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Specifications (2) /22/0 SCketk, rriegti (261 3lGe2ct09-60243 MODERN BUILDING SYSTEMS, INC. JOB • ql Cbff- 9493 Porter Rd. SE P.O. Box 110 SHEET No. OF ',.^ AUMSVILLE, OREGON 97325 CALCULATED BY 1 - " - DATA (503) 749-4949 l / Fax (503) 749-4950 Fax BY DATE SCALE ST CTLWAL (AW R S CEN D Vi (L NOV 0 3 2409 V5 k 7-CI "itbLtlAAL SFORIE cl CPI.oI�ors BUILDIN `13C14( ► SttESS 85-I . --r %r- I)J6 A P, 15 IS -I '--7' CIF B (Att-c r� Pt4Aut.515 UFA-I ---7- L14-2, uADAnb,.1 11644s6 N)01- I aG I N Fa' 4 13.431 ..p HEGO"r. � "'" sue, t` " ,. JO8 ��u MODERN BUILDING SYSTEMS, INC. 9493 Porter Rd. SE P.O. Box 110 SHEET NO. BS-� DF_______ �j AUMSVILLE,OREGON 97325 (503) 749-4949 CAECIxATEDBY DATE_ q� Fax (503) 749-4950 - � '� CNECKEO By - DATE C_'&(F BENDING STRESSES DESIGN Fi,= Fb(Co CM CT CF CV Cm CR Cr) Fb FIBER STRESS IN BENDING Cr SIZE FACTOR CR REPETITIVE FACTOR Co DURATION FACTOR FLOORS OR ROOFS ROOFS o. 0 >- V] I-" . Z a U U- 0 at 0 z 1= z F SIZE SPEICIES r j F, CF CR C C Co q q JOTS us AND RAFTERS 2x8 DF#1 &BTR 1.8 1150 psi 1.2 1.15 1587 psi 1.15 1825 psi. DF#1 1.7 1000 psi 1.2 1.15 1380 psi 1.15 1587 psi DF#2 1.6 875 psi 12 1.15 1208 psi 1.15 1389 psi SPF#2&BTR 1.4 875 psi 1.2 1.15 1208 psi 1.15 1389 psi _HF#2&BTR 1.3 850 psi 1.21.15 1173 psi 1.15 1349 psi 2x10 DF Select Structural(SS) 1.9 1450 psi 1.1 1.15 1834 psi 1.15 2109 psi DF#1 &BTR 1.8 1150 psi 1.1 1.15 1455 psi 1.15 1673 psi DF#I 1.7 1000 psi 1.1 1.15 1265 psi 1.15 1455 psi HF#1 1.5 950 psi 1.1 1.15 1202 psi 1.15 1382 psi SPF#1 1.4 875 psi 1.1 1.15 1107 psi 1.15 1273 psi SPF#2&BTR 1.4 875 psi i.1 1.15 1107 psi _ 1.15 1273 psi - DF#2&BTR 1.6 875 psi I.1 1.15 1 107 psi 1.15 1273 psi HF#2&BTR 1.3 , 850 psi 1.1 1.15 1075 psi 1.15 1237 psi HEADERS 4X4 DF#2 1.6 875 psi 1.5 N/A 1313 psi 1.15 1509 psi DF S&B _ 1.4 550 psi_ 1.0 WA 550 psi _ 1.15 633 psi .4x6 DF#2 1.6 875 psi 1.3 N/A 1138 psi 1.15 1308 psi 4x8 DF#2 1.6 875 psi 1.3 N/A 1138 psi 1.15 1308 psi 4x10 DF#2 1.6 875 psi 1.2 N/A 1050 psi 1.15 1208 psi MODERN BUILDING SYSTEMS, INC. JOB 7 xu' ,41 9493 Porter Rd. SE P.O. Box 110 SHEET NO. i'1 ( OF AUMSVILLE, OREGON 97325 CALCULATED BY DATE (503) 749-4949 Fax (503) 749-4950 CHECKED BY DATE SCALE = IZ llv� t so 1560.33) USE- Zx \it V-4-64 �1_ . .. 11.L' -(ttscircA_ vcc- 46b4L 9A8.11 i E (4, Zylo 11.Co Cm vo -3 Z.q4" Zg4k use (ZA a".‘ \,bpt-tl 4 z.-► K �'� Col , rt. 41 Z.? IZ SoG1) uc (oX$bf a 2- -7,L J (cte-An.ro rtf 5� 1.44� t,44__ 11. so use (ou4-c -'LZ .4 4. (MC-rim 83b*. 6 12 solL.6 GY4 au'Z _ plc 410t l5 2,\ 1. &<: : ? e pw t4 Crn e_ L4"olc 4 5U, 47436 C`\'Ffc-1 (1r-e, t U SI'w 1uP74wI(4\-±1\bs=We Coffee UNIFORM LOAD : Dead Load = 12 psf Live Load = 50 psf OC spac ' g = 1 . 333 ft 0 ft 0 ft > < > BM-rafter 1 . 5x 9 . 25 .48 k . 48 k > 11 . 6 ft Beam Mark rafter WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 9 . 25 1 . Allowable Bending, psi : Fb = 1250 Bending stress : for+M ib = 78009 ps1 . ift 2 . Allowable Shear, psi : Fv = 95 r +M = 0 psi _ 3 . Mod of Elasticity, psi : E = 1700000 4 . Duration of load factor = 1 for -M = 0 k-ft 5 . Live Load: Deflection < L / 360 6 . D+L Load: Deflection < L / 240 Shear stress : forfv = 452 psips i 7 . Unbraced top edge in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = . 039 in in region of -M (ft) : Lu = 0 Live Load Deflection = . 16162 D+L Load Deflectionin 9 . Eff span lgth ratio: le/lu= 1 . 92 = . 2 62 10 . Allowed overstress : (%) /100= . 01 = . 2 6in li . Exact Beam WIDTH (in) b = 1 . 5 Allowable bending stress : for +M: F 'b = 1250 psi for -M : F'b = 1250 psi VV-31K_8 Coffee UNIFORM LOAD: Dead Load = 12 psf Live Load = 50 psf OC spac ' g = 8 . 17 ft 0 ft 0 ft < > < > BM-rafter 6x 9 . 5 2 . 94 k 2 . 94 k 11 . 6 ft Beam Mark rafter WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 6 x 9 . 5 1 . Allowable Bending,psi : Fb = 1200 Bending stress : +M fb = 1133 psi 2 . Allowable Shear, psi : Fv = 95 for +M = 8 . 520001 k-ft 3 . Mod of Elasticity, psi : E = 1700000 -M fb = 0 psi - 4 . Duration of load factor = 1 for -M = 0 k-ft 5 . Live Load: Deflection < L / 360 6 . D+L Load: Deflection < L / 240 Shear stress : fv = 67 psi 7 . Unbraced top edge for V = 2 . 54 kips in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = . 055 in in region of -M (ft) : Lu = 0 Live Load Deflection = . 228 in 9 . Eff span lgth ratio : le/lu= 1 . 92 = L/ 609 10 . Allowed overstress : (°) /100= . 01 D+L Load Deflection = . 283 in 11 . Exact Beam WIDTH (in) : b = 6 = L/ 491 Allowable bending stress : for +M: F' b = 1200 psi for -M: F' b = 1200 psi • Coffee UNIFORM LOAD: Dead Load = 12 psf Live Load = 50 psf OC spac ' g = 7 . 5 ft 0 ft 0 ft I < > < > BM-rafter 4 . 5x 9 . 5 2 . 7 k 2 . 7 k 11 . 6 ft Beam Mark rafter WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 4 . 5 x 9 . 5 1 . Allowable Bending, psi : Fb = 1455 Bending stress : +M fb = 1387 psi 2 . Allowable Shear, psi : Fv = 95 for +M = 7 . 82 k-ft 3 . Mod of Elasticity, psi : E = 1700000 -M fb = 0 psi 4 . Duration of load factor = 1 for -M = 0 k-ft 5 . Live Load: Deflection < L / 360 6 . D+L Load: Deflection < L / 240 Shear stress : fv = 82 psi 7 . Unbraced top edge for V = 2 . 33 kips in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = . 067 in in region of -M (ft) : Lu = 0 Live Load Deflection = . 28 in 9 . Eff span lgth ratio: le/lu= 1 . 92 = L/ 498 10 . Allowed overstress : (%) /100= . 01 D+L Load Deflection = . 347 in 11 . Exact Beam WIDTH (in) : b = 4 . 5 = L/ 401 Allowable bending stress : for +M: F 'b = 1455 psi for -M : F ' b = 1455 psi Coffee UNIFORM LOAD: Dead Load = 12 psf Live Load = 50 psf OC spac ' g = 6 . 1 ft 0 ft 0 ft < > < > BM-hdr 5 . 5x 7 . 5 1 . 44 k 1 . 44 k 7 . 6 ft Beam Mark hdr WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 5 . 5 x 7 . 5 . 1 . Allowable Bending,psi : Fb = 1133 Bending stress : +M fb = 635 psi 2 . Allowable Shear, psi : Fv = 95 for +M = 2 . 73 k-ft 3 . Mod of Elasticity, psi : E = 1700000 -M fb = 0 psi 4 . Duration of load factor = 1 for -M = 0 k-ft 5 . Live Load: Deflection < L / 360 6 . D+L Load: Deflection < L / 240 Shear stress : fv = 44 psi 7 . Unbraced top edge for V = 1 . 2 kips in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = . 017 in in region of -M (ft) : Lu = 0 Live Load Deflection = . 07 in 9 . Eff span lgth ratio: le/lu= 1 . 92 = L/ 1309 10 . Allowed overstress : (%) /100= . 01 D+L Load Deflection = . 086 in 11 . Exact Beam WIDTH (in) : b = 5 . 5 = L/ 1055 Allowable bending stress : for +M:. F'b = 1133 psi for -M: F ' b = 1133 psi Coffee 1� L UNIFORM LOAD : Dead Load = 12 psf Live Load = 50 psf OC spac ' g = 6 . 1 ft 0 ft 0 ft < > < > BM-hdr 5 . 5x 3 . 5 . 83 k . 83 k > 4 . 4 ft Beam Mark hdr WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 5 . 5 x 3 . 5 1 . Allowable Bending, psi : Fb = 1250 Bending stress : +M fb = 978 psi 2 . Allowable Shear, psi : Fv = 95 for +M = . 92 k-ft 3 . Mod of Elasticity, psi : E = 1700000 -M fb = 0 psi 4 . Duration of load factor = 1 for -M = 0 k-ft 5 . Live Load: Deflection < L / 360 6 . D+L Load: Deflection < L / 240 Shear stress : fv = 56 psi 7 . Unbraced top edge for V = . 72 kips in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = . 018 in in region of -M (ft) : Lu = 0 Live Load Deflection = . 077 in 9 . Eff span lgth ratio : le/lu= 1 . 92 = L/ 685 10 . Allowed overstress : (%) /100= . 01 D+L Load Deflection = . 095 in 11 . Exact Beam WIDTH (in) : b = 5 . 5 = L/ 553 Allowable bending stress : for +M: F ' b = 1250 psi for -M: F 'b = 1250 psi Coffee 1k UNIFORM LOAD: Dead Load = 12 psf Live Load = 50 psf OC spac ' g = 6 . 1 ft 0 ft 0 ft BM-hdr 5 . 5x 3 . 5 . 61 k . 61 k 3 . 2 ft Beam Mark hdr WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 5 . 5 x 3 . 5 1 . Allowable Bending, psi : Fb = 1133 Bending stress : +M fb = 517 psi 2 . Allowable Shear, psi : Fv = 95 for +M = . 48 k-ft 3 . Mod of Elasticity, psi : E = 1600000 -M fb = 0 psi 4 . Duration of load factor = 1 for -M = 0 k-ft 5 . Live Load: Deflection < L / 360 6 . D+L Load: Deflection < L / 240 Shear stress : fv = 39 psi 7 . Unbraced top edge for V = . 49 kips in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = . 005 in in region of -M (ft) : Lu = 0 Live Load Deflection = . 023 in 9 . Eff span lgth ratio : le/lu= 1 . 92 = L/ 1677 10 . Allowed overstress : (%) /100= . 01 D+L Load Deflection = . 028 in 11 . Exact Beam WIDTH (in) : b = 5 . 5 = L/ 1353 Allowable bending stress : for +M: F'b = 1133 psi for -M: F'b = 1133 psi Coffee UNIFORM LOAD: Dead Load = 12 psf Live Load = 50 psf OC spac ' g = 2 ft 0 ft 0 ft > < > BM-rafter 1 . 5x 5 . 5 . 45 k .45 k > 7 . 3 ft Beam Mark rafter WOOD BEAM - DESIGN CRITERIA BEAM SIZE : 1 . 5 x 5 . 5 • 1 . Allowable Bending, psi : Fb = 1208 Bending stress : +M fb = 1311 psi 2 . Allowable Shear, psi : Fv = 95 for +M = . 83 k-ft 3 . Mod of Elasticity, psi : E = 1600000 -M fb = 0 psi • 4 . Duration of load factor = 1 . 15 for -M = 0 k-ft 5 . Live Load: Deflection < L / 180 6 . D+L Load: Deflection < L / 240 Shear stress : fv = 72 psi 7 . Unbraced top edge for V = . 4 kips in region of +M (ft) : Lu = 0 8 . Unbraced bottom edge Dead Load Deflection = . 046 in in region of -M (ft) : Lu = 0 Live Load Deflection = . 192 in 9 . Eff span lgth ratio: le/lu= 1 . 92 = L/ 456 10 . Allowed overstress : (°%) /100= . 01 D+L Load Deflection = . 238 in 11 . Exact Beam WIDTH (in) : b = 1 . 5 = L/ 367 Allowable bending stress : for +M: F 'b = 1389 psi for -M: F 'b = 1389 psi MODERN BUILDING SYSTEMS, INC. JOB cant yu.4. 1 �. 9493 Porter Rd. SE P.O. Box 110 SHEET NO. l tA-( o -Z AUMSVILLE, OREGON 97325 CALCULATED BY DATE +11I4.,,3 -- (503) 749-4949 Fax (503) 749-4950 CHECKED BY DATE SCALE 9oti tkPv? `f. b.loz(1.3q?�.e p (l.0\& I(o.8 _ 15M1t.ltaAr � L 35.t 1 f 8 5IL (1L.(3 . 14-)KE tzpq4c-Akne- E 211)zk Z9 1 ZI3tg - tk.11 x II,t1 -Al 11 IN- (--Z.(,o 1a56 1)2:ct x i 1,5(44 L°st#11 -444 eN-(thtf ner 324 Hi i'l� SI. OS (nl-a-ziz Pt tz\ Pc...) 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II,t - 7,6 Z Le1l, z 11 sl0 &IP 2 Z.8 -(-icC 1.s n-1q z I,s 6.114 186,6) Z Z.6 Sib GAP =ze (0.4 MP t 1,0' (b.oe-4 10, 'F ( \ q 2 31.E9 Uz ^SQL Z^SIo.3l.V., f�.lb4 rJ CV-V—Al. �O.oQ4 13\(gz\= (b46v 2 5,5 \t11_,A.,l. (en (es ll.I Z CM 15a.D (0.114t"" ZSo311 (2, L \' sz 't a-M5u.r'it At It) 14hr s1sN�( 141 1-1 _t% . — -_�, .� _,� n — - v -...._ - is 9. 4._ � LA \Z�s-'t . 125 Z. aIvr zq a Z9 v, - 9 Wlf ! 4sew 14w Z?g L 31a Ply ZSPUF / { O't1-1= 12st-(9.3> Z (IG49-lS.LS • Z Z ( -(ha•t to(4\(tb1 u 1 I ' 19s14 tbzs I►iP ploe4b4,7, 4 6?,\,tJ1G's- w MODERN BUILDING SYSTEMS, INC. JOB Z-n3 T15,4-1 9493 Porter Rd. SE P.O. Box 110 SHEET NO. 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