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Home My WebLink AboutBEAM & JOIST DESIGNS - 99-00017 - Rockland Apartments - Weight RoomI TANNER SMITH & ASSOCIATES S T P,AL ENI 442 NORTH MAIN STREET BOUNTIFUL, UTAH 84Q10 TEL (801) 29"795 FAX (801) 298-1132 TO: JRW & ASSOCIATES GENTLEMAN: E ARE SENDING YOU OSHOP DRAWINGS 11COPY OF LETTER N ATTACHED []ORIGINALS OPRINTS I WTT=M C wirMA tr0%*s.-w--ow . . 0 UNDER SEPARATE COVER El SPECIFICAT IONS N CALCULATIONS ❑ via THE FOLLOWING 7Enns: �CHANGE ORDERS THESE ARE TRANSM17TIED AS CHECKED BELOW N FOR YOUR USE XAS REQUESTED D FOR APPROVAL FIFOR REVIEW AND C4MMEhi't' COPYTO NO EXCEPTION EXCEP'TlQN TAKEN MAKE CORRECTIONS GC]RRECTlOtJS NaTED nREVISgp & RESU13Mi7' DREJECTED ICS Leon Tanner TSS l_ B SNOW DST DESIGN Pf ` Typ. Roofsno load I = 1. Pf Design snow load hr= Height difference upper to tower WlJ '_ 0' to 500' o uppe f dim. 130 ImPoftnce Face 16.9 ft_ Roof Slope w face Material I n Rmf Prqjmtjan Can Sliding Occur onto is o()f CS '_('L_30y40 of 1-44SY25 Or J f Zftfv(a-20�f40 �'Pf/Ce-11 Ground snuw load D _ . I� + 14.0 = Density of Snow hb 'f/D (balance snow height) hd .4*bA(1/'gyp + 101/ -1 _ tib + hd _ total snow depth) Zein depth must be hbfhd) ==;Jj Design h D (Des n h = dri .snow weight) d = *(Design bd)_ (drift lend) Does ..f is -onj1 ue an Right Sid OSu p rl DL Deft Upper Roof 20.0 ReactiOlis DL Snow Total Moment @ mid -spun 1 30 lbs 260 1 bs 4X0 fibs 826.0 lbs r1i Equiv. W 115.46 plf Steel 291GOq0t000 Min 1 3,9 Min El DL smow Deft Total 5/599 40 pf 40 psf Design Pf == pf*Cs 20 100 ft_ I -'DO (S cc tabic A -16- B'P 300+ PCOple 1= 1.15 .7 14,04 degrees lipp i-- , n = none sliPp rY surface n I A If YES and 1 .0 if o 57.14 pf 1,4 pct' -z 35 pcf 1.87 ft. 4.21 ft drift heipht , 1 ft. 6.08 i`t_ 4.21 ft. 90,3 psf 130 p f 16.9 ft_ 5.36 lbs 13.00 t. n lh--ft 20.00 ps + 240 l d pt 6w50 ft 422.5 lb -ft 845.0 lb -ft 1171.7 lh--ft - . lb -ft Woad -jt 000 71* Eng Wood 114 130 Cbs 260 f fis 295.1 lbs 675.1 lbs lO in"1-lb For L 240 Pitch = 3 to 1 Angle 1 4.04e-ree 1.000 1.000 1.745 Roof Snow Load CalCulation Pg 57.1 4 Ce 0-7 Table A -16-A i= I Pf - 40.0 p f =- =- M5 in a� 1) � 7s1: &s C_ 600j 6-Z(00 11-4 Snow 97 -4.1 0 a IP } TE SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION Project: 1 U: Updated- 6-12-98 Uniform Triangle Load Partial Uniform Partial Triangular E -� U nbrad Length W1 w3 11300 ksi T776 iTA 240 ft Length n at Left Erid at Flight End w kips at kips a1 kips at kips at kids at MR t on Rt side 26,00 fL 0.26M 4.00 ft_ fry left 0.01 ft. from I9#t 21.00 fL ftarn feft. 213,00 ft. from left 213.00 ft_ from left from 0.00 0..00 1,133 from 17.00 6.00 25.00 to 30.00 .8 113.00 to a+b 31.00 12.00 30.00 Max 69,80 )dpA 13.00 ft net 0.00 lid 0..00 ft 15 10 ReduUon Left 10.74 kips Ron Right 10{74 kips -10 -1:5 � fp.. r. ;, N rl�- r�- 50 40 30 20 TRIANGLE POINT PA.RTIAL UNIFORM PARTIAL TRIANGLE L or GL 91 Wood E� 1-00 t Steel F- W DF F 1600 ksi Fy I s Fb 875 psi 4170,87 Raga Fv 95 Psi to e C 35,30 f On (1) Off () 1 5209.31 25.38 M013 (Fb = .66FY) DF q225-28 36.60 0,660 inA4 6 34x22,5 957.22 i l% in 151.88 291 1 4083,12 anA4 31+x. IS1 375 Max 69,80 )dpA 13.00 ft net 0.00 lid 0..00 ft 15 10 ReduUon Left 10.74 kips Ron Right 10{74 kips -10 -1:5 � fp.. r. ;, N rl�- r�- 50 40 30 20 TRIANGLE POINT PA.RTIAL UNIFORM PARTIAL TRIANGLE L or GL 91 Steel GL t S (modified) Fb 2 psi 1 WIGX26 psi 301 38.40 O.660 4170,87 Raga 2 W14X2G 348.99 245 35,30 0.560 _W4 5209.31 97-62 1230 238 36.60 0,660 3 6 34x22,5 4 W14X30 151.88 291 412.00 0,660 ## / 31+x. IS1 375 47.20 0.660 1. ct] ) n t xax proso.�Q��] fDDef inch ID.00 ft Max n4+068 to 00 ft ' 3,LJ U Shear At x Max pos 10.74 fpsLU 0.00 ft Max neg -10.74 kips 2 X600 ft Max 69,80 )dpA 13.00 ft net 0.00 lid 0..00 ft 15 10 ReduUon Left 10.74 kips Ron Right 10{74 kips -10 -1:5 � fp.. r. ;, N rl�- r�- 50 40 30 20 TRIANGLE POINT PA.RTIAL UNIFORM PARTIAL TRIANGLE L or GL 91 GL 1#00 ksi Fb 2 psi Fv Its psi dttl Desired 6,7.5 in 4170,87 Raga 131 B #A 348.99 inA 1 3629, 44 _W4 5209.31 97-62 i F)A 0. x,100 r� -0_ a� ].4+p w -0.700 �p MP ?p L'.zo 9 '%� �p "& ro'. el�' P�' TV nyB am ion Wo 6-1 - 8.xis 5159 VNIA # A #N/A4 #N/A N/ # N/A 1 G IVU19.5 4170,87 427.7$ 131 B #A #NIA #NJA ##/ ANIA 2 6 w4x21 5209.31 495,13 141.E #}A 3 6 34x22,5 640.23 569.53 151.88 VAUA / / ## / 31+x. 1 6 3/4x25.5 1 S includes C. 0. x,100 r� -0_ a� ].4+p w -0.700 �p MP ?p L'.zo 9 '%� �p "& ro'. el�' P�' TV nyB am ion Wo 6-1 - 8.xis 5159 TSS E DLB SIMPLE SPAN BEAM - SHEAR, MOMENT, AND DEFLECTION P je ct: I D Updates: 6-12-98 Beam UnIform Tr angre Pt Load Partla[ Uniform De al Triangular E -� I ;= LJ Unbraced Length I-ength w at Left tared wat Richt End w 4.50 ft 0..675 ktft kips at 4.00 tL ftm left lips at 0.01- tL from left kips. at 21.00 fL farm f ft kirps at28.00 96 ft_ from left kips at 28XG ft. from left kh# on Rtside 1 W 1800 ksi 7776 inA4 240 ft from 0.00 0.00 13.63 from a 17-00 .00 5.O D to 30.00 2,38 16.00 to a+b . 1.00 IZ00 30.00 IIIIIIIIIIA TRIANGLE f -., POINT PARTrAL 'UNzF aRM - el- PARTIAL TRIANGLE DF 0 E*' 1,00 (modified) Steel E 29000 Iasi DF E 1600 ks-1 Fy so s! Fb 876 psi 2.52 Fir 96 psi feel l eq'd f on (1) off () 1 0,600 0.62 1 n(Ft, £- .66FY) DF Reqd 5.97 0-95 inA4 6 23.4 A3 I n 1.95 D,60 17.30 ire -A4 A 15.99 art° DF Steed l (modified) Fb 1 MGX4.4 7-2 2.18 0_60} 6*0 S'35_7 2.52 1,68 0.660 MBXC>-;s 18.5 4.20 0,600 4 MIOX7. X2.8 5.97 0-600 6 SU.5 2-9 1.95 D,60 ps i Deflectio-n t Max PCs 0.0000 inch OLD x= 0,00 ft Max neg E M q'd U 121,36 DF l Zx12 177_98 2X74 290.78 12) zX8 95.27 � 1 2x6 62.39 6*0 197.$6 ase (3) 4� r- 8e.a,.r11 "� Max pos Shear At 1.62 lips O -Go #t W Max -1.52 kips 4.50 ft Max s Max n-eg 1,71 kip-, 2.25 ft 0.00 kip -ft 0.00 ft -ea torr Left 1.52 kips Rea inn Plmm 4 r -n i .a 1.6 1A 12 1 0.8 0-6 0.4 0 0 ML or GL, won L 180a a Fb 2400 psi Fv 166 ps i Width Desired 6:75 OLD E M q'd 8.54 Ing 15, 38 MEMO 0 13,61 ins' i .a 1.6 1A 12 1 0.8 0-6 0.4 0 0 D'000 0yry 7J- _ 000 P P yy 0, 000 L�! ; �10y .000 0-000 nyB-elm DO ioUto X12-93 xls ML or GL, L 180a k� Fb 2400 psi Fv 166 ps i Width Desired 6:75 in. q'd 8.54 Ing 15, 38 inA4 13,61 ins' 31.64 16,88 1 6 3[4x7-5 237.3D 63.28 50.626 39.50 19.88 2 6 -Jf4x0 410.06 91J3 60.75 31.54 21,75 3 6.3,4.x10.6 651,16 124.03 70_87 29-49 24.75 4 G 314x12 972.00 162-00 81 47. 27.75 5 is31411.5 1383,96 205.03 91,125 includes r D'000 0yry 7J- _ 000 P P yy 0, 000 L�! ; �10y .000 0-000 nyB-elm DO ioUto X12-93 xls W t T55E STUD DESIGN Dimension Properties Calculated Stresses fc = 109 psi 386 psi Project: ID: Material Properties � �� b 9.4 � Z 1T� b• �'� Y y j' 7 a-5 ys,v i Y • * r�v � *•�Yi •• �ii $ psi psi psi psi Braced by sheathing? fF' = 0.124 /F' = 0.441 (fc/F1 C)A 2 + {'I f (7- ft I FcEx) } 9` fh 1 F`b = Adjustment Factors for Axial Load Cd =IMEM."duration, factor moisture factor temperature factor size factor (sawn lumber) Applied Loads P i— wind nd - pa ing Mom nt Defiection slenderness ratio 0.498 <= 1 and > 0 675 abs Adjustment Factors for Bending Max P due to crashing of bottom plate = 5156 Ids 519 t= F Cfu r 16�� Ti�') P. K 19.6 OK 1b p f In 243 1 tuft .11 in OK moisture factor temperature factor size; factor (sawn iumber) fiat use fiatar repetitive factor WDI Don --.XL w s TSSE Iwo STUD DESIGN Dimension Pr exp b ` in d i 16.5 W h= Calculated Stresses fc L 218 psi fb r 771 psi roit; I: a afanol ProperVes F Fb E= F P psi ;psi psi i Braced by sheathIng?, fF'C 0.248 fblF b 0;479 (fc/F 1C) A 2 + (1 10- & ! FcEx) } "` fb ! F`b _ Adjustment Factors for Axial Load Cd = 1111IM. duration factor CM = t= moisture factor temperature factor size factor (sawn lumber) Max P due to crashing of bottom plate 0.642 Applied Loads Wind spacing Moat = Deflection slenderness ratio <= 1 and?0 / f Adjustment Factors for Bending 10313 lbs M t CF Cr 515199 1b Pf in 972 1 b -f# 0.21 in 19.6 OK duration factor moisture factor temperature factor size factor (sawn lumber) flat use fatar repetitive factor VVE1 Don -25 -6-M -b-+ 4-+ En I l IF 1! �co�l �I lz a] LL LL C) CD CD '' (D r r Act co 00 00 C%4 CN M CD, xCD C 1# 11 11 II LL IIS I rl If I!I J� Ir 7J: I ��l �I �� i! �I Ir II �I Il II d it II rl 7 It a II { 1 I ,r- CEJ c + # I -->% LL LL �' ! 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