- /8'O/ PROJECT INFORMATION DEPARTMENT APPROVAL Property Zone: Is existing use compatible with zoning, (screening parking, etc) When was this building last occupied Curren 1. Architect/ Engineer Firm �-. s %� rt />V ,Le //, _ *„ c Plan Name Subdivision Lot Block Circle One Residentialommercial Educational Government Remodel Other Circle One New House Addition/Remodel to House New Commercial cComnal Remodel' Circle One Basement: None/ Finished / Unfinished Other: None/ Patio/ Carport/ Awning N/A Lot Square Footage Square Feet Garage Square Feet Number of Stories Height of Building What will structure be used for: Home Home Business Apartment mercial Other Will there be an apartment? Total Estimated Cost '7 5 C Signature of Applicant * ** ** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * * Code Zone Building Type -(>O Lot Width Are you in a flood plain ******** ****************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** PAP) AUG 1 = 2002 If so, how many units Building Permit Fees Plan heck Fees Permit No. ' L. - 8 - o �D 8 /3 81, Plumng Permit Fees Dig g Permit Fees G'u'lf OF REXBURQv Sewer Fees Front Footage Fee TOTAL $ q/P r 49 Issued by P Signature of Inspector L aV 4 til o rz oC kiwc r3c: Cone e t� : Roams ing: lns�latio�i: Drywall: Painting : - Floor- Cover ints : Plumbing: Heating: electrical: Roof r±usses: Floor; / Ceiling Joists: Car k u e r 2,�- 7.c,.I7 - Ca,s, err, (a, I SUBCO\ f R< < . I'O.R L TST `mar- // Con 7 1eir,V / cons/ i.2 ✓v74. 2exbo y P- ivervti;. LL L LLL L[-r, ?, -1/ SPECIAL CONSTRUCTION (MANUFACTURER OR SUPPLIER) Job Name: 550 X -10C 1 0- 2 -12 2 34- 6 - t 7® FOR= CSI 2 -12 -424 0.06 2 -13 278 0.09 4 -13 99 0.03 4 -15 -1501 0.85 5 -15 615 9.21 9 -16 -1800 9.55 6 -16 966 9.32 PET SIZE REQ'9 2130 5.50" 2.28" 2520 5.50" 2.32• CC FORCE AXL RED CSI 1 -2 -1111 0.23 0.36 0.61 2 -3 -7463 0.25 0.3E 0.63 3-4 -7443 0.25 0.36 0.63 4 -5 -6101 0.16 4.31 0.47 5 -6 -4485 0.06 0.30 0.38 6 -7 -2741 0.03 0.28 0.31 7 -8 -2718 0.03 0.28 0.31 9 - -920 0.00 0.27 0.27 9 -10 170 0.01 0.26 0.27 BC FOSCE 8XL 81x1 CSZ 11 -12 6992 0.56 0.00 0.57 12 -13 7463 0.57 0.00 0.57 13 -14 7125 0.59 0.00 0.59 14 -15 7325 0.54 0_ 0.59 15 -16 5900 0.47 0.00 0.40 16 -17 4312 0.35 0.00 0.35 17 -18 2593 0_21 0.00 0.21 19 -19 2593 0.21 0.00 0,21 19 -20 807 0.06 0,00 0.06 20 -21 0 0.00 0.06 0.04 77E6 CIRCE 6 -17 -2126 8 -17 1353 9 -19 -2409 9 -19 1570 9 -20 -2255 10 -20 -297 10 -21 -150 OSI 0.72 0.45 0.92 0.52 0. 0.26 0.03 SHEPHERD TRUSS CO. P}108E(208170501111 450 f 50I1TAC610A0, S ACKF0011011711 TC 2x6 bra 68 BC 2x6 DEL 38 7768 2x4 DFL STUD 216 D51. 9S 21 -10 plating apec : AN31 /261 - 1995 THIS OES7014 I3 783 COMPOSI 9E4UL7 or 40>2721 LOAD C119109 _ PLATE VALUES 56P SCBO 202953000 8RPOET 01607. Loaded for 10 PSr n on- CO9COrrent 0CL7., r 7-f-i eat 63.7 1 6-2 -16 63-7 514:1 2 Truss ID: A -07 Qty: 0 Denotes the requirement for lateral bracing at each location shown. Latoral bracing systems w6100 include diagonal or 2- bracing are the xesp0n3it11ity of the building dnaigaer. Truswal S ystems 81SACE -TT may be used for contiaacus lateral braving on trusses spaced 24 cc. Alternatively, sae scabs or 4- bra0es as Shawn. on Tr8swal Britons standard details. Lad verticals designed nor burial loads only. 204 verticals tbat are extended above or below the tress profile fit earl nay rbdelre edditioas1 design consideration (by others} for lateral forces due to wind or seismic leads on the building. 3-2-16 y 6.2 -19 1 5 -2 -13 5.2 -16 6-64 163-6 2296 273E 32 30-04 2 � - 5 -64 4-6 odw I 4d Arai ���l ■1 -1.11__ 3.4 351 3 4 S- Mc87 4 2 3$ Bas 36 -0-2 4 7 8 9 WARNING Read all notes on this sheet and give a copy alit to the Erecting Contractor. 7asi dss rs fel en individual buildirg asnpeasoda4 tun system. It has bee hued en spe0Scations go by ihn oan pe0enl r081wik5.er and loge in a7000das6 wi161h. adman Veslcitt o1 8n4 AFPAde .r swsdards. N0iespeasibiliti isassumxl lot unensioml eonlraty. Dinxsions er: to be verified by Ire macaw:int marnrfachse, WHIM, building designer point 10 Gtaietbo2 The bolding de dam( must ascertain 0.6 Use loads 0,Uliad eat this daipt mx(cr Brad ILc !cod impC5:d by 0n. lira; trai9iacg twit end 9 e parbralar apples 1,n- The desge morn= that lbw top *bard .. 1MsaSy braced by ale rcorcr 113111 an4 the bollatoelord is lelea9y braeed by a eigid sheaUwg malarial dire any al8clicd, urkas afaawis: sated Brae.. alarms An lalend 8970 t of components mambas crap to Pdocc buthr11essg65. Its ccanmi0d amino) be Flamed iaasy OMJ S nent tatwill CMS* the asoi 0ac w11k010f a llama 60 o.*ood IS% andlea cause oonreelac plsle eettasirn. Fabd:ate, beadle, await msd trace Ihi' 'rass in ucordarxe wide the fo00aaing alandatda: '!cad and Celine Detail a :pales amnh1t as cutplt awl sa6wut, A_N510P( I','WrCA 0' • Woad Russ C... 96OfA.4C0Stmsdald Dinka Ropcnibilities ,74ANOLMC336 AND 6AAC'ING METAL PLATE co!. EC4 ED 1VOD13 TRUSSES - (H16 -9I) and7166 - SUMMARY SHEET by TPt The Tana Place 0utintle (441( is 1eoalo4 at tYDnoSio prise, Maslisun. 4''iscec'210 53719. The fur. :rime 900.si and Paget Assecia7on (AC TA) is Incite el el 1 111 I4,h Sxeol, NW', 1 WashiO4Nen. DC 2'41/34. to 3.4 3.1-0 !/ 12 12 14 75 14 11 18 45 70 21 63 -7 64-16 ___A 3-2 -46 _ 3.2 - 16 6 -2 -16 618 6-6-4 634 114-6 164-0 22-04 273 -6 32-64 30-041 Drwg: All plates are 20 gauge Truswab COnnettorS unless preceded by "MX" for HS 20 gauge or "H for 16 gauge, positioned per -feint Detail Reports available from Truswal software, unless noted. UtnalT ENACT/OEM Support 1 -517 lb Support 2 -696 lb NOR/60E7AL St.JCrlo0 (E) support 1 294 lb support 2 295 lb This truss is designed using the 7750 Cods. 61dq Enclosed 0 rem Truss Location - Not End Sone xorricaae /00966 Lisa - No , Category e C nldg Length - 99.00 ft, 647 Width - 60.00 ft Mean root height - 23.31 St, 03b - 90 Up4 Essential Facility, Lead Load - 8.0 yaf Eng. Job:.EJ. Chk: 3M Dsgnt SAF TC Llve 60,041p4 TC Dead 10.00 psf 06 live 0.00 pst EC Dead 1.00 psf TOTAL 61.00 psf t2X Dermasers0M {span) 1/624 117 M'MEM 12 -13 (LIV6) L= -0.66" De -0.15' T- -(.81 MAX 06ZLECIXOM (cant) : L/305 IN 3554 20 -21 (2.294) 1p 0.10' D. 0.02" 2r• `,I3 Joint Locations s� 1 0- 0- 0 12 6- 3- 7 2 6- 3- 7 13 11- 6- 6 1 7- 6- 7 14 16- 0- 0 4 11- 6- 6 15 16- 9- 6 5 16- 9- 6 16 22- 0- 6 22- 0- 6 11 27- 3- 6 7 23- 3 -19 16 31- 0- 0 8 27- 3- 5 19 32- 6- 4 9 32- 6'- 4 20 34- 8-12 10 38- 0- 8 23. 28- 0- 8 • 8I 8!2002 Scale: 118" =1' WO: ANTHONY Dpffers L =1.16 Pr1.16 Rep Mbr Bnd 1.16 O.C.Spaclag 2 -0- 9 Design Spec UDC Sean T6.3.1 - 120406 Job Name: _R0 X -IOC 1 0- 2 -12 2 35- 2 -33 46l1CT 478E RE4'12 2160 5,50" 2.31" 2491 5.50" 2.26" TC FORCE MI 0ND CSI 1 -2 -7297 4.26 0.38 0.62 2 -3 -7612 0.26 0.38 0.64 3 -1 -7593 4.26 4.38 0.64 4 -5 -6257 0.17 0.31 0.49 5 -6 -4647 0.09 0.30 0.39 1 - -2404 0. 0.28 0.31 7 -0 -2881 0.03 0.21 0.12 6 -9 -1091 0:00 0.27 0.27 9 -10 137 0,01 0,26 0.27 EC FORCE AXL 7nID C81 11 -12 7106 0.57 0.00 0.58 12 -13 7174 0.50 0.00 4.58 13 -14 7473 0.60 0.00 0.61 14 -15 7479 0.60 0.00 0.61 15 -16 6054 0.49 0.00 0,49 16 -17 1472 0.36 0.00 0.36 17 -10 2753 0.22 0.00 0.22 18 -19 2753 0.22 0.00 0.22 19 -20 976 0.08 0.00 0.00 20 -21 0 0.00 0.04 0.04 1128 FORCE 151 2 -12 -612 0.08 2-13 312 0.10 4 -13 91 6 .03 4 -15 -1492 0.85 5 -15 611 0.20 5 -16 -1793 0.55 6 -16 966 0.32 NEB FORCE C51 6 -17 -2123 0.72 8 -17 1347 0.45 8 -19 -2394 0.82 9 -19 7508 0,53 0 -20 -2328 0.75 10 -20 -243 0.22 10 -21 - 115 0.05 SHEPHERD TRUSS CO. PHONE (289) 785-0181 450 60041 G5 50A0 , 04ACKF00T.10,93221 TC 2X6 DTL SS DC 2X6 DEL 99 9780 2X4 DEL 03920 266 OCL 6S 21 -10 Plating epee : ANSI /T21 - 1995 TX2S DESIGN Z9 EXC 002@09r5S RO.S1fLT OF 310LTIPLE 2.060 CASES. PLATE VALUES FEB ICBC RESEA0CH bEPOPT 01607. Loaded lot 10 09£ nom - concurrent HILL. 7.1.1 63.7 6- 245 63-7 116.6 1644 S=6.6 2 3 4 Truss ID: A -08 Qty: Denotes the requirement for lateral braoing at each location shown. Lateral bracing systems which include diagonal or X- bracing axe the responsibility of the building designer. Trusty 2. Systems DPACE -1l nay be used for continuous lateral bracing ea trusses spaded 24• oe. Alternatively, gee scabs or 7- bracer as shwa ea ltniwal Systems standard details. Pad verticals designed for 6X1411 loads only. and verticals that are extended above or below the truss profile (if any) may require additional design consideration (by others) for lateral forces due to wind or seismic loads on the building. 6-2 -16 6.215 5.2 -16 64-15 5-0.4 22-0-5 27-3-6 2.00 - - 5- ' -�1_MI��1 =111e-� i - HCS7C. 4-4_ 7-C- 3- 4 38-0-8 d 9 2.6.15 tr 11 23 14 II 19 17 f1 ft 30 1l 63.7 52.15 6-2-15 4 6- 2 -1 fi t -56 6.2.16 5-6-4 64.7 114-6 16 -0.6 22 -0-6 274.6 324-4 380.8 Drwg: 324 B Joint Locations 21 4 38-0 1 0- 0- 0 12 6- 3- 7 2 6- 3- 7 19 11- 6- 6 6 7 If 16- 0- 0 6 16- 9- 22- 0- 5 All plates awe 20 gauge Truswal Connectors unless preceded by "MX"' tor 118 20 gauge or "N" for 16 gauge, poslOoned per Joint Detail Reports available from Truswal software, unless noted. WARNING Read an notes an this sheet and give a copy of it to the Erecting Contractor. 'Lois dept is fc am istceldaal caddied ettnlxnaN nut mass system II hes been based rn spe edenliens provided by die oetaponemd titan ender mil dune in aceomdsr ca'diet the mein "0sioan al TN and AFPA design stats9ards. No respandb8ity is stymied (at dantauicral twang'. Dime :eons w e to beeeidad by the ccrnpcsrud mmts#+ebn endka boildinl dtdiaserptios to fabrication. 75e Wading do:vim feast sserruLn Oral the bade ° N e e d on t h i s dspf meet or ceeeed Ott laodiul imposed W'the 13albuilArg cede aid est. pm&air appboaioa The chip assumes Oat the kg chord is le-velly bread byl91 toef (nesse shet1ting and the bdkcnsfrord is ARMY towed by abed sltealhis material directly ellached, unlessWte:wise not :d. Bracing 1309Alerea)ax1f s'appce efcomp3nenbutaubub onlyt4 seduce buddi gl =l31h 71:is omtspfnentsbet red be placed in any erevrensnxt dsatwil cense rte Inc.Owe caracole( the weed lo awed (9`i ard'et ante comectos pee werosian. Fedi talc, Weak - , insa8 and hone this boas ifs aa«dance with rise fellowbng ttandud1 loud and Cut&sg DUad Repent aveOable as osdpf Preen Tauwal sodden'. 'ANfir/rp71', 'WTCA 1' - Wood Tara Council etAmeata SaLdvd Den Respensibilnies, 11AWOLDi0 INSTALL RTC AND B2+tCRID METAL PLATE CONNECTED WOOD ]BUSSES'- (1111L91) aM3u5.9J SUMMARY stn- rby TPI,TheTams Pate (721) is boded al LYOnoten OoOS, Madison, Wis6ons1 33119. The Aseeitan Forest and Payer Assn iation (ACTA) i3 lutalcd et till 1911( Skeet, NW, Ste 890, Washington, DC 20036. 63PL188 REACTS-001(S) : Support 1 -527 lb Support 2 -676 lb 0905250NTAL EEACTION(89 : support 1 294 lb eoppost 2 295 lb 9514 trues is designed using the UDC Code. Bldg Zaolosed = £es Truss Location " Not Bad lose Hurricane /Ocean L1ac = E'O rap Category= C Bldg Length = 99.00 ft, Oldg Width a 56.00 ft Wean roof height = 22.41 It, mish = 00 DOC Essential Facility, Dead lead a 8.0 psf 616g. Job: .E4. Chi- SAF Dsgnr: SAF TC Live 60,00 psf TC Dead 10.00 psf BC Live 0.00 psf DC Dead 1.00 per TOTAL 61.00 psi NAY DEFLECTION (Spam) : L/616 tat DIN 12 -13 (5x259 lo= -0.49' ISM -0.15" T- -1 .93 W AX DEILECTIOOI (cant) : L/378 117 14EM 20 -21 (LIVE) 1. 0.09" 0- 0.02• 4. .11 9 7- 6 -7 14 4 11- 6 - 6 15 5 14- 9- 6 16 6 22- 0- 5 17 7 23- 3 -14 18 e 27- 2- 5 19 9 32- 4- 4 20 10 30- 0- 0 21 11 0 -o -0 8/ 812002 Scale: 118 =1' WO: ANTHONY OurFacs L =1.15 P =1.15 Rep Mbr bed 1.15 O.C.Spacing 2 -0 -0 Design Spec 1180 Sego 76.3.1 • 120407 27- 3 - 5 31- 0- 0 32- 6- 4 35- 2 -13 3e- O- 0 Job Name: Truss ID: A -09 Qty: 1 Drwq: MO X -LAC pearl` 4I92 RD3'n TC 2x6 083 33 Denotes the requirement for lateral bracing UPLI74 RPADPI01I : 1 0- 2 -12 21.97 5.51• 2. 34^ aC 226 DM Sa il 1, at each location above. Lateral bracing Support 1 -636 lb 2 15- 8 -13 2456 5.50' 2.24• 111111 2x4 OBT, STUD system which include diagonal or a- bracing Support 2 -646 lb 226 OM 58 21 -10 are the reapoaslbility of the building 71014ioueev Fawn= (3) : TC MACE AM MAID CST Plating spec - Ap42 /TPI - 1995 designer, Tresasal Systems SPACE -IT ray be support 1 296 lb 1 -2 -7413 0.25 0,38 0.63 51013 DESIeBI IS E1t6 OO94ROSITR RESULT OP used for eoatiasse8e lateral bracing on support 2 296 lb 2 -1 -7762 0.27 0.39 0.66 MULTIPLE LOAD Chats. trusses spaced 24' oc, Alternatively, use This truss Is designed using the 1 -4 -1742 0.27 0.34 0.65 PLAT! VALUES PER !COO RESEARCK REPORT 91607. scabs or T- braces ss sheen On ?ressial UDC Code. 4 -5 -6413 0.17 0,32 0.49 Loaded for 10 366 awn- coacesrent ECLL. systems stsedard details_ Bldg Inclosed es Yes 5 -6 -4909 0_1O 0,30 0.40 Bad verticals designed for axial leads oa1y. Trees Location t• Hot tad Zone 6 -7 -3067 0.04 0.29 0.32 !ad Vertical, that are extended above or Rsrricane /ocean Line : Ho , Zap Category ,o C 7 -9 -3044 0.04 0.28 0.32 below the trues profile Cif any) nay require 11140 Leogth se 99.00 ft, 131.41g 14idtb o 50.00 ft 8 -4 -1262 0.01 0.27 6.26 additional design consideration (by others) Naas roof height a 23.31 ft, ape a 80 9 -10 109 0.01 0,26 (.27 for lateral forces due to wind or seiamic UDC Eaaeatiel h'ility, Dead Load o 8.0 gaf loads oa the building. 6C FOP=E AM 2351 CSI 11 - 12 1219 0.50 0.00 0.59 12 -13 7293 0.59 0.50 0.59 13 -14 7621 0.62 0,00 0.62 14 -15 7621 0.02 0.00 0.62 15 -16 6209 0.50 0.00 0.51. 16 -17 1632 0.37 0.00 0.36 TAX 55 2005108 (span) ' 12 -10 2914 0.23 0.00 0.24 1 (LSl1 1.9 -19 2914 0.21 0,00 0.24 0- ' O 10 MI MI 1 . T 7r -0.70• 17s -O.iS" 4y -(. 19 -20 1144 0.09 0.50 0.09 MX DzrL!c5IO(d (Cant) 20 -21 0 0.00 0,01 0.05 5/376 Ill 16X( 26 -21 (LTVEI Le 0,07' 1 8.02" Yo ( NEB PUMICE CSI WM ZoreCE CSI 2 - 12 - 439 0.03 6 - 17 - 2119 0.72 6.3-7 6.2 -16 6 16 6.2 -L 6-2.15 6-2 -16 644 Soint Locations I 1 s � 4 - 13 346 0.13 0 - 17 2342 0.95 3-7 114-6 1644 2204 274-6 32-6 . -4 3844 d -13 S3 0.03 0-19 -2383 0.91 6 1 6 - 3 - 0 12 6- 3- 7 6 -15 -1464 0.84 9 -19 1596 0.53 2 6- 1 - 7 1 11- 0- 0 3 T- 1- 7 14 16 - 0- 0 5 -15 606 6.20 9 -20 -2347 0.61. 1 2 J 4 2 6 7 4 f 1e 1 15- 6- 6 15 16- 9- 6 5 -16 -1767 6.69 10 -29 -225 0.18 5 16-- 9- 4 16 22- 0- 5 6-1.6 463 0.32 10-21 -131 0.04 2, oa 6 22- 0- 5 17 27- 3- 5 7 23- 3 -10 111 31- 0- 0 6 27- 2- 5 19 32- 6- 0 9 32- 6 - 4 20 33- 9 -13 10 39- 0- 8 21 36- 0- e a u- a - -� Sa64 4-4 4.6 -:..11 i�11 ... -. - S =64 �I■�MIUIIIIk2llrhll le 3.d 94. S =110 34 33 _3$ .S -A .... -. 2 -0.16 I 384-0 If 12 12 1412 16 17 Is 11 24 21 6-3-7 6,216 5.2 16 5.2.16 0-2-16 6-245 6.6.4 6.37 11-6.6 16.9.6 22.5 2746 32.6.4 3844 8/ 8/2002 Ali plates are 20 gauge Trusswal Connectors unfee5s preceded by "MX" for FIS 20 gauge or ir for 16 gauge, positioned per .lot nl Detail Reports aualiable from TTuswal software, unless noted. Scale: Ur = 1' /j \ `/.BLL \11i ibn WARNING Read all notes are this sheet and give a copy of It to the Erecting Contractor. Tlmdes1sziis tar ani nde bi o nb.nliiimcsuyanC.ncetra6ays4Sn. (rtlasbccl bassi co spedlistie provided by 0 cm:poises inal0:fic(u[e( r,l derz is sccardaase 8e mood sealers oTTN( and AFPA dodges standards. No seapmdbtty is assemel fot dimensional erearey. Dinessiass re d/02 d/or building door -yatcrta fatairadon. iba bmld rg doors-.. moat owslaos Warne loads e le be roiled by Oe cr np9r esr m an 11611 zx1rm14isdaglmzworersxedfirI.s ngilrneserthylhrleesiMssldin th tsthetoptod slatmly .eaddrga edihebot .a cI u , d is(ek_ a4yb readbya r, d sl W l e46 . u3laiilirc6llyalleatied„ e(cs noel Prune stow/Lis for least e(4pcdor castanets menbesDly 'bndactbnckwsglegth.'(2.co psellSaUnabepacaiinasy caacrcaell Osdt sill muse the ueiseore csa6e6110f9A WC•541 a eceea1 and14rea1ee cenneckcplateemrosios Fabricate, Candi,. install Lid brace Ads Buss In scoordence wir l the felleMrg standards 'Jain( sad Cedes Delis] Reports mailable as output Tram 7F.uwd soltvrm', - ANSUTP11', 1VPTA1'. WoodInnsCoanrdofArnanSt anchedOajesRespnssu( 43ri o 41AL171 .1YCi3KCIAU PLATE CONK EC/ED W000 TSUISES'- (100341)zed'NI &91 SUMMARY SHOE- byTPLIke Thee Fhb liteilate (7TC) is loeelad 81011sofn0 Ome, Madisen.Wilteni7113719. Ile atnenan aril Oa(xc Assodaben( AFPA) isleusedet1111 19tT Stmt. NN'.Slc819,Weslurs'an,LX:10216. Eng. Job:.EJ, Chk•SAF SAF WO: ANTHONY SHEPHERD TC Live 60.00 psf TC Dead 10.00 pal BC LIvs 0.00 psi' BC Dead 1.00 pal RurFacs L =1.16 P =1.16 Rep Mbr Bed 1.16 0,C.Spacing 2 - 0 - 0 Design Spec UBC Segn10.3.1 - 120405 0.41■40�I TRUSS CO, ONLINE (704 asmo184 450 nw,01,4E 9060, 01ACNF001,1032920 TOTAL 61.00 psi Job Name: Truss ID: A -10 Qty: 1 Drwg: BAG x -100 REACT 3 216 920'0 50 2x6 DTI S9 Denotes the requirement fax lateral bzacine unary aLACTION(9) : 1 0- 2 -12 2226 5.50' 2.37' SC 2x6 DFL 32 15 at each location shown. Lateral bracing 8uppost 1. -545 Lb 2 36- 2-1.4 2422 5.50" 2.21' NEB 214 DFl. STUD systeaS Nblcb include diagonal or x- bracing support 2 -657 kb 2x6 DFL S9 21 -10 are the responsibility of the building HO2tIL0NTA7. 6E?4.TION(31 : 70 mere sac, ono 02 1 Plating epee : ANt2 /TPI - 1892 designer. Teus,al Systems anace -ZT may be support 1 244 lb 1 -2 -7532 0,25 0.38 0.64 216IS 13231 4111 I3 TICE C064PO3IT1 916501.T Or used for tipntiauoue lateral bracing on support 2 295 lb 2 -3 -7914 0.26 0.39 0.57 )W5?IPLE LOAD CASES, taueses spaced 24' oc. Alternatively, use This trOSS 13 designed wring the 3 -4 -7996 0.26 0.39 0.67 65596 VALUES PER 2CDO 63962I3C1 REPORT 61607. scabs or 9 -braces as abowa om Sensual 6160 Code. 4 -5 -6573 0,16 0.32 0.50 Loaded far 10 PSC non- coacerreat 3CI.L. systems standard details. Bldg Rnelased - Ins 5 -6 -4974 0,11 0.30 0.41 Sad - vertical& designed gar axial loads only. Tiva1 Location = Not lad Bono 4 -7 -3234 0.04 0.26 0_33 and vortical* tbat are extended above Or Hurricane /Ocean Line a No , Erp C tegory a C 7 -8 -3211. 0.04 0.20 0.33 below the truss profile (if any) may require Bldg Lengt3 a 99.00 et, Bldg Rldth = 54,00 ft 8 -9 -1435 0.91 0.27 0.26 additional design consideration (by others) Mean roof hel9bt - 23.31 ft, mph a 80 9 -1.0 88 0.01 0.26 0.27 far lateral forces due to wind or seismic LBC Essential Facility, Dead Load - 4.9 psi loads on' the building. BC MR= An rem 122 11 -12 7336 0.59 0.00 0.60 12 -13 741.0 0.60 0.00 0.60 13 -14 7773 0.63 0.00 0.63 14 -15 7773 0.63 0.00 0.63 15 -16 6367 0,52 0.00 0.52 16 -17 4795 0.36 0.00 0.39 1MX 108.12.10 121066 4span) 17 -18 3079 0.25 0.00 0.25 L/601 IN iraa4 12 -13 (LIVE) 14-1.9 3079 0.25 0.00 0.25 0.11. Zr - 0.72" xo -0.14" 1e -6 19 -20 1315 0,11 0.00 0.1 20 -21 0 0.00 0.04 0.06 5/3 4R 1l. 0 C 20-21 (cant) 2( 1./374 ):d MK 20 -21 {LIVE) 0464 FORCE CSI 0464 PURLS 08I IIa 0.06" Oa 0,01" Tc 2 -12 -447 0.09 6 -17 -2115 0. _ 2 -13 341 0.13 a -17 1337 0.45 6 6.2 6.2 - 5 - 6 - 2 - 6.2 6544 ^ _ y y y i 1 0" 00- 0Lea12ioa4 4- 7- 7 4 -1.3 74 0.03 8 -19 -2374 0.91 6 - 3 - 7 11 - 1644 2244 2734 324.4 360.8 2 6- 3- 7 13 11- 6- 6 4 -15 -1476 0.84 9 -19 1600 0.53 5 -15 602 0.20 9 -20 -2469 0.89 3 1- 6- 6 14 16- 9- 6 5-1.6 -1780 0.54 10 -20 -180 0.15 4 2 1 s 4 7 a 9 19 4 11- 9- 6 15 5 22- 9- 6 5 16- 9- 6 16 22- 0- 5 e -16 960 0.32 10 -21 -134 0.05 6 22^ 0- 5 17 27- 3^ 5 �.00 1 8 27- 3 -5 19 32- 4- 4 9 32- 6- 4 20 36- 2 -10 10 39- 0- 8 21 313- 0- 8 • 1T 0 -0 -0 11 7.14 Sa54 35 I \�' linel Kill ��l-I�WI�, 744 Imo. I �.�., I 1 6.12 Il 1.0-9.0 a , . - - - -- - - - - - - -- 34 a .4 _ 9a 3-4 14 -14 s 1 35-04 -- - - --1 11 12 12 14 12 16 11 15 19 147 6 - 6.215 5 -2 -16 6 -2 -16 6-2-16 6-2.15 p1-10 t t 1 6 -3-7 11.6 -6 16-9-6 22.04 27-3-6 32-6 -4 36 -2 -14 81 8/2002 All plates are 20 gauge Truswai Conrlfctorc unless preceded by "MK" for NS 20 gauge as "H" for 16 gauge, positioned per Joint Detail Reports available from Truswal software, unless noted. Scale: 1188" = 1' / {[�/� SHEPHERD WARNING Read all notes on this sheet and give a copy of it to the Erecting Contractor. This dragon for an individu9bmld i ing compcmadnot truss sys'cn. It hxbaabIS: d0AtWa( 5mban5 0mided by checom (onndwannf.ctaer and done in acaYdael c withM:alarnl vtoken ef171 and ARRAdcsieas•-snduds. Wo responsibility is assumed dot dancuional aeasray. Ltic996iae age lobe venSsdbyducomatnenllnanu [acOne76nd'mt building eksign st prior tofobncoS6n. The Wading desienamasl ascertain tbat9mbads „,....d.., tis desi6rtioed of ezerd the leading imposed by the toed building code rod She paticubrapplirtion.Ile design sasomes 11101lk! top caud is lalau1' bested by the tooter 9oa sheathing and Meteam clad is laterally traced by a ai5id sheathing =aerial directly attacked, union utlaowc_ noted_ Rrdtingshcnns isferlaaenl suppatt a(o mrp mmisentrn &manly lo c�aia h•3dding kr 11. This oaryanat tallnot to plated m any seminar-cal list will awe the n,eoIa omladcf the wood tocxeeed 6957rr14ev CMS c oowaeetespige twaaosim. Febriaat; llarrat, inslatl and besae Drs truss is 6xord1rd4 with lee f lSSi,tstandards. 'loud 411d cutting Wail hepcats available a4 anal Bola TJUSW31 software', 'A0SW1911',1,V LA I'- W'oedthus Caned oGiennicaStandard Design Responsibilities ITA`1011Ka 1NSTACUt:U AND A0 ACINGIiETAL PLATE COVISCTEO W000 TRUSSES -( 1115'9!) and 10891 SUM61IRY SHEET by 71 Ike MISS PAW ars6l.se (71 is located al IY ra3ia 0die, Madison, Wisconsin 51719. The 3 ,aecut For vnd Past Association (APIA) Ls located 16 1111190E Street, NW, 4'5 06)6, Wastnnglolt, OC 27014. Eng. Job:.EJ. Chk• SAF O nf: SAF g WO: ANTHONY TC Live 60'90 psi TC Dead 10.00 psf BC Live 0.00 psi 50 Deed 1.00 psf OurFaes L�1.16 P =1 .16 Rep Mbr 5nd 1.16 0,C.Spacln9 2 - 0 Resign Spec USG Sepn T6.3.1 - 120405 a.■ TRUSS CO. PHONE42449 7959181 450 4R0H7AGE n0AD. 40AC8600r, 19.83241 TOTAL 61.00 psi BB 07 0 6 i R0ofliae 3D Layout .a d A TRUMAN.. Systems SHEPHERD TRUSS CO, Js1 lame: MERRIiL CONSTRUC Customer: ANTHONY M6RRILL Dsgnr: BJS Chk: BJS TC Live 40.0 psf TC Dead 7.3 psf BC Live .0 pd BC Dead 7.5 psf TOTAL 55.0 par WO: &ale: 3/32" = 1' Date : 5106!•* DsrFae - Lbr: I.15 DurSrr - Ph: 1.15 O.C. Spacing: 24,0" Desks Criteria: UBC 0 Components : 41 lg 0 0 to 0 r ro 1 Job Name: *100 I -1.0C MA= fart 860'0 1 0- 2 -12 2321 5.30• 1.47" 2 37- 9 -1.2 2321 5.90' 2.47" 7C 101r= Jun HOD C6r 1-2 -9374 0.24 0.21 0.49 3 -3 -7971 0.27 0.45 0.72 1 -4 -6190 0.12 0.2a 0.35 4 -5 -4160 0.1.4 0,17 0.31 5 -1 -4160 0.06 1,19 0.15 6 -7 -4077 0.05 0.22 0.27 7 -8 -1007 0.01 0.24 0.29 1 -9 -64 0.00 0.24 0.21 B0 20622 035. e1.12 282 10-57 9607 0.66 0.14 1.00 11 -32 0241 0.07 0.34 1.00 12 -13 7000 0,63 0.03 0.68 13 -14 7006 0.59 0.05 0.50 14-15 6981 0.48 0.05 0.51 15-19 5091 0.49 0.03 0.62 16-17 3070 0.61 0.02 0,35 17 -10 1060 0,10 0.01 0.16 11® 10803 C.a Ian TOIL Car 3 -11 -235 0.42 7 -14 1.107 0.40 2-22 -415 0.32 7 -17 -2980 0.70 1-12 205 0.07 8 -17 1597 0.63 3 -14 -1113 0.60 • -3.9 -2754 0.89 5 -14 717 0,25 0 -18 -265 0.20 5 -16 -2261 0,00 SHEPHERD rri.7 TRUSS CO. PHONEl209)7060151 400 FR011?A9aBOA., ■lAC■Fee7 10.61211 IC 2x6 067. 58 BC did UM 11 1117 2x4 D!L 83W 3131/3011 2x41 DI% 55 Plating epee : a1162/T12 1508 11125 DM= I1 Tr1 CO6@c6IT1 MAIM Or 1000. 111 1+004 081133. w.*ra MUMS 2111 IC50 ez11447011 itspW 41607. Leaded for 10 211 nes- concurrent ECLL. 1 10 744 844 7-44 13-74 2 Truss ID: A -01 .1r 121 754_0 64 740 134.5 IN Denotes the reqairoment lee lateral breed., at eeeh location shwa. Lateral braotaw tastes. +rhd0b 3salade diagonal or x- bracing ere the responsibility el the building designer. Trvsnal systems 82001 -22 maybe used for *aati*ueae lateral brewing on tros.es 'Raped 24" ea. Altarbativ l , zee Raabe or T- !tunee as above' on Metal Mittens standard details. *n4 verticals deadwood for axial loads only, Ind verticals that ate extended .!eve ex below the truss 'mails ail my) my require additional design coO.idsratiee Iby 0125.11 loz lateral lo*.e6 due to Wad or asiaa5* loads on the bnildiog. I 8.3.0 1041.2 2.a ` 00-8.8 844 644 idEi---4 28411 324.4 33.04 6 7 • r1 14 64.5 • 644 10.112 22-2 4 Qty: 11 1 0 1 .1a 044 ---i � - 8244 38.0.8 WARNING Reed all notes on this sheer and give a copy of it to the Erecting Contractor. 716s dttigois For on i h d i idn1 bidding coIrpeneat not tan a 1 • s t e t o . 5t Mbeettoed mtapstileatioreprovidedlp Om cMnpareta monad= = m pddonoitu cookoe with Use omont radon" orrPlsadMPAMagastenu& 7 i12pon0300y +Krumot fin dlmrns nheonncy. Dinenipn an lobo vei5odbytlte component u10011 untapdh ebn711c1idbiionpawis0h$gdon. The Malin desrprransts.so hSillsloads Mind Mt Ode Guinn HIM of msord Se Iosdo s inpoud ly Br. Meg haft cadged Thipariml i eppliea0on, TLe denim ewana Os6 1h. lop chosd is bhcaly booed by the radar box dptsedag std datoeesn chord is lardy braced bya tied ibs.lhi gAsterid dee3)}ral mks! carols nand. erring slam ise r land toppcot orompononn maim only to Man tudiitt6loiOa. 714.ae.ppaea dull cot hapieced.,fry rnvlro uret4 that w1:1 tense be m110*Wt content dnee wood to aosna l9% onM/Knnse connector pate wrsadevn P b iniaMdr, instal and Moo Ede ins. Kentd•nne vial Oa rlkisC ola'Cdads:Iota Bed Oolong Oe'sdRop.b exabbin as output limo 7t wrdeo0w.r., 'A21916171 l','WMA 1' • Wood Thum Coma or.4nterine Stadw4 Deign RnpMtubi05107dANOLR;01NSUL1[Fr0 Alto SL4CIND ISErAL PLATE coWseCI1!D V.T1O0nuss 8 - (500.9.1) end'H43.91 SVJMMARYSR18T 1371P1. The lbws Fhb G66toh (121) h lah.bd 5IPOtp164o Drive, ]h{tdaon, Wscc sat $2719. 111 Aawi se Foot end Paper Amor/153n(AFpJU is 14449 4411111 I9h Eesd, NW, Su 100, DC 20036. 7 -1 -1 Eqp. Job: .811. Cbk: SAF Dsgnr: 8AF Drwg: All prates ere 20 gauge Truswai Connectors unless preceded by "MX" for 14820 gouge or 'W for 10 gauge, positioned pw Joint Detail Reports awe5abl. from Truswei software, unless noted Ut3I!! 306002'205 (3) 3.ppett 1 -572 233 50021103891. 1U.C2I01111) lb support 1 290 lb support 2 200 3b IBM truss is designed using the 4.710 Code. Side aael fed - Yea Tomas Location - Not and leas HurrioaaefOcsaa Line - 5e Bap Category s C Bldg Length e 90.00 !t, Bldg Width - 50.00 2t !roan roof height m 28.31 ft, npb m 00 BBC 1.s.mtiu1 Paetldty, Band Loed ■ 9.0 pal 70 Live 60.00 pat TC Dead 10.00 psi BC Use 8.00 psf BC Deed 1.00 pat TOTAL 61.00 pat 26*8 23111743a22015 (span) 5 /385 I5 MEd 11 -22 MOM L■ - 1.17" D- -0.26" Tm - mm-mm Moist hocatioaa = ®- 1 8- 4 -0 16 0 -8- 0 2 7- 4- 0 11 7- 4- 0 8 13- 7- 0 12 13- 7- 9 4 18- 0- 6 33 14- 0- 0 8 1s -11- 2 14 19 -11- 2 6 24- 3 -31 1S 2d- 0- 0 7 22- 2 -11 16 20- 2- 4 8 32- 6- 4 17 32- 1- 4 0 38- 0- 0 18 30- 0- 8 8/ 612002 Seats: 118 "s 1' WO: At1T11011Y DurFtoe L01.16 F.1.15 ,tap Mr Bad 1.15 0.C.5pacing 2.0. 0 055508 Spec UDC aegn 79.3.1 • 120014 48 1g 0 0 c.0 0 r 20 Job Name: Truss ID: A -02 Qty 8811 6-134 EMT 6111 100'0 1 0- 1 -12 9321 3.50' 2.47" 2 37- 0-12 2321 1.60' 1.47" 40 1010E AXE DAD CAI 1 -2 -8374 6.24 0.21 0.45 2 -2 -7971 4.27 0.45 6.72 3 -4 -6189 6.12 0.22 0.35 4 -5 -4160 4.14 0.17 0.31 5 -6 -4160 4.08 0.11 0.25 4 -7 -4077 4.06 0.22 0.27 7 -8 -2007 0.03 0.11 0.25 8 -9 -44 4.00 0.24 6.24 510 /ONCE A= 261 CAI 10 - IL 8207 4.66 0.14 1.00 11 -12 8241 4.67 0.31 1.00 12 -13 7804 1.63 0.03 0.46 13 -14 7806 1.63 0.05 0.48 14 -15 5481 2.08 0.06 0.53 15 -11 5981 9.48 0.03 0.52 16 -17 3478 0.31 0.01 0.30 17 -18 1440 9.16 0.01 0.14 666 FMCS 061 ale MACE CS: 1 -11 -235 0.03 7 -16 1117 0.40 2-12 -4340.12 7-17-25100.70 3 -12 206 0.07 8 -17 1507 0.53 3-14 -1913 0.64 6 -18 -2764 0.84 5 -14 767 0.36 9 -10 -A630.20 5-14 -1251 0.90 TYPICAL PLATE : 24 SHEPHERD TRUSS CO. PHONE p01) 7154111 450 r110T01 ROAM, BLACRFO0T,609221 • TC 234 DT5 AS 3C 2r4 D1'L AS 7105 294 DM STUD 1500110 214 D!/. AS 611L MR 2114 DM 30613 Viatica apse A/IS1/921 - 1926 4123 fis■1000 18 2110 CO6QOSi21 1U3ULT 03 M strati LOAD MM. 31*2(1 YAMS sal :ell0 RIIxaICS RL40A1 41607. gable verticals are 22 4 Rob material spaced at 94,0 ' o,1. =lose noted otherwise. Top chard ■uppoat■ 24.0 " of vales= load at 04 pa! Sive load and 10 pCet dead load. Additican/ design eessIderatioas may be tooptIted if aheatbia4¢ is attached. [ +] indicates the ragairmesat for lateral bra0iaq (dusig0ed by otters) perpendl01Laa to tlae plane of the member at 51 "intervals. 1radia44 1s a result of vied load applied to mera6*11. {Combination axial pia. bending). This taws revises adsgsate sheathing, as d0dgn6l lap others, waled to the truss yams providing laurel sopppp0■t !oa ifs in the Was ■ plane and creatiog abeam call action to mai.t diaphragm loads 2 n Denotes the requirement for lateral bracing at each location shown. Lateral bracing system "blob include diagonal or 4- bracing are the responsibility of the building desigaeur. Trasaall Systems 3650E-1T sap be used for oohttnuooa lateral bracing on trusses spaced 24" oo. Alternatively, Ups saga or 4- braces as shown en Trusma Systems ataadard details. Loaded fox 10 131 nee- anaourteat ELL. bad vertical* designed for axial loads only. Lad verticals that ars axteadad above or below the truss profile (if any) may rewire additional design consideration pay others) for Lateral forces dam to Pied or seismic loads on the beildia4. 744 084 63•' �9 0-64 544 7-44 134.1 19.114 28 -141 324.4 3844 4 2j00 5 7 9 3.4 • 7-44 744 1J /lJ 944 2 13.74 !i 14 17 !r 13,7 t 6.44 4 0484 2844 3244 3148 WARArlArG Read ail notes orl a ds sheet and evil a copy of H W the Erecting Conlra4'lor, This dairnn isms indiridud g 31 0 22 1 9 1 00 11 . component no nay sm. It las been bond m cpealmem0 gloridal by Es oampmtenl aaadbcmmr sod doss it111.23.511 ! Mdie cur rant +en No mapwp yr isamardfirdimouimLLeccmoy. Disamsbuss as to bevelled bygumrompeandemnedtcana Indict building 4 2 11fpierbe Ddrkaimt. The btikStgdealpser must moerlm Est IheItch Wind an tads dea(putseel nraea1l tks loading imposed by tke loll balling cons end 1e micas sltp8caI n. The del gnseoatea Ifrat dtecoshod 3 Madly bawdbytheloofa bedbugcid ndmodisWr4Uibncedbyar $Ideheo1ntlma4eil3irsnlyst13ed, miss &miss metal. Barbra sheen istahrad auppcdOfonnpenerds meent oonlytond01ebttclditgIengtb. 132sen■peaantltdolmanb pdaedIn ms1wmmsd 16at70:139910 1uanMdte400* wood to *21104 i3S& 1Mm guise commix plais+mraaw l bnclls, latdb,esedl aid teas eerie rasa in ereadettoswgh the ts6owbig Dawlerds• 7ohr mdCemhg Detei1lepects aD flsbie as aulpul 3waTnEwd soiwud, mum 1','W7CA 1'- W90dT394 Coirt:I DtAnl0ia Sdiubrd Des*" 19443911:425* 11A72030213 BRACING METAL. 9LA7B COh1NRCIED WOODTRUESES' -(H1S X11) and 1111-410UMMART SHUT 3yTPLT3e Tuts piece umtitvle(Pt)blacead at 139426i9 Dare, ifeths n.Wsemsin$3714. The Awed= Forest and PaparAsstxiaAm (AWPA)ieloretdetltll f9eh2tte (N3'.gm1f3Weddttglm5DCDOM. Drwg: All plates are 20 (purge Truswal Connectors unless preceded by'MX" for HS 20 grope or "H" for 10 gauge. positioned per Joint Detail Reports avellallg Born Trusted software, Dries* noted, t 2LUUT P3INCTZ03{9) ' Support 1 -172 1b Avpport 2 -629 1b It09126091T41. Ashario31 {6) I au4port 1 990 lb support 2 290 lb This tress is do■igaed using the 03C Cods. 0144 Unloved is Tea Truss LO0atloa - Not lad lone surrlcrae/oceae Lime - s0 sap category 0 c bldg Lea h - 90.00 ft, shag 1514th - 30.00 !t Mean roof height - 23.11 !t, mph - 90 020 f *****al reoility, Dead Load - 0.0 gal En& Job: .1!J. Chk: SAP Dsgnr: 9Ap TC Live 84.01 ps1 TC Dead 10.00 psi BC Use 0.00 pat BC Dead 1.00 psi TOTAL 61.00 pat IGSx p.-.NCSION (span) 1 5/180 111313111 -12 (L7n) L■ -1.17" De -0.25' 0` - .43 20502 leoatioer t� 1 4 -o -0 10 0- • -0 2 7 -4 -0 11 7 -4 -0 i 13 -7 -A 12 13 -7 -9 4 11- 0- 6 92 114- 0- 0 A 19 -11- 2 14 10 -11- 2 i 24- 4 -11 19 24- 0- 8 7 26- 2 -11 16 20- 2- 4 1 92•- 4- 4 17 99- 6- 4 4 90- 0- 8 11 96- 0- 81612002 atals :138" n 1' WO: ANTHONY burFaa Lei.15 Po1.15 Rep Min Ind 1.10 D.C.Spad m9 2-0-0 Design Spec 11210 sign T0.L.1 • 120016 Jab Name: 30.3 x -1.0C lLtC? 0160 360'0 30 Litt DIM 36 1 0- 2 -71 203.5 3.60• 2.15" EC 266 321 01 1 32- 6- 1 2701 5.60" 2.51" 1010 2144 DLL 3303 1M1D62 2x6 D17: 6S 2C 10Rt1c An ADD car Plating spec oiwl= - 1995 1 2-3 -4300 0.15 0,35 0.51 1612/42.1141 LOAD -2 -7059 6.17 0.13 0.32 Dn1a VISION 13 0rn memo31Ti $6507.0 01 3 -4 -4513 0.06 0.23 0.29 man nuns 3704X10 { mum= 0se00T 03607. 4-5 -4414 0.05 0.20 0.24 Loaded for 10 tar aaa a0n.arseat 30Ceti 5-6 -1451 2.01 0.20 0.22 6 -7 -2350 4.02 0.25 0.27 7 -0 303 4.02 0.28 0.30 e-9 -64 0.00 0.20 0.20 3C 100= A14 610 Cal 10-11 6044 0.63 0.24 0.00 11 -12 61170 0.34 0.24 0,00 12 -3.1 1211 0.19 0.03 0.62 13 -7.6 4211 0.54 0.33 0.53 14 -15 4313 0.36 0.03 0.37 15.14 4319 0.34 0.03 0.37 14 -17 3213 0.17 0.04 0.22 17 -10 -246 0.01 0,13 0.13 NM room 011 tin 200.06 051 2 -11 -161 0.03 7 -16 1209 0.40 2 -12 -351 0.63 7 -17 -2499 0.60 3 -12 276 0.33 0 -17 -1030 0.50 3 -14 -1905 0.72 5 -18 341 0.30 5 -11 300 0.27 9 -10 -204 0.22 5 -15 -1124 0.02 SHEPHERD EZSZSa TRUSS CO, PHONE (20111 705-0121 400 FR067A&2 ROAR Unwer00T Deism 1 10 7 _ -44 ids - 34 4 544 7-44 13-74 15 -11-2 1 11 1-4.0 74.4 Truss ID: A -03 4 2r Op 21844 1 e 7 Qty: 22 Oanote3 the requirement foe Lateral bruclug at aacb location shaven. Lateral breala2 systems o the uspoaaibilit f the halldimy odd designer. Tramral 5ystsms 330303 -20 say ba used for continuous lateral bveaicq es trans.& spaced 24" ca. Alternatively, ass scabs or 3- beneos as shown on Truss@ Bad verticals dds details. ssip edto axial loads only. End verticals that eta asteaded above as below tba tress psoZila 42 any) may requirA additional design coasidaratioa (by others) for lateral totes due to wind or seismic loads on the buildlay. 444 { 044 28 -7.11 32.0.4 3144 124 14 19 14 17 1e 0 5 -0_ 41.4 0 i 64.4 _ 4 13.74 13 20.2.4 324-4 38.04 Ou.11• minnow salport 1 -470 lb 1490rt 2 -732 lb 11olt13ot,2AL mmb01nnn r suggest 1 290 lb support 2 290 lb Ma truce is designed using the MSC Coda. 31dg Saalaaed - gas Taus. Location - Not End Boas Murriaaas /0oe4n Line as He. rep category ■ I1dg LangtO - 90.00 ft. BLAB Wldt2 a 60,00 At Moan roof asight - 23.31 ft, mph - 00 010 Rssentda1 Tactility, Dead Load - 5.0 pad 7 -1.1 Drwg: A0 prates ore 20 gauge Truswsi Connectors unions prscsdad by - SEX" for 14520 gang* or - H" for15 gauss, posllroned pct Joint Detail J sports avalabl. kom Tr[awai software, unless noted, WARNING Read all mares are Otis sheet and give a copy of it fo the Erecting Conh ocior. 71171 siesta is 1015 agiudlNdatl Wiling=conedsot began nelore, Abu heat based at speei3es4ws 35044.3 by the osnoc.etuamrmdsra and dung i accorduaa: silk lb* owlene versions og7PI end APPAdea lehlndard[. 1bxspmdbilityis assumed isrdh eenri saccagy. 112eendma *a0bo raided b yleooepanentmanleebou ard :11 s. The hurdieg &sigeer mew woman bat ell: bob 40besd at Ibis des(gt meta exceed Iha Jmdhta impeged brig local itl2dini cods arid Om puieCts spi50a00n. Mu Antic. sumo bat pis lop ebo[d b ldrsly bawd by 0. motor Door d mtiduread the bottom s is Weakly hwoed by i [4644 aing mdei3J dixly swdted, using olmwis peed finch/ titan's fa hdoa( support o(oornpmmn mccbats only to radonbiAldieg lenglk 114o oampmarl shall motile &ad is coiscusw4 the nwbeure weed d mewoodbwe eed19l%uMlorcro coraxietph w0d be ceon Pjcale.hawle. Oldham ode buss in1ccerd*lw ebb*, (ollawlag 1ande4x 7ajN and Cutting Duel Reports vegan u adpelhsm Tamralsolasse, 'ANSJ711 J ; WiTCA 1'. Woad Rugs Codnd of Amehea St ndud Design Rupersibibligs 'F3Ax`D11010 »4S7'ALU940 AND 329,r14o METAL PLATE CONNECTED WOOD TRU586S.NEB41) JSUMMARY 'p1.70.Trsrs 00eNJ1 )islocddatBOm:SioRipe, Madison. Wisoasu 53719. Tit Amtaetn Fact en/PiperAa[eeirbbn (A19'A) u boded a 11) 3 14017011, NVl, Ste 100, Wublegeon, 0090031. I Eng. Job. Chkr SAP Dggnr: 811E TO Lbw 50.00 psi' TC Dead 10,00 psi BC Lim 0.00 per EC Dead 1.00 per n ue 0*12.0 35001 ispaal D./410 111 11011( 2.1 -12 (2.113) L- -O.DD* D- -0.20" Te 3m17t 0113203203? (mint) 1 1.1313 314 16326 57-19 (7.141) L. 0.21" D. 0.00" To 1 dsiat locations ww■ 1 0- 0- 0 10 0- 6- 0 2 7- 4- 0 11 7- 4- 0 3 11- 7- 0 2.2 13- 7- 9 4 13- 3- 4 19 14- 0- 5 13 -11- 2 14 12-11- 2 4 24 -3 -11 16 24 -0 -3 7 20- 2 -12 14 24- 2- 4 O 32- 3- 4 17 32- 4- 0 33- 0- 0 1a 30- 0- 11 81 612002 Seals: 118" ■ 1' WO: ANTHONY DurFac. Lst.16 P.1 t6 Rep Mbr Mod 1.16 O.C.spacrng 9.0.0 Design Spec UDC TOTAL 61.00 pit Sega T6.3.1 - 120018 10 26 Job Name: Truss ID: A -04 Qty: 9 Drwg: 6970 2-100 anaCT a1iC PD0'11 1 0- 2 -12 2036 2.60. 2.13• 2 33- 2-30 2 641 6.50. 2.04" re I0ncr 710: 212 C13 1.-2 -7065 0.16 0.56 0.72 2 -0 -6521 9.1e 0,60 0.61 3 -1 -1102 0.06 0.25 6 -5 -6561 0.06 4.21 0.27 5 -6 -2400 0.01 4.21 0.23 4 -7 -2406 0.02 0.20 0,25 7 -0 219 0.02 0.15 0,37 0 -0 -60 0.00 0.25 0.25 PC MP= 312. 5110 CAI 10 -11 1077 0.58 0,41 0.911 11 -10 1523 0.55 4.41 0.67 12 -13 1011 0.35 0.03 0.50 13 -56 6970 0.21 0,04 0.55 14 -15 4401 0,35 0.04 0,39 15 -16 1401 0.35 0,03 0.96 1.6 -37 2120 4.119 0.05 0.22 17 -10 -107 0.01 0.40 0.10 i!9 .7011 CE CBI 2-11 -31.3 0.06 1 -13 -614 0.47 3 -13. 211 0.00 1 -14 -2072 0.11 5 - 11 125 0.26 3 -14 -2371 0.90 SHEPHERD 1169 POPC6 CAS 7 -16 1229 0.41 7 -17 -2752 0.07 6-17 -947 0.57 0-18 116 0.21 5-18 -252 0.10 TRUSS CO. 11110147 [100766-0101 460 00004160040, II,ACN3001,401331 RC 23.4 03:1. aP IC 264 DRS as ORM Platte" spec : A91I/TPL 3.915 TRIP DIMS 11 2360 0001!0621! 31PIVIl OR =NM LOAD GUBM. mars Y1L9s1 PEP /CIO MM US Wont 21667, Loaded gar 10 257 non- 0mecar3e3t 0CL9e. Ind Verticals designed gar aria/ loads only. Ind Tnarticals that are emended above or below the truss profile (it any) may require additional design eonaideratioa (by others1 for lateral Zeroes due to triad or 1.1.3ic loads on the building. T 74 -1 1 842 7.541 { 644 74541 4340 - ® Demotes tba r�sqtt�iiremeat got lataxal bracing at each location shows. Lateral baami05 systems which iaolndo diagonal or 6 - brads" aro the responsibility o1 the building designer. sensual ayite3a 113I1CP -15 may be used got continuous lateral bracing on triads. apaood 24" oc. Alternatively, use scabs 01 T- biaoaa an shown on Trowel systole standard details. 5JS 4 sit i 44 2044 2044 33.2.40 30 -04 369 M 1! r1Il If it 26 IT 11 74.11 344 1144 4 5.10 - 744 44144 7.541 12-00-15 20.4-3 26,2.4 33-2-10 300-0 All plates are 20 gauge Trumwal Connectors unless preceded by "MX" for 145 20 gauge or "H" for 15 gauge, positioned per Joho( Detatl Reports avaitable from Truswal software, unless noted. WARNING Read all note: on Arta sheet and give acopy of ft fro the Erec 'erg Contra ar- 71ds deign us Jw dlvtduslbuldieg e osyolle tnd gas system. 16 ha hwn based onminsia atioa6 pmeidrd by We 0ootpment mmntreharr end drab adoordatw Verb as anent unions of TM and ARM drsipi rtardnds_ NoronpoinIt tyis sacred for dumdamlaasaery. Dimensions as to be nand by2i ovnlxmmt rmta ado bagding &rigorplottollbtiselto. TIa balding designer nnu soeatshtIhottheloads 193044 on thiadaa(pl meet or cowed a- Iaodbnglaposed by11a 1041 butting tad" and Ow Wiesen spptissien. The design mono Wet Onto; dead ( s1eoo1 iyhnoni Korot Boasbeatlrn iudOmWeal ttaM is leersllyWaosdbyer idsha04a mntid Os"c2 .lhttt0. Wen OWnal. wird. Pacing amid, ler Wand a morsdeorgomalsracrobenanbrb edso0huok:.- nInk This eeroperetd dame brpboi tJaray environment bat will cause to rolshas cents, or01a good to Daee--4 195imd+ar Caum oa.dmteedabrorstare. Abhais23 ,hilt, irarll er, dbwre Chinni itantdno ! Mbar ralowvgabu4 de oint modCatine; Details aesasab*moeapalltra71ca1sa1aa1b ur, 'ANSVIPII', 1YI1CA Weed Rau Cowed of Med. St"ahrdD:agn resporaltd1a,' HANDLED 1N /TAL O PLATS WOOD MUSSES' - Q1®AL]and 0e134 SUMMARY attar by7PI.TheTwas ple4lnttihda {MD isloeel4at lf"dis®, tiVsrn_ahs 31719. The Mioioaa F6rw1 and Poper Ms0Qaiker 01PA) Is located 061111 Nth MK NM 52 617, Wedinglen DC 20746. 1 01II14 1 0 012011(4) t Support 1 -405 lb Support 2 -717 lb 1r0PIPOROAL NIAcT 0N(Pl support 1 204 lb support 2 201 lb This tress is despised %sing the 6006 Code. 61dg 2403.3ed . fee 2tass Ideation - Wot sad bone Eurri0aae/0ceaa Lima - Pro , Sap Catogosy s C Pldq length s 10.04 ft, Bide Width - 60.00 At bean roof height - 23.31 ft, mph r PO 0 0 Ees .mtLal facility, Deed Lood - 6.0 psf 7-1-1 Eng. Job: A.'. CMt: SAF Dsgnr: SAF TO Lune 6040 pet TO Dead 10.00 pit BC Live 0.60 pef BC Dead 1.00 psi TOTAL 61.00 par 3411Y *273507107 (spas) . 5/594 Its 11116 11 -12 (LIVE] Z. -0.67" D. - 4.16" 5. 9m,R h>ortada OW (rant) • 3/425 m 1121 17 -10 (32 Zon 0.14" D. 0,01" T. D. �-- Point Locations ea... 1 0- 0- 0 IA 0- 0- 0 2 7- 5 -11 2.1 7- 2 -11 1 13 - 10 - 16 12 is- s- 9 4 15- 1- 4 3.3 1s -30-15 5 20- 4- 3 14 20- 4- 3 4 24- 8-11 15 24- 0- a 7 26- 9- 6 14 25- 2- 4 8 39- 2 -10 17 33- 2 -10 0 30- 0- 5 16 38- 0- 0 8/ 612002 Boole: lir c i • WO: ANTHONY Dunces' L21.15 Pal 15 Rep Mbr Did 1.16 0.C.5pac4. 2.0- 0 Design Spec UBC Sign 70.3.1 - 120022 01 17 0 0 on 0 ro Job Name: 8110 2549C DUCT 6166 asg'0 L 0- 2 -12 2011 5.50" 2.22. 2 33- 1 -31 7604 3.30' 3.40' 70 P05 A7C. ala0 Cal 1 -2 -7199 0.17 0.57 0.74 2 -3 -4010 4.19 0.42 0.60 1 -4 -4161 0.07 0.25 0.32 4 -3 -4639 0.06 0,22 0.29 5 -6 -2729 0,22 0.23 0.23 9 -7 -2059 0,02 0.27 0.29 7 -2 192 0.00 0.27 0.27 4 -9 -36 0.00 0.15 0.25 IC MCC Art, DM C62 10 -11 7907 0.36 0.44 1.90 11.12 7052 0,37 0.42 0.19 12 -11 9444 0.52 0.04 0.55 39 -14 4469 0.35 0.04 0.39 34 -33 4461 0.35 0.03 0.99 15-15 2335 0.1.6 0.04 0.22 16 -17 -153 0.01 0.95 0,99 tam 209x3 Car 1I6b YC9 CBI 2 -11 -315 0.04 745 1315 0.44 2 -12 -025 0,49 7 -11 - 2799 0,90 3-12 29e 0.20 5 -16 -901. 0,24 3-13 -27.011 4.50 5 - 260 0.19 3 -13 113 0.29 9 -17 -223 0.17 1 -15 -9230 0.99 SHEPHERD 152=52 TRUSS CO, PHONE OR 7850111 4501900117902 smtq 61.043141 111.13237 10 2x5 D471 53 MC 2x9 D5'L Ma Plating spec • la$2/l'l3 rl 95 97153 D16IQA Is TM 044301118/ *86184' 079 Mt6TI151 3,0111 P]ss89. MAMA PALM era 10110 11Sssaarw R8905re 91607. loaded !or 10 297 89001251905 1853 . sad verticals designed for axial loads waxy. Mad verticals that arm .attended stave or below the truss prattle (If say/ may require additional design consideration (by others) gar lateral 290801 dire to wind or seismic loads on the building. 2 cuss ID: A -05 Denotes the requirement !or lateral beaming at each loaat3oc shown. 3atara.& beaming systems which Laclede diagonal or It-bracing are tan eespoesibility ot the building designer. 0xusael STataa 33is2S -21 may be aced der costiaacar lateral bxaoiap an trusses apaoed 24" oc. Alternatively, use scabs or 1- braces as shots on Tranlai systems standard details. 1101 -_4 e � 7 ---1 � -! 14 T 0.5-7 43.13 - 74.11 14-14 29 -7.13 2144 3341.11 30.04 .2 4 2 88.48 1 Qty: T r 10 if u 11 34 Js 10 11 747. 14 4 84-7 I 84-7 t 5414 741.7 1413 -t 74-14 1444 20 7.13 20.24 334.11 30041 WARATIArG Read all notes a n Ark .awl and gt ue a copy elf to Ilia Erecting Contractor. This daisesk lam iudisilud balding omnpanat not loos system. It holm lased ontpeeifestixa gonad bytoawnpainaloamJekkast and dame m accedence yak lbe coral stakes aril/ andA1 +Mdesignstndards.T.ouupue359517 aen004dfeudou011 oudsea Y. Dbnerslons On to be vaned by do campetstt numuta4kan asdbsbrdliiny dalg14192523 to 0heieatimt. Tiabaldbtl deeiga nuM samba Sat 4s koala t: load ou Os design mot or mod Ike ]oed1311npas -I by de bud beld n3 Dadaist In p*4s.4 r applicaeaet. Modesto UNION 51st Ou hp shad Is Isladyblood by t ..for Mss dmsSdI sad Ma bottom clad isbtictly brand bye data abetlFlg maMdel dhe0l7 a744 ed, anizo eb no,. echd BresigakownL20 fix bunt stippatofaespalatl0 sambas lob to oboe buckling baulk 716campondd dal xittve Ascot 1any axtont0S0u7ns1Lcaue :disnui uteoastetto4dewwadloomit1974mlracatxmnmoticpkksetroacn 9akalwbe,ltnd4 maltose this buss 43.o sdaacevaidtths angaknded,: Tabd sad Culling OskdSspxasevoad&as adand don Trusxal .,8x44, 'AY867111','N7CA1' • Wood Doss camel atiousisaStaedatd//aim Ropon01dl3x.' RANDLiSORiST {I.LORIAMb BRACING METAL PLATE CONNECTED WOOD TI2IJ 2O'(810.911sod'BIBAt 6W401ARY gnu byTPl. The lbw Phu taseab10430looddatDabeue&Ddw. / ledisc4 1saaoin53710. 'Its Aaa dsen Stood sad PM 'esAssosio5onC51*A) 13 ION tad 41111 33e4!,NW,StsS3gWodiul a t.Dv:70036. lni s Job: ,EJ. Cble 5A1 Dram. SAP Drw9: All plates are 20 gauge 7ruswal Connecters unless preceded by "M%- for 11620 gauge or "11" for 10 gauge, positlemed par Joist Dated Reports available from Dumyat software, unless noted. V2Ll9@ s erarz01T(s) . au 5055 1 -411 lb 303150 L s l : a 2 u5Post 2 191 lb This truss is dasi3ned naisg tba 1230 Cede. 334g Ioalesed • Ias '02913 Location - not End Sono 8ursioabo /Oceoa Lies - to , Ixp Categoay - C 1249 Length - 19.00 !t, ILOp 93391 . 5e.00 it Mien roof height - 22.11 !t, spy . 9e Ube 1.aential Paaility, Lead Load • 9.4 pa! TC lies 80.00 psf 70 Dead 10.00 psi BC Live 0.00 psf 8C Dead 1.00 psf TOTAL 51.00 psf tunic 052L7C21041 (aappaa) 1 3(597 air MOO 11 -32 UM/ L- - 0.69" 0- - 9.15" 4 - NP.X DStL101209 (coat) a 3,1 it MR4 15-17 (I'IV*4 Am 0,11' D. 0.03" 751 - �. Joint !shanties■ s� 1 0 -0 -0 la 9 - 0- 0 2 7- 4 -14 11 7- 6 -14 3 3.4- 1■ 6 12 14- 1- 6 4 19- 9 - 9 13 91- 7 -13 6 20- 7 -13 3.4 2l- 0- 6 24- 1 -11. 25 20- 2- 4 7 27- 2- 4 14 33- 9.11 0 33- 3 -11 17 1 0 - 0 - 9 9 39- 0- 9 8/6/2002 Stele: 1/8" a 1' WO: ANTHONY DurFaes La1.15 Pe1.15 Rep Mbr Ind 116 O.C.Bptacing 2.0. 0 Design Spat UDC Segn 75.8,1 - 120023 1 04 . to 0 0 -I 0 00 Job Name: Ban x -1.0C 119.CT flea P212•D 1 0 - 2 - 2110 8.30" 2,25" 2 34- 2 -11 2553 3 50" 2,96" TC TORCI1 NO. 850 cal 1 -2 -7142 0,24 0.49 0.67 2 -9 -7214 41.21 0.43 0.07 3 -4 -5791 0.14 0.35 0,50 4 -5 -3664 0.07 0.33 0,40 5 -6 -9175 0.06 0.33 0.89 6 -7 -2104 0.02 0.31 6.11 7 -8 -152 0.01 0,29 3.30 8 -9 -49 0.99 0.23 0.23 MC 10 si Asa. 10713 COI 10 -11 6554 0.04 0.01 0.56 11 -12 6914 0.56 0.01 0.57 12 -13 7072 0.57 0.00 0.57 13 -11 7072 0.67 0.00 0.37 14 -15 3506 0.44 0.00 0.45 15 -16 3796 0,30 0.D0 6.31 16 -17 1963 0.18 0.00 4.16 17 -18 1963 0.15 0.00 5.16 18 -19 -116 0.01 0.14 0.1.4 158 PONCE C97 1110 POOttE 091 2 - 11 - 909 0.00 6 - 1.6 - 2269 0.63 2 -12 846 0.06 7 -15 1791 0.44 3 -11 143 0.05 7 -19 -2337 0,72 3 -14 -1550 0.50 8 -10 -170 D.44 4 - 14 667 0,29 t - 10 226 0.35 6 -15 -1939 D.64 i -19 -200 0.15 6 -15 1040 D.13 10 226 Dr& Si So 1x0 DEL Si Winn 224 am SKID Elating spec • 611sI/21tI - 1625 79111 DLI3tg1 II m 270921001= SMOLT Or 71II11'XU..Z AOAD CASKS. 937,25 VAmo55 ra01 LOBO PtPaanal 28607T 11607. Loaded for 1D Aar Doe- aoucurrert Seat. Rad vesticala designed for axial loads only. and vortical' that are extended above or below the truss profile fie any) may require additional design ooasideratiea 9113' othori) for lateral forces dam to feud or s.iaio loads on the building. 8.618 8.6 6 , 644 6443 1244 1244 2 Truss ID: A "06 xi Denotes the requissment for lateral bracing at each location shwa. Lateral bracing *patens lrbich iocludo diagonal or x- l►xaaiaq are the responsibility of the buiidiaq demigser. busiest Systems 56301 -61 may be seed tar continuous 1250041 Moving on troupes spaced 14" oo. Alternatively r use samba or T -brans ma Omni on S5useal Systems ataadaxd 2 04 304.8 OA 11 11 16 14 i 6� 644 6-3.9 54.6 6413 1244 174.0 231 -15 ▪ 54.6 6.64 3443 231. 11 284.1 344.11 30.08 3 1 Qty: 1 d 11 is 17 41 s! 54=6 144 34.13 28434 34 -2-11 36-04 Drwg: All plates are 20 gauge Truswal Cor nectors unless preceded by "MK" for 143 20 gauge or "H" for 16 gawps, positioned per Joint Detail Reports available from Trowel software. unless noted. SHEPHERD TRUSS CO PH"IFCE renal 7 - e1 460 7 77 73, ....a r,1n „4 t r 1 1 1 t WARNING Read all 2laIe3 an this sheet arni give a copy of ii fo the Erecting Contractor. This design is for an individual. bulling rampoiwd not Inas ayslear. 11 has beat bored on spedflcatias pionded by the conpo iufl l •a6ctussr end done in wartime Tali do waren! versions orIPland 4PPA deeiprsstandards. No responsibility is assumed for dim Dimeasioia ce to be 1105655 by IN w•smfemmnt roreurae0mv 95145+t lmidere deer prier to fabrication. The building deelpr1 encs! 5 3415in drel iht !seers utilizeden rids des) gnineetroarmeddrs loadingimposedby cede. End the pmowbrapplication 'TM desipr amino lot Polo, diced is Wanly bated by tie roof or Oast sbmtmg end OCe bother Shard 1laterally braved by Rigid ehea*drr alerts] Amity dhstad. antesi olkeeise noted. Bng -g down it roe Went cupponormmpans. +s members only lo mini* buckling lvg05. nit compamrdsbal1netbtplcolicmy r 7., lh :I!.muss r! . 4r le wood *e ^ter i9 tunneolor 00e (Ctrtsl0n Fair Oh lmnke,bong and tot this Mme in aoroidance nick the OcIIo08dernete.'J4rt rut Ciutir3 Dstril Brpo* amiable as 113nd ham 'ieswwl software'. r'sunit or .00.06c Sa.:JeadP sy. T._ meter +s:,'S#hAtYrJNO MSrA6C 1E - TAL o' ail F ^.r•rs z`Z, .'r ;rF rx•..rr.ry a +.)nnelf . gl' ktrbCMilizy 6 17.: T 2P 1. The Truss/ilk lmltints (1'POisismtedalO+rnoOio {.i �r,W .• ,..i , '37 9 ,...... ..ru Fcecst un::' p:r asw.:sw><�;: F1 " s ,. 11,1 III 115$3krel, N'N,`''PC { + - c'arlirs3k:,, 768.365 *5506108(01 e 5appest 1 -801 lb 5u�por t 2 - 606 1b 10311.32% DISLCTIontd) : support 1 294 lb support 2 294 lb Ibis truss is designed using the 4100 Cods. P1dq inclosed . yea T66sa loeatioa - Not Ind Acme "Mrricaas /Down Line w No rap C0tsgaay C Bldg Length o 90.90 ft, Oldq Width 00,00 ft Dean Ivor height • 23.22 ft, Impb ■ 04 One *asential facility, Dead Load . 9.0 psf lap. Job:.EJ. Chk: OAF Deer. SAP TC Llye 60,00 psf TC Deed 10.00 psf 8C Live 2.80 psf OC Dmr'1 1.00 psf TOTAL 61: 7:0 psf 6011[ Dl'24626014 (spec) ' 3 /620 1147 1!000 11 -12 (3.155) 66" -0.56" a. -4.34• Tot -t 1511[ 05633051011 (taut4 . 3./404 651 1485 19 -10 (L3 5) Ise, 4.11" De 9 .02" Tae •�. Taint Locations 1 0- 0- 0 12. 6- 4 -13 2 4- 4 -11 12 12- 1- 3 1 12- 1- 3 13 16- 0- 0 4 11- 7- 6 14 17- 7- 9 6 22- 4- 0 15 21- 1 -10 4 22- 1 -13 19 20- 9- 6 7 26- 8- 5 17 22 0- D 6 34- 2 -11 10 34- 2 -11 9 39- 0- 4 10 29- 0- 1 16 0- 0- 4 816/2002 Scale: 1.S' a 1' Wt}. ANTHONY Mirrors La1.16 Pa1,16 Rep Mbr Bad 1.16 0.C.Specing 2-0.0 Design Spec UBC Sege 76,3,1 . 120026 60 14 Job Name: 1100 2-L0C IUhcr ■2 1 0- 2 -12 2138 23.30• 2 34- 3 -11 2523 5,50" TO 1.0135 AXI. 830 Chi 1 -2 -7278 0.25 0.45 0,70 2 -3 -7310 0.25 0.45 0.71 3 -4 -5783 0.15 0,97 0.52 4 -5 -4032 0.07 0.34 0.41 5 -6 -3534 0.07 0.34 0.41 5 -7 -2124 0.02 0.32 0,34 7-11 -135 0.01 5.30 0,30 6 -9 -46 0.00 0.21 4.24 IC loam AM, 6x0 C3I 10 -11 7080 0.57 0.01. 0.55 11 -12 7117 D.57 0.01. 0.55 12 -13 7155 0.55 0.00 11.50 13-14 7134 0.50 0.00 0.56 14 -15 5554 0.45 0.04 0.44 15 -16 3547 0.31 0.00 0.91 15-17 10122 2,18 0.00 2.35 17 -11 1852 0.14 0.00 D.16 38 -19 B3 0.00 0,14 4.16 1126 FMCS C01 2 -11 -189 0.05 2 -12 244 0.06 1 -12 145 0.05 3 -14 -1601 0.52 4 -14 677 0.23 4 -15 -1572 0.66 6 -15 1001 0.36 Alt plates are 29 goo SRI Mat 021 6 -16 -2301 0.43 7 -16 1409 0.47 7 -18 -2602 0.76 8 -10 -690 0.44 0 -19 -153 0.14 0 -10 -171 0.13 SHEPHERD 1 •■••‘,,,,,,, 'TRUSS co M PHONE port 7014161 255'0 10 'a 2705 DSL ea 2.28^ 50 2x11 617. 14 2.32" 7®I 294 Dr% ITUD Plating spec - 15135 'r/¢8 DI314Dr 20 Tai COtdro91215 11 or WLTIPL0 LOAD CA963. MASS 'AL1012 rmi zc10 pasla3cs P100112 5 1307 • Loaded sox 10 Par oast eoa05rraat BeILL. and vertLoala daaigoed far axial loads Daly, and verticals that are extended above ox below the truss profile (it nay,1 may require additional design eoasideratioa (by other') for lateral forces due to wind ox seised. loads nn the building. 6-743 5.74 -j 5.74 6 -743 123.4 17 -1040 1e F1 6 -713 5-7-6 6.7.93 124-4 rues ID: A.07 Qty 1 ® Denotes the raya1resnt for lateral bracing os at each location alms. Lateral bracing systems vbia3 include diagonal ex x- bracing axe the responsibility of the building design.. Truawal Systems bithel - Ile may be used for sontinuesu Lateral bracing en trusses apeco4 24^ oc, Alternatively, 25311 scabs or T- braoes as steam on frnewal Systems standard details. 4 1 4 5-74 8 -74 8.78 2341.0 29-14 34.0-12 38-0.6 1I it 14 164-6 6-74 17.1040 2844 41 5-7.3 2944 1417 3.7.0 34.8 -12 WARNING Read ,111 notes on this sheet and give a copy of r!1 to the Erecting Co t1re7C1or. T his design is fee so individual bull ^&&g 5ounpmunt Wince argon. 15 (as been based ah mam29,& 5 peovidad by lite omnpmmtmaswfacgures a nd dens in .condense sails oho curved! tendons of TN Ind AFPfi deem sssssdardr, hb nsppnihdily is asxmrtct for dirnneiced eosxsq, ylMe eLons c 14 be ued6cd byilta loam band wamdacli,e andlor building dee$rrei friar le f16nirnion. Ilse building dxigner mud aeon ILA the Loads utilized eosins designated erexceed rhobadexhr o,ed by doe lec22 building code Ird 1layrlievlar applee mien Th2 design re asestheilutop laterally bawd brio wets, ioerabn6-i er !Mtn boas nclxrd • Weaaly hired IT a did E5s22I ng muedddia.ely e5ached, urieae athetx,e n Braamge bowol , for ldedaappert eflumlbeerdsnrp bas only ta adxeheelin leay8► 'gdscolopeirRaluOJ4 plated hany aw _ r.,,^, nlnt5NAvnllcmuerri- nirishsre °ramw.od1�... -2l! to , id ', 'AIM ,, .•oraorpisteCOrmirn. paMrieyte,tendlginaull l ard bees: Otis hu m in wet wills the Mowing alendards: 73rd owl Doliirg Del1lspwSa audible as drput from Trowel saOword, w A"asysv:t isn't i a .' lVM 'n A ri PtAr"silater 9 . . . • ,'HANDLINGINSTALLIN 4J ArO". ;PLATE FECr •t 1 rlter8ri?'.'. (F1r1p$rl#._4 Nrg" e'ts ili_t,.: 2FICE7 by h^1.7Tw TM Plato Windt (nth Seaweed at ThCamfda®ram, aaue d;s 1,,,. msurr53vr9 f" iroxiCnl s +'.r rt)s r .. 3 `a.1455$'4ri. ^ _?5074. 9 Drwq: e Trowel Connectors unless preceded by 'M%' for HS 20 gauge or "H" for 16 gauge, positioned per Joint Deleil Reports a allable from Truswal software, unless noted. UPLIFT 2541c'p20g(s) Waggon 1 -617 lb Nippon 2 -666 1b 1101.130521.1. M337555 (4) aappert 1 284 lb su5part 2 2136 lb This trees is designed using the UDC Code. 31dg lDclosard - Yes 2'435. 1.00ati5s - got 2n0 Boa, 8urrican*JOCeaa Lim - No , Zap Dl dg 2mogth - 32.00 ft, 1dg6 1211425 ae 60,60 ft Bean roof beight - 23,01 16, web - 00 W1C Sea.ntial Facility, Dead Load - 6,6 is5 Eng. Job:.EJ. t4Nt: SAF Dsgnr: SAF TC uv6 36,80 pad TC Dead 10,00 pat DC Live 0.00 psf Rr, tie?n, 1 eo psi TOTAL, 611n pet 361* 9353SC1g03 (spas) 2/606 zS FM 11 -12 (11551) it - 0.66" 11 -0.15" 5• -T 1 (0a35.) - 3I210 =lam 15-13 1LIVS) Le 0.10" 11- 0.02" 0` -tea abint Lonatiens ass 1 0- 0- 0 11 5- 7 443 It 6- 7 -33 i! 12- 3- 4 1 12 -3 -4 13 16- 0.0 4 17 -30 -10 14 17- 10 -10 5 22- 4- 0 15 23- 4- 0 4 23 6 - 4 14 ,26 3 7 20- 1- 6 17 90- 4- 6 30- 5 - 15 34- 6 -12 5 38- 0 5 35 36- D- 5 10 0- 0- 0 8! 6/2002 Scale: 018 = 1' WO: ANTHONY DurFac. La1.15 5-1,11 Rap Mbr 9nd 1.15 0.C.11paaelfg 2.0- 9 Destine Spec UDC liege T6.3.1 • 120027 ,53 12 Job Name: 346 X -16C REAM HIS1 2332'0 1 0- 2 -12 1165 5.50" 2.31" 2 35- 2 -13 2491 6.60" 2.28" 7C roActs 110. 5610 MI 1 -2 -7417 6.27 0,0 0.71 2 -3 -7448 6.37 0,47 0.74 3 -4 -6270 0.16 0.39 0.54 1 -5 -4074 0.4D 0.35 0.63 5 -6 -1964 0.1? 0.35 0,12 6 -7 - 2161 0.02 0.33 D.39 7 -8 -133 1.01 0.30 5.31 8 -9 -41 0.00 0,21 6.25 5C MCI All.. LIT COI 2.5 -11 7229 0.51 0.61 0.59 11 -12 7299 0.51 0.01 0.55 12 -13 7101 0.59 0.00 0.59 13 -14 7301 0,59 0.00 16.59 14 -1.5 9472 0.45 0.01 9.44 15 -15 3900 0.31 D. CC 6.32 16 -17 I003 0.16 0.51 0.16 17 -15 2003 0.16 0.01 0.15 16 -11 77 0.60 0.14 0,15 Ws 1010S csz 7168 POOr1T COS 2 -11 -390 0.00 6 -1.5 -2137 0.89 2 -12 242 0,06 7 -16 1427 0,46 3 -12 149 0.05 7 -15 -2636 0.90 3 -14 -1713 0,54 2 -18 -627 5.41 4 -14 661 0.23 5 -19 -155 0.16 4 -15 -2005 4.68 9 -19 -141 0.12. 6 -15 1077 0.35 All Slaws are 20 g au SHEPHERD TpTr},! "f.). PHONE (201) 781m19i TO 2x1 DO'L as 50 2x6 DlL as Bra 2x4 004, OTOD Plating mpoa : 31109 / 20I - 1995 TAI9 =OX/15 29 9611 CONTOSITI 2850 ? 04 14W122rL6 LOAD 0 6150, 602561 VALOIS 2411 I66D 513254015 99260.0 91047. Loaded for 10 Ps2 aoa- aeooartest KZL. Ind verticals designed for axial loud' only. rad verticals that are extended above or below the trims profile (if any) ray require additional design ceasidssatioa (by others) for lateral forces dee to wind or seismic loads on the building. 6-844 544 8-044 124-4 18140 3 fD 41 6-8.14 618-0 641.14 Trues ID: A-0$ 644 4 5 6 313-08 Qty ti a Dantes the ssqquuiraeeat for lateral bracing at *sob location 'thorn. Lateral bracing system which iaalsde diagonal or x- breciag are the responsibility of the building designer. Truawa1 systems 11109 -IIS may be used for continuous lateral bracing on trusses apasosd 24" oo. Llteraatively, are neaten or !- braces as shown am Traswal systems standard details. 5-84 54.8 1 644 23-90-0 294.7 16-0.1 12 03 10 13 0,97 5.8_6 5 -04 5-018 644 12 44 18 -1 -10 22-10 0 296.7 36 413 WARNING Read all nai@8 on this sheet and give a copy of it to the E1 ecttrtg Contractor. This designis CD( asin dfsidu4tadk5m tarngeam4 notteu6 15 has bean hosed onsywitkaiionspfovidedby ilia conyottent asr and debs ill academe avlllc*e cuderrt* maims of 791 end MIA. designrumlerds. No taeponsit3= yb assumed krdonesuowtnaauy. Dunrnsleas ar:toba sealed b' the esespaxrumxaflet er and r o( tos4d iogdeaigsterpiortofetncedon The bm7iingdes xmustasxdu,totthe utilization Uds lout co exceed the ioedig capered bi due peal brtildrtg cask end Ire pinto:an applitotioe. The design usenet not the top et0a9 b feleranybro cob Y ihetoofer Nor *kilning Ina tr Cana chad laterally bread byit rigid al teething material directly attached, elks o0sewise noS11. Mein shown is falderal supped of osmspooter is t .embers only la retort Waling Stria. 1bh eomponan/ slollnoi bt pissed in say sbsxerr wire- tthrl willow= Olrem _^.:rbr- rrnt-'dofthe tw en, eed09!i aidtor came eo- xclorplslscorrosion. Psbeilme,hydb, and bract this [nom i1oouadrvr - with Ilefbkeni gstadards'. 'Ioint anti corm DecalR cpo ots amiable asesepulthc7]uewalon wixi; 4rsire01!', 'UTICA l' Wmlr•'•. 1. rp.zn Stry arn UeffrAF•.. Tt} ewhw''•'f ? " Cl ID. INORISTAI.1LY kTE ".C.417.7±t'E❑ WOOD 'rya k. 1 0491 ">1! a1 _qt Er2S-9.43.1tY 511ES'ty7r1.71•,e'I6aa Ptah Munk* OTT) i, Lca'..xl 1:1t9safrio L' v ai d xr. 1�smrri ' 721 'r' r Auerr "r aaG ,. btr 3s ;u .25 r 4 ".*P!4) !rrrzr«Ist d l 1' IPA Street, Nl4', *:b rte, Wasinnktr, '+" MM. 6 9 2.6.15 78 19 leeg.Job: ,£4. Chk: SAF Dsger: SAF a Truswal Connectors unless preceded by "MX" for HS 20 gauge or If for 16 gauge, positioned per Joint Detail Reports 2minable from Truman software, unless doled. 1JPZSIT P.I\C4. ou(a} : 11pport 1 -527 16 Ss art 2 -676 16 310*1 1025sL 141102901(5) : support 1 294 lb support 1 196 lb This truu is designed using time UDC Code, Bldg 6solosed ■ Ye! truss Location - Not end Rome Iarriaane /Ocean %due a No , bap Category - C bldg Length - 90,00 ft, Bldg Slidth - 20.04 tt Mean roof height - 23.21 ft, mph - 6O 050 Itssential facility, Dead Load a 6.0 psf TC LIve 50.00 psf TC Dead 10.00 psf DC ! !vc 0.00 xis} hC r4-01 1.00 psf TOTPL 11.1;!ps1 1017[ 06451CTI035 (apart) r /694 261 11009 11-12 (0901) • - 6.70" D. - 0.16" Tc -4.65 1931X D&1LRCT1O1f (cant) L /269 33f 11 -19 (LIV11 to 0,09' Ice 0.02" T. x.11 - „s Joint Locations ®� 3 0- 0- 0 1.1 6- 8 -14 2 5- 8-14 12 12- 6- 4 3 12- 2- 4 13 16- 0- 0 4 11- 1 -10 14 1e- 1 -10 5 22- 4- 0 1S 22 -20- 6 O 23 -16- 0 16 20- 6- 7 7 29- 6- 7 17 20- 0- 0 O 95- 2 -13 10 35- 2-12 9 30- 0- 1 19 35- 0- 0 10 0- 0- 0 8/ 6/2002 Scale', 119" = 1' W4: ANTHONY DIUFaca L =1.15 Pa1.15 Rep Mbr End 1.16 O.C.Spaelrt6 2- 0.0 Design Spec UDC Seen 79,3,1 - 120 Job Name: 880 r-2AC 1.&0a0 0111 240 'b 1 0- 2 -12 2197 5.50" 2.34' 2 35- 41-13 2456 5.50" 2.24" VC I0e00 AXE. 5em cal 1 -2 -7538 0,20 0.49 0.75 2 -3 -7567 0.26 0.49 0.70 3 -4 -9944 0.17 0,40 0.51 4 •5 -4130 6.08 0.37 3,43 5-6 -4055 0.09 0.17 0.44 6 -7 -2170 0.12 0.34 0.20 7 -8 -122 0.10 0.31 0.31 0 -9 -44 0.60 0.25 0,25 50 70501 Nth 0120 031 10 -11. 7354 0.50 0.01 0.60 11 -12 7155 0.64 0.01 0.60 12-12 7417 0.86 0.00 0.60 13 -14 7417 0.60 0.00 0,60 14 -15 8756 0.46 0. DJ 0.47 18 -16 .1954 0.31 0.01 0.12 16 -17 2026 031 4.01 4.17 17 -18 2021 0.10 0.01 037 18 -19 73 0.00 035 035 1168 2021.0 C01 905 *oo,cx 02/ 2 •11. -391. 0.05 17-16 -2374 0.03 2 -12 240 0.06 7-16 1446 0.40 3-12 154 0.05 7 -10 -2672 5.04 3 -14 -1740 0.56 640 -565 0.31 4 •14 000 0.21 8 .4.9 421 0.17 4 -15 -2037 0.11 0 -14 -160 0.08 6 -15 1092 0.37 SHEPHERD TRUSS CO. PHONE 12081795-05111 450 MAW! RDAs 10A01p MC 216 Or2 11 BC 226 ort as WEB 224 511 sill Plating epee h ANO0 /TPI - 1945 TB73 029060! 18 Pala COMPOSITE 6805208 Or mums= ICED CUM. PAPAS t'ALU21 733. SC50 ASSOh3CJr MOST 01407. Loaded fox 10 pot ton- aosaatreat 500., Sad verticals designed for axial loads oa1y. Zed verticals that are extended above or below the truss profile 412 say) may require additional deaigh cooaideratioa (by others) for lateral forma due to mind or lei cola loads oa the building. T 74.1 i 64144 041-04 1e f1 6444 Truss ID: A-09 3-4 SWIPE 12 fl 6 4 644 5-044 12-74 18.4 -10 Denotes the requirement for lateral bracing at eech location ghost. Lateral bracing systems which include diageaal or 3- brecin0 are the xeapeoelbllity of tba building designer. 8112511 systems 023Ca -27 maybe used for armtiaueus lateral bracing an tresses ed 24" oo, Alternatively, has scabs or ?- blares to aboxa on Truswai Systems standard details, 12.7 -4 18 -140 244.0 2041.7 4 3 4 38-0.0 14 14 5.04 14 6d_B 24-2-0 29-11 -7 64141 764.13 u 5.04 35.8.13 4 36 44 0E64 44 WARAUNG Read all notes' on fins sheet and give a copy of ft to the Erecting Contradtor. Di ie data is for ow indnid 'W building oomponuit t5Oaesystem. 25re lam based msperi9tadoouleraadbythewunpouedmemdtowea sodden. hi accon ri: exit. tnammitwe tlasofTM tndARAdaigttwdmis. Norzpangb0tye &swred for dimeruiontloomou,,, Dioouierr an to be mina by 1111 compo ed man Notwer aaddor bo0dbpl dedptetp des to &Marta. The bully decigrlamost sscahia Wet Ike Josh uh0rmd onus. desiptroeat or maid Du loafing imposed by Ors rood bolding code and the padicnk typpIaatimL The dtsign...sires gel it* rep cued ie laterally band by dse sodas lam dhculbg and the bottom chord Es Washy breed by a rigid sheepdog =Ottidd'oerdyalx0ed, uslas otherwise naiad lhemhtgJhornio forlsWal ssppoet ofocolporsentasroohars only to reduce bhukpnglmigt This congmner6 shay nab. placed in any a.virounont bdwiUones.. Uhoanhtuwtooter/ dikewoodl ooxeeedI9 %looksa1wcmalxborplel..esmosi0e. Fsbrissio,)hrsilghssed end bmoe this haw hi aosoedwoe wish *Bibbylq Aoudads: 'Join end Cutting Detail Repoam asm'bbl,as output Dom 71,twdonDsard, 'ANSGTPI l', W11CA r - Woad Thum Chum ofArnica Shudad Da* Aosponsithiss,'BANNDUN0 O7ITALLINO AND BRACING METAL PLl7E 00?.'NJC1ED WODD'IRf1SS07. aad '51 92 SUMMARY Staler byTft The duns Plate laedbrte {1Pq iejea401 sl IDrofdoMrire, kiadisca. WiSCORSi, 53216. Tte Amehicw Form mad PapxA 1sociapen 1:AOPA) is located. at 1111 191IL Street, NW, Sae 000, Wadioron, DC 25035. d 2 2.0.10 1515 7.1.1 Enp. Job: ,EJ, Chk: SAF Delp r :SAF Drw TC Live 6&OD psi TO Dead 10.00 psi BC Live 0.00 psf D C Dead 1.00 psf TOTAL 61.00 psf All plates ere 20 gauge Truswal Damnation unless preceded by "f4A" for HS 20 gaups or "H" for 10 gaups, posltloned per Joint Deed/ Reports avalable from Trowel software, unless noted. e 8/ 6/2002 Scale: 118" =1' WO: ANTHONY DUrFecs L =1.10 F.1.15 Rep Mbr Geld 1,t& O.C,Spacing 2-o- 0 DeslpnSphec 11 BC S sgn T4.3.1 - 120029 UOL1rf5 5Z1.4312zo94s1 a Smart 1 -606 25 NORUOST'SL B1h0TI0tr 161 : auppost 1 204 Sb support 2 208 lb This truss Is designed using the .150 Code. Bldg Zaolexed - Yes Prose Zonation r Net 5Od loam Surricans/0caea Line - 1so Exp Cats c Olds Length 09.00 ft, Bldg Width a 80.00 Et Wean roof height - 20.11 ft, BBC !essential nullity, Deed Tread . 9.0 psf 2,15114 40211 ( 11-12 I Livp,} Do -0.73" », -0.16" Tor .00 WAX i1ZIVICTI01t (cant) 7./302 114 3015 15 - 10 (LI{rZ) L. 0.07" D- 0.02" T. x.09 Joist Zonations �r 1 0- 0- 0 11 6- 1 -14 2 6- 9 -14 12 12- 7- 4 3 12- 7- 4 23 16- 0- 0 4 18- 4 -10 14 10- 4-10 R 22 -4- 0 1b 24 -2 -0 6 24- 2■ 0 16 29 -11- 7 7 21 -11- 7 17 32- 0- 0 e 35- 8 -13 16 33- 8-13 9 38- 0- 0 19 10- 0- 8 10 0- 0- 0 Designed B : cott Spauldin P.E. Checked By: Dat Date: • Design Intelligence, LLC Engineering Calculations Summary Date: August 7, 2002 Subject: Rigby Thatcher Andrus New Roof, Rexburg, Idaho Customer: Rigby Thatcher Andrus 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 2000 psf Design Loads: Snow = 35 psf Seismic = Seismic Zone 3 Wind = 80 mph, Exposure C References: Uniform Building Code, 1997 Edition Customer Drawings TrusJoist MacMillian Design Guides 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. Design Intelligence, LLC - 135 East Main, Suite A Rexburg, Idaho 83440 RIGBY THATCHER ANDRUS NEW ROOF FACIA Page 1 8/7/2002 Design Loads Snow Load: 35 80 Zone 3! psf Wind Load mph Seismic Snow Loads Rise 3 4 Run Reduction Use Roof Pitch 12 12 0.0 psf 35.0 psf Roof Pitch 0.0 psf 35.0 psf Roof Pitch 6 8 12 2.5 psf 32.5 psf Roof Pitch 12 5.1 psf 29.9 psf Roof Pitch 10 12 7.4 psf 27.6 psf Roof Pitch 12 12 9.4 psf 25.6 psf Wind Loads qs 70 mph 80 mph 90 mph P= Ce *Cq *qs *Iw 12.6 16.4 20.8 16.4 1.19 qs = psf Ce Exposure C Cq 1.3 Horizontal Iw 1 0.7 Vertical Ph = 25.4 psf Horizontal Pv = 13.7 psf Vertical Seismic Loads Ca - Zone 1 2A 2B 3 4 V = 2.5 *Ca *I *W /R 0.12 0.22 0.28 0.36 0.44 0.36 Ca= 1= 1 R =' 5.5 V = 0.164 W Design Intelligence, LLC - 135 East Main, Suite A Rexburg, Idaho 83440 RIGBY THATCHER ANDRUS NEW ROOF FACIA Page 1 8/7/2002 'Type Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 1 Facia Carrier Type GLB Fb psi 2400 Fv psi 165 38 E psi 1500000 Span = ft Tributary Area = 2 ft Loads Point Load = 0 Ibs Snow 35 psf Uniform Load = 70 Ibs /ft Live Load 0 psf 0 Ibs /ft Dead Load 90 psf (includes wall above) 180 Ibs /ft Moment Live Load Moment = 12635 lb-ft = 151620 lb-in I Dead Load Moment = 32490 lb-ft = 389880 lb-in Section Modulus Required = 225.63 in3 Section Width = 3.125 in Section Depth = 25.5 in Section Modulus Provided = 338.7 in3 OK Moment of Ineritia Provided = 4318.1 in4 1 Deflection Live Load = 0.51 in. L/360 1.27 in. OK Dead Load = 1.30 in. Total = 1.81 in. L/240 1.9 in. OK Horizonta Shear fv = 89 psi OK FV = 189.75 psi Allowable Reaction = 4750 Ibs Use 3.125 X 25.5 GLB Design Intelligence, LLC 135 East Main, Suite A Rexburg, Idaho 83440 RIGBY THATCHER ANDRUS 8/7/2002 NEW ROOF FACIA Page 1 Type Fb psi Fv psi E psi LVL 2600 285 1900000 GLB 2400 190 1800000 DF 1300 95 1900000 Beam 2 Truss Carrier @ Entry Type DF Fb psi 1300 Fv psi 95 4 E psi 1900000 Span = ft Tributary Area = 19 ft Loads Point Load = 0 Ibs 35', 0 15 Snow psf Uniform Load = 665 Ibs /ft Live Load psf 0 Ibs /ft Dead Load psf 285 Ibs /ft Moment Live Load Moment = 1330 lb-ft = 15960 lb-in Dead Load Moment = 570 lb-ft = 6840 lb-in Section Modulus Required = 17.54 in3 1.5 Section Width = in Section Depth = 9.25' in Section Modulus Provided = 21.4 in3 OK Moment of Ineritia Provided = 98.9 in4 Deflection Live Load = 0.02 in. L/360 0.13 in. OK Dead Load = 0.01 in. Total = 0.03 in. L/240 0.2 in. OK Horizontal Shear fv = 205 psi NG FV = 109.25 psi Allowable Reaction = 1900 Ibs Use 1.5 X 9.25 DF Design Intelligence, LLC `135 East Main, Suite A Rexburg, Idaho 83440 RIGBY THATCHER ANDRUS 8/7/2002 NEW ROOF FACIA Page 2 Spread Footing Design Values 1500 0.002 Allowable Soil Bearing Pressure = psf Min Reinforcing Factor = Concrete Strength @ 28 days 2500 40000 psi Steel Reinforcing (fy) = psi Ridge Beam Support - F1 Description Vertical Moment Hoist 4800 2 2 1 Ibs 0 ft-Ibs L = Length ft B = Width ft Weight 600 Ibs Thickness ft V = 5400 Ibs e = MN 0.0000 Qmax = V /BL(1 +6e /L) = 1350 psf Qmin = V /BL(1 -6e /L) = 1350 psf Reinforcing for Long Direction 2 12 Use ft. Wide X in. Deep Footing Calculated Minimum Reinforcing = 0.576 in *in Rebar Size = #4 Area = 0.2 in *in Use 3 #4 9.00 in O.C. Reinforcing for Short Direction 12 Use 2 ft. Wide X in. Deep Footing Calculated Minimum Reinforcing = 0.576 in *in Rebar Size = #4 Area = 0.2 in *in Use 3 #4 9.00 in. O.C. Contractor may use 24" diameter sauna tube belled out to 30" in Ieu of the square footing noted above - reinforce with (4) #4 vertically and #3 ties @ 12" o.c. with one tie at the top and one tie at the bottom. Design Intelligence, LLC 135 East Main, Suite A exburg, Idaho 83440 RIGBY THATCHER ANDRUS NEW ROOF FACIA Page 1 8/7/2002 .24" OVERHANG. THIS SIDE ONLY 23' -0" NEW ROOF LINE APPROX 2:12 SLOPE 38' -0" FRONT ELEVATION 11'-4" 80' -7" OUT TO OUT OF NEW ROOF PRE-ENGINEERED TRUSSES @ 24" 0C. 1' 79' -6" OUT TO OUT OF EXISTING BLDG 15' -7" NEW FACING TO BE CONSTRUCTED WITH DRYVIT - COLOR AND TEXTURE TO BE APPROVED BY OWNER. PLAN VIEW AND FRAMING OF NEW ROOF SEE NOTE 4 / Pt „ 6 „ 6 ■ lt DEC COLUMN DETAIL 26' -0" PROVIDE SIMPSON TOP MOUONT HANGE EDGE OF ROOF SOUTH PROPERTY LINE 1/2" OSB OVER DF 2X6 @ 24" 0.C. EXTEND SHEATHING 12" MIN BELOW EXISING ROOF AND ATTACH WITH 10D NAILS AT 4" 0.C. 2X10 - 0 3/16" NEW TRUSS TYPICAL 1,0 ifge V IO 4414° SEE NOTE 2 SEE NOTE 3 /2" OSB OVER DF 2X4 24" 0.C. DF 2X6 PLATE NAIL TO TRUSSES W/ (2)16D NAILS /2"0,C. SIDE VIEW FACING o Ler 09 STAIRS UP 7' -0" HANDRAIL PER CODE CM. REF• . /SPEC: DMP REF. SPEC. 1 DWG : NOTES 1. EVERY OTHER TRUSS SHALL BE ATTACHED TO THE EXISING STRUCTURE USING 1" METAL STRAPS THAT EXTEND DOWN TO THE LEDGER PLATE OF THE EXISTING ROOF. 2. FOOTING FOR NEW COLUMN SHALL BE 24" DIA CONCRETE PIER BELLED OUT AT THE BOTTOM TO 30" MINIMUM. REINFORCE WITH (4) #4 EVENLY SPACED AROUND THE PERIMETER OF THE PEDESTAL. PROVIDE #3 TIES AT 12" 0. C WITH ONE AT THE TOP AND ONE AT THE BOTTOM. PROVIDE SIMPSON Mai PB66 POST BASE. 3. DF 6X6 POST WITH SIMPSON LPC6 POST CAP. 4. NEW FACING TO BE CONTRUCTED FROM 2X6 AT 24" 0. C. FACED WITH 1/2" APA RATED SHEATHING. NAILING SHALL BE 6" 0. C. AT PANEL EDGES AND 12" IN THE FIELD. APPSICIYAL: BUILDING INSPECTOR 1'. 11 ' NEV ROOF DESIGN INTEWGENCE, LLC tor marr PR (108 369- 4411 ( age ) sap-mo Ti4ATCHEI 4.Av :•••• • • :• This drawing is for this location and customer only and is not to be reused in any mannor without the written consent of Design Intelligence.