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08080201-CALCSHOHBACH-LEWIN IN S TR UCT URAL ENGINEER, Nam,► 116 New Montgomery Street, STE 714 San Francisco, CA 94105 Phone:(415) 318-8520 Fax: (415) 318-8522 Structural Calculations - Revised For Cupertino Trash Enclosure Architect: MCG Architecture 785 Market Street San Francisco, CA 94103 September 16, 2008 Project No: 5059 HOHBACH-LEWIN INC. ISTRUCTURAL EN(�INEEAS 116 New Montgomery Street, Suite 714 -' -- San Francisco, C81KOmia 94105-3607 Tel (415)318-6520 Fax (415) 318-8522 SUBJECT: Load Table - Roof PAGE PROJECT NO: 5059 DATE: Jul-08 BY: JMR PROJECT: Cupertino Trash Enclosure ADDRESS: Cupertino, CA Flat Loads: Mal. Roof Rise = 0.25 Run = 12.00 Horizontal Plane Factor = 1.00 Material Description Wei M PS Deck Beams Columns Lateral Metai Deck Beams Columns Insulation Ceiling - M/E/P Partdons Miscellaneous Metai Deck -- -- - 3.00 3.00 0.00 3.00 3.00 0.00 - 0.00 3.00 0.00 3.00 3.00 0-00 3.00 0.00 0.00 0.50 O.OD 0.00 00 1.00 0.50 - - - - O.00 - - - - Subtotal Factored Total 3.00 3.00 6.00 6.00 3.00 3.00 0.00 0.00 6.50 7.50 7.50 6.50 Total Dead Load 3.00 1 6.00 3.00 0.00 1 6.60 7.50 Live Load Reducible per 2007 CBC 20.00 1 20.00 1 20.00 1 20.00 1 20.00 1 20.00 C:0mmenls and Se111ngsvimanoolDesklop\Cu.enl Jobs15 SZ05e 1-oad_Table.xls HOHBACH-LEWIN INC. STRUCTURAL ENGINEERS 116 New Montgomery Street, Suite 714 "-' `-- San Francisco. California 94105-3607 Tel (415) 318-8520 Fax (415) 318-8522 SUBJECT Load Table - Walls Exterior Walls Materials Description Typ. Wall Weight PSF Finish _ _ CIVIL) Skim Coat Cement Plaster _ Medium Wt _ 5.00 85.00 Subtotal 90.00 Total Dead Load 90.00 Exterior Walls (Plywood) Materials Description Typ. Wall Weight PSF Finish PI .._......- Studs Misc 1/2' — — - - ---.. _ .. — - 5.00 1.50 ---- 2.00 1.50 Subtotal 10.00 Total Dead Load 10.00 PAGE: v PROJECT NO: 5059 DATE: Jul-08 BY: JMR PROJECT: Cupertino Trash Enclosure 0 ADDRESS: Cupertino, CA C:117owments and Se1tings4imando%DeskloplCument JobsZ05915059_Loatl Table.xls f .may p 1%2" (38 mm) Deep Roof Deck Primer Painted or Galvanized ALLOWABLE UNIFORM LOADS (psf, N/m2) SPAN (ft-in., mm) •� 4'.0" 5'-0" 5'-6" 6'.0" 6'-6" 7'.0" 7'-6" 8'-0" 8'-6" 9'-0" 9'-6" 10'-0" 10'-6" 11'-0" 11'-6" 12'-0" SPAN GAGE 1,220 1,520 1,680 1,830 1,980 2,130 2,290 Z440 2,590 2,740 Z900 3,050 3,200 3,350 3,500 3,660 178 114 STRESS 94 79 67 58 51 44 39 35 31 28 n 8,523 5,458 4,501 3,783 3,208 2,777 2,442 2,107 1,867 1,676 1,484 1,341 �` 92 69 53 42 34 27 22 19 16 13 11 U240 +++ 4,405 3,304 2,538 2,011 1,628 1,293 1,053 910 766 622 527 a STRESS 223 143 118 99 85 73 64 56 49 44 40 36 32 30 27 25 W 10,677 6,847 5,650 4,740 4,070 3,495 3,064 Z681 Z346 2,107 1,915 1,724 1,532 1,436 1,293 1,197 20 222 113 85 66 52 41 34 28 23 19 17 14 12 11 9 8 U240 10,629 5,410 4,070 3,160 2,490 1,963 1,628 1,341 1,101 910 814 670 575 527 431 383 i Z 300 196 162 136 116 100 87 76 68) 60 54 f 49 1 44 40 37 34 STRESS 14,364 9,385 7,757 6,512 5,554 4,788 4,166 3,639 256 2,873 2,586 12,3461 2,107 1,915 1,772 1,628 A 1 159 119 92 72 58 47 39 32. 27 23 20 17 15 13 11 U240 +++ 7,613 5,698 4,405 3,447 Z777 2,250 1,867 1,532 1,293 1,101 958 1 814 718 622 527 300 250 207 174 148 127 111 98 86 77 69 62 57 52 47 43 STRESS 14,364 11,970 9,911 8,331 7,086 6,081 5,315 4,692 4,118 3,687 3,304 2,969 2,729 2,490 Z250 2,059 c 16 198 149 115 90 29 25 21 U240 - 9,480 7,134 5,506 4,309 72 3,447 59 2,825 48 2,298 40 1,915 34 1,628 1,389 1,197 1,005 19 910 16 766 14 670 188 120 99 84 71 61 54 47 42 37 33 30 STRESS 9,001 5,746 4,740 4,022 3,399 Z921 2,586 2,250 2,011 1,772 1,580 1,436 (4) 22 U240 ♦♦♦ ♦♦♦ +++ ♦++ ♦++ ... ♦♦+ +++ ♦++ ♦♦♦ 32 1,532 28 1,341 236 151 125 105 89 77 67 59 52� 47 42 38 34J 31 29 26 W STRESS 11,300 7,230 5,985 5,027 4,261 3,687 3,208 2,825 2,490 2,250 2,011 1,819 1,628 1,484 1,389 1,245 •J 20 47 40 34 29 26 22 20 m U240 ++♦ ++♦ +++ ♦++ +++ +++ ++♦ ++♦ ++♦ 2,250 1,915 1,628 1,389 1,245 1,053 958 300 204 168 141 121 104 91 80 70 63 56 51 46 42 39 35 STRESS 14364 9,768 8,044 5,794 4,980 4,357 3,830 3,352, 3,016 2,681 2,442 2,202 2,011 1,867 1,676 QA .6,751 1 56 48 4136 28 U+++ +++ +++ +++ +++ +++ +++ +++ +++ ++ 6240 2,81 2,,2298 1,963 1,724 1,,44 84 1,341 300 254 210 176 150 129 113 99 88 78 70 63 57 52 48 44 'i STRESS 14,364 12,162 10,055 8,427 7,182 6,177 5,410 4,740 4,213 3,735 3,352 3,016 2, 729 Z490 2,298 2,107 C 1 1 V 70 60 51 45 39 34 U240 +++ +++ +++ +++ +++ +++ +++ +++ +++ +++ 3,352 2,873 2,442 2,155 1,867 1,628 235 150 124 105 89 77 67 59 52 46 42 38 22 STRESS 11,252 7,182 5,937 5,027 4,261 3,687 3,208 2,825 Z490 2,202 2,011 1,819 100 79 63 51 42 35 30 25 22 !� U240 +++ .++ +++ 4,788 3,783 3,016 2,442 2,011 1,676 1,436 1,197 1,053 295 188 156 131 112 96 84 74 65 58. 52 47 43 39 36 33 STRESS 14,125 9,001 7,469 = ,272 5363 4,527 4,022 3.543-_3 IZ-2,Z77__2,490__,2_sn -2,M- ,867-4724--l-, 0 -- --- -- ---U240 +++ +++ +++ 124 97 78 63 52 44 37 31 27 23 20 18 15 0. 5,937 4,644 3,735 3,016 2,490 2,107 .1,772 1,484 1,293 1,101 958 862 718 STRESS 300 255 210 12,20910,055 177 151 130 6,224 113 99 88 4,213 79 71 64 58 2,777 53 48 44 ' 18 14,364 8,475 7,230 5,410 4,740 3,783 3,399 3,064 Z538 Z298 Z107 17 09 89 73 37 3 5 2 U240 +++ +++ +++ 3 136 8,283 6,512 1 61 51 5,219 4,261 3,495 2,921 Z442 44 Z107 2 28 2 2 1,772 1,532 1,341 1,197 1,053 300 300 262 220 188 162 141 124 110 98 88 : 79 72 65 60 55 STRESS 14,364 14,364 12,545 10,534 9,001 7,757 6,751 5,937 5,267 4,692 4,213 3,183 3,447 3,112 2, 873 2,633 U240 +++ +++ +++ 216 170 136 111 91 76 64 54 47 40 35 31 27 10,342 8,140 6,512 5,315 4,357 3,639 3,064 Z586 2,250 1,915 1,676 1,484 .1,293 I Catalog VRi VERCO MANUFACTURING CO. . a 27 21 PAGE HOHBACH-LEWIFL, -IN-C- PROJECT NO: STRUCTURAL ENGINEERS GATE: BY6. SUBJECT- HOHBACH-LEWIN, INC. �S/TRUCTURAL ENGINEERS SUBJECT: 6�y �7 1) METAL VV-&K - SeE Pcq 3 -2) Ass vcpm 3) beAM 2 A ASS C oL1,1"j PAGE: PROJECT NO: DATE BY: q 2� foxcAs-le7. Sao u-- 20' - - . W1., s 20 rsF C� a� 1 _'gyp K F SEE %jvzcRU., 3) +ass :O -Anyi - ax 3x `A pb , PL comrylN I'p�ll� ----------------- Hohabch-Lewin Structural Engineers Title: Job # 116 New Montgomery St., Suite 714 Dsgnr: Date: 6:29PM, 16 SEP 08 San Francisco, CA 94105 Description Phone: (415) 318-8520 Scope Fax: (415) 318-8522 Rev: 580008 User: KW-0803493, ver 5.8.0. 1•Dec-2003 Steel Beam Design Page 1 (01983-2003 ENERCALC Engineering Software 5059.ecw:Ca1cu1aUons Description beam 1 General Information Steel Section: HSS8X3X1/4 Center Span 20.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Distributed Loads Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned -Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.Oksi LL & ST Act Together #1 #2 #3 #4 #5 DL 0,100 LL 0.200 ST Start Location End Location Using: HSS8X3X1/4 section, Span = 20.00ft, Fy = 46.Oksi End Fixity = Pinned -Pinned, Lu = O.00ft, LDF = 1.000 Actual Allowable Moment 15,810 k-ft 22.466 k-ft fb : Bending Stress 21.365 ksi 30.360 ksi fb / Fb 0.704 : 1 Shear 3.162 k 68.595 k fv : Shear Stress 0.848 ksi 18.400 ksi fv / Fv 0.046 : 1 Note] Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Beam OK Static Load Case Governs Stress Max. Deflection -1.106 in Length/DL Defl 590.7 :1 Length/(DL+LL Deft) 217.1 :1 Force & Stress Summary «_ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only Center 0 Center ants 0. Cants Max. M + 15.81 k-ft 5.81 15.81 k-ft Max. M - k-ft Max. M @ Left. k-ft Max. M @ Right k-ft Shear @ Left 3.16 k 1.16 3.16 k Shear @ Right 3.16 k 1.16 3.16 k Center Defl. -1.106 in -0.406 -1.106 -1.106 0.000 0.000 In Left Cant Defl 0.0001n 0.000 0.000 0.000 0.000 0.000 In Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 3.16 1.16 3.16 3.16 k Reaction @ Rt 3.16 1.16 3.16 3.16 k Fa caldd per Eq. E2-1, K`Ur < Cc -� 'Section Properties HSS8X3X1/4 -- -Wetghf------------ 16-20--W- Web Thick 0.233 in Ixx 35.500 In4 Width 3.000 in iyy 7.490 In4 Flange Thick 0.233 in Sxx 8.880 in3 Area 4.77 in2 Syy 4.990 In3 F%t 1.500In R-xx 2.730In Values for LRFD Design.... R-yy 1.250 in 1 20.800 in4 Zx 11.500 in3 Cw 9.97 in6 Zy 5.700 in3 Hohabch-Lewin Structural Engineers 116 New Montgomery St., Suite 714 San Francisco, CA 94105 Phone: (415) 318-8520 Description . beam 2 General Information Title : Dsgnr: Description Scope : Job # Date: 6:29PM, 16 SEP 08 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: HSS8X3X1/4 FY 46.0Oksi Pinned -Pinned Load Duration Factor 1.00 Center Span 20.00 ft Bm Wt Added to Loads Elastic Modulus 29,000.Oksi Left Cant 0.00 ft LL & ST Act Together Right Cant 0.00 ft Lu : Unbraced Length 10.00 ft 11 Point Loads Note! Short Term Loads Are WIND Loads.' #1 #2 #3 #4 #5 #6 #7 Dead Load 1.000 k Live Load 2.000 k Short Term k Location 10.000 ft Beam OK Static Load Case Governs Stress Using: HSS8X3X1/4 section, Span = 20.00ft, Fy = 46.Oksi End Fixity = Pinned -Pinned, Lu = 10.00ft, OF = 1.000 Actual Allowable Moment 15.810 k-ft 20.424 k-ft Max. Deflection -0.896 in fb : Bending Stress 21.365 ksi 27.600 ksi Length/DL Defl 713.4 : 1 fb / Fb 0.774 : 1 Length/(DL+LL Defl) 267.9 : 1 Shear 1.662 k 68.595 k fv : Shear Stress 0.446 ksi 18.400 ksi fv / Fv 0.024 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Only Center Center 0 Cants 0 Cents Max. M + 15.81 k-ft 5.81 15.81 k-ft Max. M - k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 1.66 k 0.66 1.66 k Shear @ Right 1.66 k 0.66 1.66 k Center Defl. -0.896in -0.336 -0.896 -0.896 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 In Reaction @ Left 1.66 0.66 1.66 1.66 k Reaction @ Rt 1.66 0.66 1.66 1.66 k Fa caldd per Eq, E2-2, K"Ur > Cc _ Section Properties HSS8X3X1/4 Depth --Web-Thick-- -- - - - Width Flange Thick Area Rt Values for LRFD Design.... J CW 8.000 in Weight 16.20 #fft --$233-in--------- ixx-- - - --- --- - - - 35:5U0-hs4-- 3.000In IYy 7.4901n4 0.233 in Sxx 8.880 In3 4.77 in2 Syy 4.990 In3 1.500In R-xx 2.730 in R-yy 1.250 in 20.800 in4 Zx 11.500 In3 9.97 in6 ZY 5.700 In3 Hohabch-Lewin Structural Engineers 116 New Montgomery St., Suite 714 San Francisco, CA 94105 Phone: (415) 318-8520 Description column Title : Dsgnr: Description Scope : Job # Date: 6:29PM, 16 SEP 08 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section HSS4X4X114 Fy 46.00 ksi X-X Sidesway : Restrained Duration Factor 1.000 Y-Y Sidesway : Restrained Column Height 12.000 ft Elastic Modulus 29,000.00 ksi End Fixity Pin -Pin X-X Unbraced 12.000 ft Kxx 1.000 Live & Short Term Loads Combined Y-Y Unbraced 12.000 ft Kyy 1.000 I Loads Axial Load... Dead Load 1.00 k Ecc. for X-X Axis Moments 2.000 in Live Load 2.00 k Ecc. for Y-Y Axis Moments 0.000 in ShortTerm Load k summary Column Design OK Section : HSS4X4X1/4, Height = 12.00ft, Axial Loads: DL = 1.00, LL = 2.00, ST = 0.00k, Ecc. = 2.00Oin Unbraced Lengths: X-X = 12.00ft, Y-Y = 12.00ft Combined Stress Ratios Dead Live DL + LL DL + ST + (LL if Chosen) AISC Formula H1 - 1 AISC Formula H1 - 2 AISC Formula H1 - 3 0.0378 0.0756 0.1134 0.1134 XX Axis : Fa calc'd per Eq. E2-1, K*Ur < Cc YY Axis • Fa calc`d per EgE2-1 K*Ur < Cc Stresses Allowable & Actual Stresses Dead Live DL + LL DL + Short Fa : Allowable 15.43 ksi 15.43 ksi 15.43 ksi 15.43 ksi fa: Actual 0.30 ksi 0.59 ksi 0.89 ksl 0.89 ksi Fb:xx : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : xx Actual 0.51 ksi 1.03 ksi 1.54 ksi 1.54 ksi Fb:yy : Allow [F3.1] 27.60 ksi 27.60 ksi 27.60 ksi 27.60 ksi fb : yy Actual 0.00 ksi 0.00 ksi 0.00 ksi 0.00 ksi Analysis Values F'ex : DL+LL 16,668 psi Cm:x DL+LL 0.60 Cb:x DL+LL 1.00 Fey: DL+LL 16,668 psi Cm:y DL+LL 0.60 Cb:y DL+LL 1.00 F'ex : DL+LL+ST 16,668 psi Cmx DL+LL+ST 0.60 Cbx DL+LL+ST 1.00 Fey: DL+LL+ST 16,668 psi Cm:y DL+LL+ST 0.60 Cb:y DL+LL+ST 1.00 Max X-X Ards fl�� on_ _-Q-0351n -at ---Z-960ft_--- X-Y-A)dsDdecdon-- --- BOBirr-at -- p p00ft HOHBACH-LEWIN, INC. PAGE I STRUCTURAL ENGINEERS PROJECT NO: 5D�7�1 DATE -1f2?, GU 1tJ0 '�E : imp, BY _ ujiNP k yy� �X Posc,t2� G FS ` , Ali I�sSO $aiS�G toind Qpoed ` Amph i �.Zixt•o�� I.b��ft.5 � Fsw ` 11 •s rs-f- (�Wvt) 13• q -13s psF C-veQTic L, ) �i.� 1•v1 �s^ �1.21�(l•o��l.b�(-i3.8�F� �� �—1 O I�lo N?�AFk&M O :r- 13,°I �,� 2� 0 HOHBACH-LEWIN, INC. STRUCTURAL ENGINEERS 10 PAGE PROJECT NO: 5cx5q DATE ' I o$ SUBJECT- C(APUE11610 TE BY: `1mg �IsMiG �NA�y �l S V=r6W Cs = Cps = l ,o D, 3t03vli _Q_ SnAx S � 1:012 'T-::E- T( T� ��) 0400 o. l29 3• o I .�� (o•b�b � o. Mk.1 C� ,(ertk, Asv Sas= l•01 S.p T= aV - 0,0�2 02'�alf2 o. TV,= 12s C.�.4u 1S SCAUF S�.t Pp4�T*c10 Prat sIup AW Kkl(xlrtT PL F �\ HOHBACH-LEV111N, INC. PAGE: STRUCTURAL ENGINEERS PRDJECTNO:�✓9 DATE: ��aa SUBJECT: ck ;� too �CFi BY: V = K/2 MAX < AV,� #'lam aK 20 V = 3 VMQX � -FWA,w C. 4- 8 PtT lox "XD TAIL :.r2 L'To A(4T FOR laZ H D NOT A'( Dr- WAW, MpEzl r C-T WWrf} Wto •9) 13 .. -:Pil HOHBACH-LEWIN, INC. PAGE: STRUCTURAL ENGINEERS PROJECT NO: `I 5 DATE: 0� SUBJECT: p4A RAMC CfAR ' T£ 2 Vx i q 2 r E. % in V ,F c rA AtLl f 8 ArT " 4. G. A-T FAWQ, Cto s), C►off f � tmot lL)+ o -----� HOHBACH-LEWIN, INC. PAGE: }� STRUCTURAL ENGINEERS PROJECT NO: DATE. SUBJECT BY: lt�o 1 / -GlWi 'TO OpMl,: --T 1V'016, _ k w' o & txEiNryl } TO $e7AO I- r-I "IeT TDTArL, ILTJ P1 lJS, 6V- li�y 10S I OP Type FPS B®-36 ' q • • • • • 7 Weld Pattern at Supports Button Punch or 1%" Top -Seam Weld r Primer -Painted or Galvanized Allowab.l Diaphragm Shear Values, q (plf, kN/m) and Flexlblllty Factors, F ((1nJlb)x1 OB, (mm1N)x108) IDELAP SPAN (ft4n., mm) - ATTACH: • 4'-0" 5'-0" 6'-0" T-0' 81-0" 9'-0' 109-0' 11'-0" 12'-0" GAGE MENT 1,220 1,520 1,830 2,130 Z440 A740 3,050• 3,350 3,86. 18 1405 1140 943 818. •71.2 640 74 527 482 q 20.50 16.64 13.78 11.94 10.39 9.34 '.38 7.69 7.03 BP (cD 24" 3.1+17R 4.0+14R 5.2+11R 6.7+10R 8.7+9R 10.9+8R•7+7R . P78.2+40R 16.8+6R 20.6+6R F 17.7+97R 228+80R 29.7+63R 38.3+57R 49.7+51R 622+46R 95.9+34R 1176+34R 1475 1188 :996 860 757 678 614 562 518 q 21.53 17.34 14.54 1255 11.65 9.89 8.96 8.20 7.56 BP (cD 12' 3.0+17R 3.9+14R 5.0+11R 6.5+10R 8.3+9R 10.4+8R 12.9+7R 15.9+6R 19.2+6R F 17.1+97R 223+80R 28.6+63R 37.1+67R 474+51R. 59.4+46R • 7a7+40R 90.8+34R 109.6+34R 1571 "1406 1229 -120-6 --1044 '1039 _-926_. __.928 - ..- q 22,93 21.82 17.94 17.60 15.24 15.16 13.51 13.54 1232 TSW @ 24' 6,8+2R 6.7+2R 9.1+1 R 9.0+1 R 11.4+1 R 11.2+1 R 13.7+1 R 13A+1 R 15.9+1 R F 38.8+11R 38.3+11R 52.0+BR 51.4+BR 65.1+6R 64.0+6R 78.2+BR 76.5+BR 90.8+BR 1895 1730 1424 1363 1312 1155 •1131 1110 1010 q 27.66 26.26 2a 78 19.89 19.16 16.88 16.51 16.20 14.74 TSW @ 18' 4.8+2R -5.2+2R 6.9+1 R 7.1 +1 R 7.4+1 R 9.1 +1 R 9.4+1 R 9.6+1 R 11.3+1 R . F 274+11R 29.7+11R 39.4+8R 40.5+BR 42.3±-dR- 520+BR 53.7+8R 54.8+6R 64.5+BR TSW Q 12' '~ F 3.9+2R 22.3+11R 4.3+2R 24.6+11R 4.8+1 R 27.4+BR 52+1 R ` 29.7+6R 5.6+1 R 320+8R 6.0+1 R 34.3+BR 6.4+1 R 36.5+6R 6.7+1 R 38.3+BR 7.1 +1 R 40.5+BR 2878 2635 2304 2139 2014 1878 1521 1257 1057 q 4200 37.00 33.82 31.22 29.39 27.41 22.20 1634 15.43 TSW @ 6' 2.6+2R 2.8+2R 2.9+1 R 3.0+1 R 32+1 R 3.3+1 R 3.4+1 R ' 3.5+1 R 3.6+1 R F 14.8+11R 16.0+11R 16.6+BR 17.1+BR 18.3+6R 18.8+6R 19.4.W 20.O+8R 20.E+6R- 1825 -w-Ir 1475ww 1223 .sc 1058 ..mh. .922 "' 826 - 741 - 679 - 621 .. 26.63 21.53 17.85 15.44 13.46 1205+5R. 10.81 9.91 9.0E BP @ 24'6) 2.8+gR 3.7+7R 4.9+6R 6.5. 8.5+4R 10.8+4R 13.E+4R 16.8+3R 20.6+3R _ ...........-..-•---....._..._._. F:-�6.Of5�-.-21.1�401�-_-28.Df34fi- R71+9AR__�$.,�t23�_.�L1.Z�3�_.%LZ+�%3.__A_ 11ILB+i7R-- ----.. 1891' 1521 1273 .- 1097' 964 862 779 712 .656 q 27.60 22.20 18.58 16.01 14.07 1258 1i.37 10.39 9.57 `"' 2.7#9R 3.6+7R 4.8+6R B.3+5R 8.1. R 10A+4R . 13:0+4R 16.1+3R 1 15.4+51 20.6+40R 27.4+34R 36.0+29R 48.3+23R 69.4+23R 74.2+23R 91.9+17R 1' 2171 2043 .1675 1630. 1406 1390. 1236 1233 •'f119 q • 31:68 29.82 24.44 23.79 20.52 20.29 18.04 17.99 16.33 TSW @ 24' .. 5 0+.1 R 5.1 +1 R 00 R 6.8+1 R 8'.7+1 R 8 6+1 R 10.E+1 R 10.4 12.4 �--- -- . 28.6+BR 29.1+6R 39.4+6R 38.8+BR 49.7+BR 49.1+8R 60.5+$R 59.4 70.8 c 1 V 2599 2350 1929 1833• 1734 1540 1487 1431 1324 q 3793 34.30 28.15 26.75 • 25.31 2247 21.76 20.88 19.32 fi31A� 3.6+1 R 4.0+1 R 5.2+1 R 5.5+1 R ' 5.7+1 R ' . +1 R 7.3+1 R 7.5 8.9 20.E+6R 228+BR 29.7+6R 31.4+6R 325+6R 40.5tOR• 41.7+BR 428 50.8 2985 -2556 2270 •2065' 1912 1.793 1622 1478 q 43.5E 37.30 33.13 30.14 27.90 26.17 .•.1699 24.80 23.67 ' 21.57 TSW Q 12' 3.04.1 R 3.3+1 R 3.7+1 R -4.0+1 R 4.3+1 R 4.7+1 R 5.6+1 R 5.3 5.6 q .3664 53.47 • 3215 '46SR ' 2914 4253 2698 39.37 2538 37.04 2413 35.22 2129 31.07 1759. 25.67 1478 21.57 TSW 6' 2.0+1 R' 22+1R • 2.3+1 R 2.4+1 R z.5+1 R 2.6+--'--'2.8 - - F 11.4+6R 126+6R 13.1+6R . la 7. +BR '14.3+BR 14.8+8R 1a4+6R 160 . . 16.6 .. BP = Bu tor! Punch; TSW •= Top Seam Weld. tl 10 Standard For Cold -Formed Steel Framing - Lateral Design - 2004 3) Where fully blocked gypsum board Is applied to the opposite side of this assembly, per Table C2.1-2 with screw spacing at 7 Inches (VS mm) o.c. edge and 7 inches (178 mm) o.c. field, these, nominal strengths are permitted to be increased by 30%. 4) See Section C2.1 for requirements for sheathing applied .to both sides of wall. 5) Shear wall height to width aspect ratio's (h/w) greater than 21, but not exceeding 4:1, are permitted provided the nominal shear strength is multiplied by 2w/h. See Section C21 6) Shear values permitted for use in seismic design where the seismic response modlflcation factor, R, Is taken .equal to or less -then 3, subject to the limitations In Section CLL 7) For SI:1" 25.4 mm,1 foot - 0.305 m,1 lb 4.45 N TABLE C2.12 NOMINAL SHEAR STENGTH, (R„), FOR WIND AND SEISMIC LOADS FOR SHEAR WALLS FACED WITH GYPSUM BOARD'► (Pounds Per Foot) Gypsum board applied perpendicular 7 7 290 'h" gypsum board to framing with strap blocking behind on one side of the horizontal Joint and with solid 4 4 425. wall; studs max. 2'1 blocking between the first two end 4 1.2 295 edges attached to framing members 8 12 230 l Nominal shear strengths shall be multiplied by the ►es(stance factor (+) to determine design strength or divided by the safety factor (D) to determine allowable shear strengths as set forth In Section C11 2. See Section C2.1 for requirements for sheathing applied to both. skies of wall. 3. Unblocked assemblies are permitted provided the norhdnal shear strength values above are multiplied by 0.35. 4. For SI:1" : 25.4 mm,1 foot - 0.305 m,1 lb - 4.45 N TABLE C2.1-3 NOMINAL SHEAR STRENGTH, (R„), FOR SEISMIC LOADS FOR SHEAR WALLS I.aa sheathing (4-ply), one side 7/16" OSB, one side . (Pounds Per Foot) i % - - I z3 or '75 2190 . 43 or - 33 45 2060 ' 43 or 8 o,o1n- steel sneer, one: sine 2:1 syv 1 - - I - --Q (min.) ti 0.027" steel sheet, one side 4:1 ' 1000 1 1085 1170 1 33 (min.) 8 1 Nominal shear strength shall be murdplled by the resistance factor (e) to determine design strength• or__ divided by the safety factor (Q) to determine allowable shear strength as set forth in Section C11 2 Screws In•the'n field of the panel shall be installed 12 inches (305 mm) o.c. unless otherwise show.. 3 Shear wail height to width aspect ratios (h/w) greater then 21, but not exceeding 4:1, are permitted provided the nominal shear strength.are muftiplled by 2w/h. See Section C2.1. .4 See Section C2.1 for, requirements for sheathing applied to both sides of wall. t is e Screw Table Notes 1. Screw spacing and edge distance shall not be less than 3 x d. (d = Nominal screw diameter) 2. - The allowable loads are based on the steel properties of the members being connected, per AISI section R. 3. When connecting materials of different steel thicknesses or tensile strength (Fu), the lowest applicable values should be used. 4. 'The nominal strength of the screw must be at least 3.75 times the allowable loads. 5. Values include a 3.0 factor of safety. 6. Applied loads may be multiplied by 0.75 for seismic or wind loading, per AISI A 5.1.3. 7. Penetration of screws through joined materials should not be less than 3 exposed threads. Screws should be installed and tightened in accordance with screw manufacturer's recommendations. Allowable Loads for Screw Connections (lbs/screw) Weld Table Notes 1. Weld capacities based on AISI, section E2 2 When connecting materials of different steel thicknesses or tensile strength (Fu), the' lowest applicable values should' be used. 3. Values include a 2.5 factor of safety. 4. Based on the minimum allowance load for fillet or flare groove welds, longitudinal or transverse loads. 9_7 Allowable loads based on E60xx electrodes. 6. For material less than or equal to .1242" thick, drawings show nominal weld size. For such material, the effective 0 irust of the wElld shall not be less than the thiWess 5f the thinnest connected pan. Allowable Loads for Fillet Welds and Flare Groove Welds 48 SSMA of 7 TABLE 2—ALLOWABLE SERVICE LOADS FOR FASTENERS DRIVEN INTO STEEL 1's.se (Ibf) ESR-2269 FASTENER FASTENER. SHANK STEEL THICKNESS (In.) DESCRIPTION DIAMETER on.)!1a . s 1 /4 s !D t /2 s > /. Tension Shear Tension Shear Tension I Shear Tension Shear Tension Shear Universal Knurled Shank X-U 0.157 535 720 775 720 935 720 900 720 3W 3754 2753 3503 For 51: 1 Inch = 25.4 mm, 1 Ibt = 4.4 N. 1 The tabulated allowable oad values are for the fasteners only. Elm Tlie'tners must be driven to where the point of the fastener penetrates through the steel base material, unless otherwise noted. 3 Based upon minimum point penetration of 3/a4nch. 4 Based upon minimum point penetration of 1/zlnch. a Earthquake load resistance -is outside the scope of this report, except as noted In Section 5.5 of this report. 'The stress' Increases and load reductions described in Section 1605.32 of the IBC and the stress Increases described in Section 1612.3.2 of the UBC are not allowed for wind loads acting alone or when combined with gravity loads. No Increase is allowed for vertical loads acting alone. TABLE 3-ALLOWABLE SERVICE LOADS FOR FASTENERS DRIVEN INTO NORMAL -WEIGHT CONCRETE obn FASTENER DESCRIPTION FASTENER SHANK DIAMETER (In•) MINIMUM EMBEDMENT On.) CONCRETE COMPRESSIVE STRENGTH 2000 psi 4000 pal 6000 psi Tension Shear Tension Shear Tension Shear Universal Knurled Shank X-U 0.157 3/4 100 125 100 125 105 205 1 165 190 170 225 110 280 11/4 240 . 310 280 310 180 425 11/2 275 420 325 420 1 - - For 51: 1 Intl = 25.4 mm, 1 IDt = 4.4 N, 1 psi - MWO I-& 1 The tabulated allowable load values are for the fasteners only. Wood or steel members connected to the substrate must be Investigated in accordance with accepted design criteria. Y Earthquake load resistance Is outside the scope of this report, except as noted In Section 5.5 of this report. 3 The stress Increases and load reductions described In Section 1605.32 of the IBC and the stress Increases described In Section 1612.3.2 of the UBC are not allowed for wind loads acting alone or when combined with gravity bads. No Increase Is allowed for vertical loads acting alone. 4 Fasteners must not be driven until the concrete has reached the designated minimum compressive strength. ' Concrete thickness must be a minimum of 3 times the embedment depth of the fastener.