The URL can be used to link to this page

Home My WebLink AboutSTRUCTURAL CALCULATIONS - 06-00474 - Dr Scott Hardy - Medical OfficePROJEC r. DR. HARDY OFFICE BUILDING Rexburg, Idaho PROJnC'iN. 06332 CLIENT .TRW and Associates DATE September 21, 2006 Sheet Index 0600474 Dr Scott Hardy Medical Office GravityDesign......................................................... i Laterd Analysis.......................................................... 8 Lateral Design.......................................................... I G FoundationDesign......................................................... 20 G k 0 U 9 L SEP 2 5 20 66 CITY 0 XBURG SEAL: 4943 NORTH 29TH EAST, STE A IDA140 FALLS, IDAHO 83401 Phone: (208) 552-9874 Fax: (208) 552-9302 G15T6>' O DR. HARDY OFFICE. BUILDING I 09212006 I BB I 06332 I COVER REXBURG, IDAHO a 1Qj32°LM8 w(tOc(rwilsa+ 6-6-C. W�- caret Prbi_5 f (M f Nai (,7 ri C3� ZXb W t- 3 1M� DIMENSIONAL FRAP41NO IBC 2003 JD1BT MARKt Tower Lumber grade (1 thru 8): 1 (DF LCvM No. 2 ) Span (ft): 7 Spacing (in): 24 A < u; 240 CO: 1.00 R (1b): 365 M (lb-ft): 674 r� r y z 4'� :..rr::✓ s AUOWasLE STRESS DESIGN Loads DL LL W Loads Ow) 20 35 110 Misc (PSF) : 0 0 0 w (uniform load): 110 pif fv (psi) Q d: 61 fv/Fv: 0.34 A (in): 0. IS fb (psi): 1069 fb/Fb: 1.03 spanIA: L / 470 TowER USE 2 X G Qu 24 O.G. OF LAROM r4o. ?. 1 Project: Ilnitic�ls. Dote: Sheet: '7 A .,...� 2 WOOD BEAM ALLOWAaLE STRESS DESGN 8M MARKS RBI Loads Reactions (be) Span (fty: &0 OL (Psf) LL (pef) Red.LL (el) trlo (ft) wrL (plf) wit (p!f) Left Right Lu (ft): 2.0 "Check roof 20 35 35 20 1100 700 600 600 OL TL def. < U 240 MoUlk 35 35 35 0 0 0 1050 1050 LL LL def. < U 360 floor 35 40 40 0 0 0 1650 1650 TL CD.1.00 waNmisc. 50 0 -- 0 0 0 K: 1.0 w UMFORM LOAD Off): 1100 700 M Wit). 1238 LL Red. (YIN)? N P Pr. umo ((be): 0 O from left end: 0.0 No. of i awLAMs: 2 A B F G (2) 2 x 6 (3) 2x 6 (2)1-3/4x 5.500 5.1/8 x 12 fv (psi) ® d: 104 69 89 13 fb (psQ: 982 as 842 121 ATL (M): 0.03 0.02 0.02 0.00 AD (in): 0.01 0.01 0.01 0.00 span/& 1195 17M 1858 23855 Beam Selection (A - F y A RBI USES c2) a x e SM MARKS RB2 Loads Reactions (be) Span ft 3.0 DL (p8Q LL (P., R � t� (� WTL (pd) WLL (pd) Left Right Lu (ft): 2.0 caChtOck roof 20 35 35 2 110 70 1060 1060 DL TL def. < U 240 rooflflr 0 128 128 0 0 0 1855 1855 LL LL def. < U 360 floor 35 40 40 0 0 0 2915 29Ib TL Ce:1.00 walYmisc. 0 70 - 0 0 0 K: 1.0 w aWOoRMLD4 (Pd): 110 70 M (lb fI): 4249 LL Red. (YIN)?: N DL LL Comments POWVT LOAD -a P Fr. Lou► (lbs): 2000 35W from left end: 1.5 No. of ux:RoLAms: 2 A B F G (2) 2 x 12 (3) 2x 10 (2)1414x 7.250 (2)1-X4 x 9.5 fv (psi) ® d: 126 102 168 128 fb (pall: 808 795 1663 988 ATL (In): 0.01 0.01 0.03 0.01 AD (in): 0.00 0.00 0.01 0.00 sparv& 3697 3082 1371 3084 Beam Selectlon (A - F ): G Rea USES (a) 1-3/4 x g.5 UM MARKL R133 Span (ft): 7.0 Lu (M. 2.0 TL def. < U 240 LL def.< U 360 CD: 1.00 K: 1.0 LL Red. (Y"?: N Loads Reactions (the) OL (psf) LL (Psi R(ed�.LL trib (ft) wn (0) wLL (pd) Left Right Root 20 35 35 4 220 140 280 280 DL rool/flr 0 128 120 0 0 0 490 490 LL floor 35 40 40 0 0 0 770 770 TL wall/misc. 10 0 - 0 0 0 w rmraw LoAo (pif): 220 140 M (ID-ft): 1348 OL LL P Pr. LCw (Ibs): 0 A B (2) 2 x 6 (3) 2x 6 0 from left end: 0.0 Comments No. of wcROLAus: 2 F G (2)1-314x 5.500 (1)1-/4 x 11.875 fv (psi) ad: 01 41 52 40 fb (psi): 1069 713 916 393 ATL (in): 0.18 0.12 0.13 0.03 AD (m): 0.06 0.04 0.05 0.01 sPanlA: 470 706 652 3279 Beam SelwtiDn (A - F ): A aea Use: (2) 2 x e Project #: Initials: f 'Date: (Sheet: WOOD Or -AM ALLOWAME STRESS DESIGN eM MAmics RB4 Loads Reacd=((bs) Span QQ: 7.0 OL (Pat) LL (Ps) R d. Uib (ft) wn (PV) WK (PH) Left Right Lu (ft): 2.0 roof 20 35 35 20 1100 700 1400 1400 DL TL def. < U 240 roof/flr 35 35 35 0 0 0 2450 2450 LL LL del, < U 380 floor 35 40 40 0 0 0 3850 38W TL Co- 1.00 walUmise, 50 0 -- 0 0 0 K: 1.0 W W&Foaaiow (PM: 1100 700 M (tb-ft): 6738 LL Red. (YIN)?: N DL LL Comments P PT. tom (ibs): 0 0 from left end: 0.0 No. of mvRoums: 2 B C F G (3) 2x 12 3-1/8 x 9 (2)1-3/4x 9.260 6-1/8 x 12 fv (paf) Q d: 84 16/ 139 67 fb (psi): 852 1916 1620 657 ATL (in): 0.07 0.17 0.14 0.04 M (in): 0.03 0.06 0.05 0.02 span/A: 1208 483 620 1878 Beam Selection (A- F ): F R84 U8m: 92) 1 -3/4x 9 114 LVL BN MARK% RB6 Loads Regions (lba) Span (ft): 6.5 DL (per LL (psf) R �L trib (it) wn (plf) wu (pif) Left Right Lu (ft): 2-0 roof 20 35 35 5 275 175 325 325 DL TL def. < U 240 roovftr 0 128 128 0 0 0 569 50 LL LL def. < U 380 floor 35 40 40 0 0 0 994 8% TL Co- 1.00 welUmisC. 0 70 -- 0 0 0 K 1.0 w UWORULOAD (pif): 275 175 M 0"): 1462 LL Red. (Y/N)?: N DL LL Comments P Pr. wo (tbs): 0 0 from left end: 0.0 No. of mcmAus: 2 A B F G (2) 2 x 6 (3) 2x 6 (2)1-/4x 5.500 (2)1-3/4 x 9.5 fv (p37 ® d: 70 47 60 30 fb (pat): 1162 768 988 J31 ATL (m): 0.17 0.11 0.12 0.02 AD (m): 0.06 0.04 0.04 0.01 spaw& 470 705 661 3355 Beam Selection (A - F ): G Rea u s at (2) 1-3/4 x 9.9s Prod s t sore Pra;ect #: Iifrilials: Date: SL-ee1: , r \www� WOOD STUD WALL DESIGN - - ALL EQUATIONS BASED ON NDS, ALLOWABLE STRESS DESIGN DESCRIPTION: Balloon Loads to Wall: w Load case Height, le (ft) : 17 DL LL trib 1 2 3 4 deflection < U_- 240 roof 20 35 8 440 440 440 440 C& C Interior Zone (psf): 18 floor 35 40 0 0 0 0 0 C& C End Zone (psi): 5 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 5 misc 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 440 440 440 440 Lumber grade: 2 (01F No. 2) NDS 2001 Load Case 1D+1L+1S 1D+1L+1W1nt+1S 1D+'IL+1Wend+lS 1D+lL+1EQ+lS Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 349 349 349 349 Pc (psis) = 330 338 338 338 fc (psi) = 53 OK 53 OK 53 OK 53 OK M (lb-ft) = 0 660 181 181 Fb' (psi) = '1346 2153 2153 2153 fb (psi) = 0 OK 1032 OK 287 OK 287 OK CSR = 0.03 OK 0.59 OK 0.18 OK 0.18 OK 0,,, (in.) = 0.850 0.850 0.850 0.850 in. =1 0.000 OK 1 0.712 OK 0.198 OK 0.282 OK TIRIMMERa Trimmer supports only vertical load ... Peap (ibs) = 2723 KINIB STUD WIND Emo ZONE: King stud supports only bending ... Mcap Ob-ft) = 1357 trib width capacity (ft) = 7.51 for M < Mcap trib width capacity (ft) = 4.30 for .1 L / 240 (governs) KINM STUD WIND INTMNIOR ZONMZ --- King stud supports only bending ... Mcap (ib ft) = 1357 Crib width capacity (ft) = 2.09 for M < Mcap trio width capacity (ft) = 1.19 for d < L 1 240 (governs) KING 8TUD EARTH I UAKM3 King stud supports only bending... Mcap (lb-ft) = 1357 bib width capacity (ft) = 7.51 for M < Mcap trib width capacity (ft) = 3.01 for D < L 1 240 (governs) Interior Zone Balloon USE: 2 x 6 @ 12 " O.C. End Zone Balloon USE: 2 X S @ 12 " O.C. (DFNo. 2) Framino at openinas (unless noted otherwise on plan): OPENING VWDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EARTHQUAi(E 3 1 2 1 1 4 1 3 1 1 5 f 3 1 1 6 f 3 1 2 7 1 4 1 2 8 1 4 2 2 9 1 5 2 2 10 1 5 2 2 11 1 6 2 2 12 1 6 2 3 13 2 6 2 3 14 2 7 2 3 15 2 7 2 3 16 2 8 2 3 PrOje&ko3 i�Project #: Initials: Dole: o Sheet: 'Slav �{ WOOD STUD WALL DESIGN ALL WITIONS BASED ON NDSLL , AOWABLE STRESS DESIGN Dirscm +TsmN: Exterior Loads to Wall: w Load case Height, le (ft) : 11 DL LL trib 1 2 3 4 deflection < U: 240 roof 20 35 18 990 990 990 990 C & C Interior Zone (psi): 18 floor 35 0 20 700 700 700 700 C& C End Zone (psf): 21 wall 0 0 0 0 0 0 0 earthquake pressure (psi): 5 misc 0 0 0 0 0 0 0 LL on roof snow? (Y/N): y w (plf)= 1690 1690 1690 1690 Lumber grade: 2 (DF No. 21 NDS 2001 Load Case 1D+1L+lS 1D+1L+1Wmt+1S 1D+1L+lWend+1S 1D+lL+1EQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 833 833 833 833 F'c (psi) = 706 761 761 761 fc (psi) = 273 OK 273 OK 273 OK 273 OK M Qb-ft) = 0 363 424 101 Fb' (psi) = 1346 2153 2153 2153 fb (psi) = 0 OK 576 OK 672 OK 160 OK CSR = 0.15 OK 0.53 OK 0.59 OK 0.24 OK A. (in.) = 0.550 0.550 0.550 0.650 A (in.) = 0.000 OK 0.166 OK 0.194 OK 0.066 OK TRIMMER: Trimmer supports only vertical load ... Pcap (Ibs) = 5156 KING STUD Wamo END Zar+e: King stud supports only bending ... Mcap (lb-ft) = 1357 trio width capacity (ft) = 4.27 for M < Mcap trib width capacity (ft) = 3.78 for 3 < L 1240 (governs) KING STUD WIND IN'MRIOR ZONE: King stud supports only bending... Mcap (lb-ft) = 1357 tdb width capacity (ft) = 4.98 for M < Mcap tnb width capacity (ft) = 4.41 for A < L / 240 (governs) KING STUD EARTH QUAKE -- King stud supports only bending ... Mcap (lb-ft) = 1357 trib width capacity (ft) = 17.94 for M < Mcap trio wkth capacity (ft) = 11.11 for A < L 1240 (governs) Interior Zone Exterior USE: 2 X 6 @ 16 " O.C. End Zone Exterior USE: 2 X 6 @ 16 " O.C. ( DF No. 2 ) Framine at aneninas funkm noted otherwise on ptan): OPENING WIDTH (rn NO. OF iRO AMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUD EARTHQUAKE 3 1 1 1 1 4 1 1 1 1 5 1 1 1 1 6 1 1 1 1 7 2 1 2 1 8 2 2 2 1 9 2 2 2 1 10 2 2 2 1 11 2 2 2 1 12 2 2 2 1 13 3 2 2 1 14 3 2 3 1 15 3 2 3 1 16 3 2 3 1 Proje"&fa@w5 Project #: Initials: (Date: 1!Sheer: ir, u WOOD STUD WALL. DESIGN ALL EOUA77ONS BASED ONNDS. ALLOWABLE STRESS DESIGN DESCRIPTION! interior Loads to Wall: w Load case Height, le (ft) : 11 DL LL trib 1 2 3 4 defies ion < Lt., 240 roof 20 35 0 0 0 0 0 C& C Interior Zone (psf): 5 floor 35 0 0 0 0 0 0 C 8 C End Zone (psf): 5 wall 0 0 0 0 0 0 0 earthquake pressure (psf): 5 miss 0 0 0 0 0 0 0 LL on roof snaAP (Y/N): y w (ptf)= 0 0 0 0 Lumber grade: 2 (DF No. 2) NDS 2001 Load Case 1D+1L+1S 1D+1L+1Wint+1S 1D+lL+1Wend+1S 1D+lL+lEQ+1S Cd = 1.00 1.60 1.60 1.60 FcE (psi) = 337 337 337 337 Pc (psi) = 321 328 328 328 fc (psi) = 0 OK 0 OK 0 OK 0 OK M (lb-ft) = 0 101 101 101 Fb' (psi) = 1553 2484 2484 2484 fb (psi) = 0 OK 395 OK 395 OK 395 OK CSR = 0.00 OK 0.16 OK 0.16 OK 0.16 OK A. (in.) = 0.550 0.550 0.550 0.550 A (in.) = 0.000 OK 0.179 OK 0.179 OK 0256 OK TRIMMER: -- Trimmer supports only vertical load ... Peap (lbs) = 1684 KMG STUD WIND END ZONE: King stud supports only bending ... Mcap (lb-ft) = 634 trib width capacity (ft) = 8.38 for M < Mcap trib width capacity (ft) = 4.09 for A < L 1240 (governs) KING STUD WIND INTERIOR ZONE: King stud supports only bending ... Mcap (lb-ft) = 634 tdb width capacity (ft) = 8.38 for M < Mcap trib width capacity (ft) = 4.09 for A < L / 240 (governs) KING STUD I;awYm QuAKEI. King stud supports only bending ... Mcap (lb-ft) = 634 trib width capacity (ft) = 8.38 for M < Mcap trib width capacity (ft) = 2.86 for A < L / 240 (governs) Interior Zone Interior USE: 2 X 4 @ 16 " O.C. End Zone Interior USE: 2 X 4 @ 16 " O.C. ( DF No. 2 ) Framina at oaeninas (unless nated otherwise on plan): OPENING WIDTH (FT) NO. OF TRIMMERS NO. OF KING STUDS INT ZONE NO. OF KING STUDS END ZONE NO. OF KING STUDS EARTHQUAKE 3 0 1 1 1 4 0 1 1 1 5 0 1 1 2 6 0 1 1 2 7 0 2 2 2 s 0 2 2 2 9 0 2 2 2 10 0 2 2 2 11 0 2 2 3 12 0 2 2 3 13 0 2 2 3 14 0 2 2 3 15 0 2 2 3 16 0 3 3 4 Proie l&�- 5 Project #: initials: Date: Sheet: t ---� V. Wind Loads - lllilttlFDZS hs60' (Low-rise BuIldings) Encloses MAialh► off lo9 oniV ZONEZ:lessoraf { S4 Bar3Sh 3 Z isnegusie ._ 6 JE 3E wrbrn rM 2= PZ32RUDm UL&L Io T-Mar Transverse Direction Kz = Kh = 0.97 (case 1) Base pressure (qh) = 15.3 psf GCpi = +/-0.18 L Torsional loads are 25% of zones i - 4. See code for loading diagram lE\WLHI}rFClSQLT PAB.RIS.EL IQ ,� V lMY-M Longitudinal Direction Edge Strip (a) 4.0 ft End 'Lone (2a) 8.0 ft Zone 2 length = 20.0 ft Transverse Direction Longitudinal Direction Perpendicular 9 = 39.8 deg Parallel 6 = Odeg Surface GCpf w/-GCpi w/+GCpi GC f w/-GCpi w/+GCpi 1 0.56 0.74 0.38 0.40 0.58 0.22 2 0.21 0.39 0.03 -0.69 -0.51 -0.87 3 -0.43 -0.25 -0.61 -0.37 -0.19 -0.55 4 -0.37 -0.19 -0.55 -0.29 -0.11 -0.47 5 -0.45 -0.27 -0.63 -0.45 -0.27 -0.63 6 -0.45 -0.27 -0.63 -OA5 -0.27 -0.63 1 E 0.69 0.87 0.51 0.61 0.79 0.43 2E 0.27 0.45 0.09 -1.07 -0.89 -1.25 3E -0.53 -0.35 -0.71 -0.53 -0.35 -0.71 4E -0.48 -0.30 -0.66 -0.43 -0.25 -0.61 W tstrl \t1t'?APP 11rP9Qn PP_4 1 HSl1 - DSE 1 U nR1F M1n1M11M IDT zM11M I DAIS 4 H11U J U1U2i V 1 11.3 5.8 8.9 3.4 2 6.0 0.5 -7.8 -13.3 3 -3.8 -9.3 -2.9 -8.4 4 -2.9 -8.4 -1.7 -7.2 5 -4.1 -9.6 -4.1 -9.6 6 4.1 -9.6 -4.1 -9.6 lE 13.3 7.8 12.1 6.6 2E 6.9 1.4 -13.6 -19.1 3E -5.3 -10.8 -5.3 -10.8 4E 4.6 -10.1 -3.8 -9.3 wln JWJ%KW ovpjuj& NK3 W11iUwARL� RC><7F MWFRS Simple Diaphragm Pressures (psi) 1 I 1 l�l lit �T�t r�$w..xoueaF Transverse direction (normal to L) VERTICAL Interior Zone: Wall 14.2 psf w _ Roof 9.8 psf End Zane: Wall 17.9 psf Roof 12.2 psf rr,nm„-r�T�r. Longitudinal direction (parsllel to L) TR ANSVER.SE ELEVATION Interior Zone: Wall 10.5 psf wrxPwnRD ROOF ROOF End Lone: Wall 15.9 psf 1 LL ' w =:' Windward roof overhangs: 10.4 psf (upward) add to windward __ _ _` vERrticwL .� roof pressure Parapet Windward parapet: 0.0 psf (GCpn =+1.8) Leeward parapet: 0.0 psf (GCpn = -1.I) LO1T-:,rrT3Dn.TAL ELEVATION Project Name: ��- Project #: Initials: Dote: Sheet:, V. Wind l.%Ws - Components & Cladding Btdidinps hs6A' & dliegI& design W<h<80' Kz = Kh (case 1) = 0.87 GCpi = +/-0.18 NOTE: if tributary area is greater than Base pressure (qh) = 15.3 psf a = 4.0 ft 700sf, MWFRS pressure may be used. Minimum parapet height at building perimeter = 0.0 ft Roof Angle = 39.8 deg Type of roof= Hip Roof Ares Negative Zone 1 Negative Zone: Negative Zone' Positive All Zone; Overhang Zone: Overhang Zone Wails Ara Negative Zone j Negative Zone Positive Zane 4 & GC +/- GC i i Surface Pressure s Use input 10 sf 50 sf 100 sf 10 sf 50 sf 100 sf 20 sf 70 sf -1.18 -1.04 -0.98 -18 ps -16 ps -15 ps -17 ps -15 ps -1.38 -1.24 -1.18 -21 ps -19 ps -18 ps -24 psf -18 ps -1.38 -1.24 -1.18 -21 ps -19 ps -18 ps -20 ps -18 ps 1.08 1.01 0.98 16 psf 15 psf 15 ps 16 psf 15 psf -2.00 -1.86 -1.80 -31 ps -28 ps -27 ps -30 ps -28 ps -2.00 -1.86 -1.80 -31 ps 28 -27 ps -30 psJ -28 psf GC +/- GC A Surface Pressure (psf) Use input 10 sf 100 sf 500 sf 10 sf 100 sf 500 sf 20 sf 200 sf -1.28 -I.I0 -0.98 -19.5 ps -16.8 ps -15.0 ps -18.7 ps -16.0 ps -1.58 -1.23 -0.98 24.1 ps -18.7 ps -15.0 ps -22.5 ps -17.1 ps 1.18 I.00 0.88 1 18.0 psf 15.3 psf 13A ps4 17.2 ps 14.5 ps Parapet qp - 0.0 psf C CASE A - pressure towards building CASE B = pressure away from building 0 s 7 degrees and Monoslope < 3 degrees 7-, a 0 22 Solid Parapet Pressure 10 sf 100 sf 500 sf ASE A : Interior zone : 0.0 psf 0.0 psf 0.0 ps Comer zone: 0.0 ps 0.0 s 0.0 s ASE B : Interior zone : 0.0 psf 0.0 psf 0.0 ps Comer zone: 1 0.0 s 0.0 psd 0.0 psf, i I - -I a I I _j I Cd 0 l - Monoslope roofs 30 < 0 510° a. 2-a- .a Project Name: Monoslope roofs l0° < 8 5 30° Projedl *?degrees Initials: �� D@+�.7 dCP� Sheet: _ L 4 WIND DISTRIBUTION LOCATION: Main Buftdtng Wind Speed: 90 Roof Press (psf) 15.0 Ridge HI: 25 Exposure: C Walt Press (psQ: 18.0 Eave Ht.: 12 Roof type (ffaUslopsd): sloped LATERAL LOAQB: Story heights: Ht. of force Story farce Cumiative force (ptl) Roof 11 ft @ 11.0 ft 294 pit 294 pit Projef4,U �� Project #: Initials: Date: I Sheet: LA 1. SEISMIC WEIGHT CALCULATIONS Project: Garage Structural Weights Roof DL: 20 psf Roof LL: 35 psf Snow Load Increase: 20.00% Typical Floor DL: 0 psf Interior Wall: 5 psf Snow Load Included it> 30 psf Exterior Wail: 16 psf Structural Components Roof Weights Exterior Wall Height: 11 ft Roof Area: 2520 ft"2 Exterior Wag Length: 200 ft Interior Wall Projected Area: 0 ft"2 Misc: 0 kips Weight Calculations Exterior Wall Weight: 16.50 kips Roof Weight: 68.04 kips Interior Wall Weight: 0.00 kips Misc: 0.00 kips Roof Weight: 84.64 kips Project Name: Project #: Initials: Date: Sheet: R3it 7 Y � i 61 2002 Lat/Lon Lookup Output! http://egint.cr.usgs.gov/eq-men/cgi-bin/find-11, yal 4 LOCATION 43.80132 Lat.-111.79733 Long. The interpolated Probabilistic ground motion values, in %g, at the requested point are: 10%PE in 50 yr ME in 50 yr PGA 9.95 19.51 0.2 sec SA 23.77 47.25 1.0 sec SA 8.77 16.30 SFIS1101C I!AZARU: Hazard by Lat/Lon.2002 1 of project Name: Project #: Initials: Date: *MY2005 2:01 A A .i SEISMIC LATERAL ANALYSIS 2003 nIM&Donal np Code rgtlNaiaar l alalel Fwae Plocodwe PROJECT NAME: Main Building V:CsW Cr SMI(R/l): 0.111 Governs Cs: Sal(R/I)T. 0.045 (Max) C,: O.SSII(RA): (Min, Slequal or greater than .6 and in Seismic Category E or F) C,:0.0445Os1: 0.032 (Min) I . (1604.5): 1.50 ap: 1 Fe: 1.38 Seis. Use Group (1604.5 & 1616.2): IV R: 6.5 F,,: 2.13 Seis. Category (1616.3): D Ct 0.2 Sos: 0.4797 Site Class (1615.1.1): D ace (ult strength): 0.045 Six: 0.2371 Ss: 0.520 ace (service load): 0.032 T. 1.208 sec. SI: 0.167 Vbase: 4.1 k Level tit. (ft) Wt. (k) wt x hi LaL Story Story Shear (k) (elev.) Force (k) Shear (k) ASD Design Roof 11.00 90.0 990.0 4.1 4.1 2.9 Totals: SO 990 4.1 (Calcula8on per ASCE7-02 Section 9.5.5.4) Ole-phraum Lateral toad Distribution Level HL (R) WL (k) Sum wix Sum Fix Fpx Fpx, ASD Design Roof 11.00 90.0 90.0 4.1 13.0 9.1 (Calculation per 113C 1620) Elemental Pressure (Ultimate) (ASD) Fp =0.401ESosww or 0.1ww wall designed for the greater of =_> Fp: 0.29 Wp 0.21 Wp Fp =400 OslE or 280 plf min. anchorage and diaphragm force ==> Fp: 288 plf 206 pit Fp =0.8SDsIEww min. anchorage and ftx diaph. force (Cat GF) = > Fp: 0.58 Wp OA1 Wp or 280 plf => Fpmin: 280 ptf 200 plf Project Name: Project #: lnilials: Date: Sheet: �11111V J r. L SEISMIC VS WIND BASE SHEAR CALCULATIONS Project: Global Check Wind (pit): 294 U (ft): 44 L2 (ft): 64 Seismic Base Shear (k): 6 Base Shear Vbase 1 (k): 18.82 Vbase 2 (k): 11.76 Controlling Base Shear Vbase 1: Wind Controls 18.82 kips Vbase 2: Wind Controls 11.76 kips f Vbase 1- Proposed L2 Shidwe i N C7 G1 Project Name: Project # Initials: Date: � Sheet: SHEARWALL SCHEDULE 1. WALL STUDS SHALL BE SPACED AT 18" O C. MAXIMUU 2. ANCWR BOLTS TO FOUNDATION SHALL BE EMSEDDED 7 INCHES INTO CONCRETE. EXPANSION BOLTS MAY BE USED AT INTERIOR WALLS (AWAY FROM EDGE OF SLAB OR SLAB STEPDOM% PER GENERAL. STRUCTURAL NOTES. 3. APAUL M OF 2 ANCHOR BOLTS SMALL. BE USED ON EACH SOLE PLATE PIECE. PROVIOE 1 ANCHOR BOLT MNR" WTTKN 9INCHES OF EACH END OF EACH PIECE. 4. PROVIDE FULL FBHGH T DOUBLE STUDS Al ENDS OF SHEAR WALLS UNLESS NOTED OTHERWISE ON PLANS OR DETAILS. S. BLOCK ALL PANEL EDGES WHERE INDICATED ON SCHEDULE. EDGE NAIL SH EATH3NG AT BLOCKED EDGES. SEE TYPICAL SNEARWALL CONSTRUCTION DETAIL - 0. ELEVATED SHEAR WALLS TO BE FRAMED OVER DOUBLE JOIST OR SOLID BLOCKING UNLESS NOTED OTHERWISE. 7. FOR SW TO 3N' THICK FLOOR SHEATHING 3 114' {MWj LONG K41M SHALL BE USED. FOR 7A-TKO 1 1r0'THICK FLOOR SHEATHING 3 1*-(M0 LONG "AILS SHALL BE USED. 0. 0' LONG SCREWS SWILL ENGAGE BOTH PLATES. AND FRAMING BELOW 9. PRESSURE TREATED DOUGLAS FIR SHALL BE USED WHERE IN CONTACTWTTHH CONCRETE. 10. NUTS SHALT. BE SECURELY FASTENED AGAINST SOLE PLATE. HHOWEVER. MJTAND WASHER SHALL NOT BE RECESSED INTO SILL PLATE. 11. ALL NUTS SHALL HAVE 3rfO x 2 x 2 PLATE WASHERS MARK SHEAT► M MATERIAL EDGE N NILING FIELD NAILIN3 BOTTOM PLATE ATr ACHMENT A ?AW 0.9.8. BLOCKED ONE SIDE 8dATG'O.0 WAT1YO.C. NA. 5/rDA.B.AT4WO.C. 18d STAGGERED AT 51f1' O.C. OF WALL B 7116' O.S.B. BLOCKED ONE 1St _ 8a AT 4- O.C. 5d AT 12' O.C. S' DIA. A.B. AT 42' O.C. 18d STAGGERED AT 4' O.C. OF WALL 7116. O.S.B. BLOCKED ONE SIDE SW DNA AS. AT 17.O.C. C OF WALL FP AMIM AT ADJOINING PANEL EDGES 8d AT 3' O.C. 84 AT 12' O.C. t6d STAGGERED AT 3' O.C. SWLL BE -MM OR 3X SW DIA A.B. AT 14' O.C. D 711W O.S.S. BLOCKED ONE SIDE Sd AT 2' O.C. 8d AT 12" O.C. OF WALL FRAL(ING AT 16d STAGGERED AT 2' O.C. ADJOINING PANEL. EDGES SHALL BE "(2)7X OR 3X 711W O.S.B. BLOCKED ONE SIDE Sib' DHA A.B. AT 34' O.C. wr (2) 2x SILL PLATES E OF WALL FRAMNG AT 8d AT 2' O.C. Sd AT 12' O.C. ADJOINING PANEL EDGES SM114W SIMPSON SCREWS @ 8.00. SKULL BE "(2)2X OR 3X W2x SILL PLATES 7116' O.S.B. BLOCKED BOTH SI088 OF WALL. OFFSET S r DIA. A.B. AT 28' O.C. wr (2) 2x SILL PLATES VERTICAL PANEL JOINTS TO Be FALL ON DIFFERENT STUDS. AT So AT 4' O.C. Sd AT 12" O.C. ADJOINING PANEL EDGES SDStrs'x6' SiMPSON SCREWS a 5'OC. SKULL BE "(2) 2X OR 3X (2)2x SILL PI. ATES 7/18 O.S.B. BLOCKED BOTH 516' DIA. AB. AT22' O.C. AW (2) 2x SILL PLATES SIDES OF WALL. OFFSET OC VERTICAL PANEL JOINTS TO FALL ON DIFFERENT STUDS, A' Od AT 3' O.C. 8d AT 12' O.C. ADJOINNG PANEL EDGES SDS114'W SRAPSON SCREWS a 4"OC. 8KALL BE 3X OR 4X (2)2x SILL PLATES 7116' OA.S. BLOCKED BOTH SIDES OF WALL OFFSET VERTICAL PANE Srb' DIAL AS. AT 1T O.C. Ytr (2) 2x SILL PLATES 00 JOINTS TO FALL ON DIFFERENT STUDS 8d AT 2" O.C. Sd AT 12' O.C. FRAMING AT ADJOINING SOSt/4'x6' SIW?SON SCREWS a 3'OC. PANEL EDGES SMALL BE (2)2x SILL PLATES sX OR 4X 'WH M DBL 2X SUM ARE USED. SRM SHALL BE FACTS NAILED TOGETHER WMI 16d NAILS AT 3' O.C. STAGGERED •'WHEN VOL 2X STLCS ARE USED. STUDS SHALL 8E FACE NAILED TOGETHER WITH 10d NAILS AT 2- O.C. STAGGERED Ca ity sTs"o 260 pff 364 pff 350 pit 490 pff 490 pff 686 pff 600 pH 840 pff 640 pff 896 pff 760 pff 1064 pff ON pff 1372 pff 1280 pff 1792 pff IPro iwwt hinme: Project #: Initials: Date: Sheen _ z� 0 11- STORY WOOD SHMARWALL. LINE: 1 Lateral Force. 294 pif Trib. Length: 30 ft Less due to geometry: -1500 lb p : 1.00 Total Wall Length: 16 It Short Wall Length: 26 it Wall Height 11 ft Roof DL: 20 psr Trib. Width: 4 ft Wall Weight 10 psf DL factor. 0.60 Force: 7320 lb Shear, V : 458 plf Total O.T.M: 80520 trlb Short Wall O.T.M: 80520 ft•tb Short Wall MR: 64220 fnb Uplift 1815 !b LINE: 3 Lateral Force: 294 plf Tnb.Length: 15 ft Less due to geometry. 0 lb p : 1.00 Total Wail length: 23 ft Short Wall Length: 32 ft Wall Height 11 ft Roof DL.: 20 psf Trib. Width: 15 ft Wall Weight 10 psf DL factor: 0.60 Fore: 4410 lb Shear, V : 1922 ptf Total O.T.M: 48510 ft'ib Short Wall O.T.M: 48510 fr1b Short Wall MR: 209920 ft'lb Uplift 0 lb (Strap Header) Wall B % Strap Mae - aft (Strap Header) Wall A Strap NA LINEZ 2 Lateral Force: 294 plf Trib. Length: 30 ft Less due to geometry: -1000 lb p: 1.00 Total Wall Length: 32 ft Short Wall Length: 36 ft Wall height 9 ft Roof DL: 20 psf Trib. Width: 4 ft Wall Weight 10 psf DL factor 0.60 Force: 7820 lb Shear, V : 244 plf Total O.T.M: 70380 ft'Ib Start Wall O.T.M: 70380 ft'Ib Short Wall MR: 110160 ft'Eb Uplift 119 lb LINE.- 4 Lateral Force: 294 pif Tr(b. Length: 15 ft Less due to geometry: 0 lb p : 1.00 Total wan Length: 18 ft Short Wall Length: 20 ft Wan Height: 11 ft Roof DL: 20 psf Tf4b. Wrath: 15 ft Wall Weight: 10 psf DL factor. 0.60 Force: 4410 lb Shear, V . 246 pif Total O.T.M. 48510 Crib Short Wall O.T.M: 48510 Wit) Short Wall MR: 82000 (Ylb Uplift: 0 lb (Strap Header) Wall A Strap NA (Strap Header) Wan A Strap NA ProjegAJq@e: Project #: Initials: Dale: f Sheet: i 1 i� . 2 CHORD DESIGN DescmpTiom: Long Wail Chord Size: 2 x 6 Nail Size: ibd Nail Shear Capacity: 120 lb Lateral Force: 294 pif Dlaphram Length: 60 ft Diaphram Depth: 33 ft Diaphram Type: Simple Support Chord Material: DF-L #2 Fc: 1350 psi Moment: 132300 lb-ft Chord Force: 4009 lb Chord Area: 8.25 in2 Fe (Actual): 486.0 psi 0 Nails Req: 33 each side of splice SUMMARY Chord Size 2 2 x 6 w / min 33 nails each side of splice Project Nome: ----� Project #: Initials: Date: Sheet: , •s 3 FOOTING & FOUNDATION Allowable Soil Bearing Pressure: 1500 psi EXTERIOR FOUNDATION MARK: EAerlor Load Tributary Roof: 6S psf 20 ft Wall: 15 psf 11 ft Floor. 60 psf 0 ft Misc: psf It `MOW' T Lr Total Load (pIf): Foundation Wxb (R) 1285 0.643 EXTERIOR FOUNDATION USE: 1.33 ft Wide 10" thick wl (2) # 4 bars bottom INTERIOR FOUNDATION MARK: NA Load Tributary Roof. s0 psf 6 ft Wall: 84 psf 10 it Floor 60 psf 12 ft Misc: psf it Total Load (ptf): Foundation Width (ft) 2010 1.34 INTERIOR FOUNDATION USE: 1.50ft Wide 10" thick w/ (2) # 4 bars bottDm B SPOT FOOTING MARK: Steel Column Load s kip Footing Ama (ft� Length / Wxft l (ft) 6.00 2.45 SPOT FOOTING USE: 2.60 ft square 12" thick w/ 4 # 4 bars bottom both ways Project Name: Prod ce #: Initials: Date: Sheet: L I