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05-91-000L • - I ep 0 Olf S �or + a J. r 1 � 0000•• 0000 0000. • 0000 • • 0 • 0.00 .0.00• • 0000 . • • • ••• •0000 • 0000 • • • . 0 0000. 0 0000 • •• 0 • . 0000 .... • • • 0 0 0 • • • • - 0 0000 • • • • .•.•- • 0 0000.. 0000 • • •. • • • • 0000.. for leira reslance contract in ' At 4225 sw 62 court Date 2/4/05 Descript. one story addition By sv WIND LOADS: NORTH - SOUTH DIRECTION REF: ASCE 7 -98 Minimum Design Loads For Buildings And Other Structures V = 146 mph Basic Wind Speed Fig. 6 -1 Building Classification Category II all bldgs. except those in Cat. 1,111, or IV Table 1 -1 1 = 1.00 importance factor Table 6 -1 Exposure Category Category C open terrain with scattered obstructions Sect. 6.5.6 Overall Building Data eave ht = 11.0 feet eave height Sect. 6.3 h = 13.4 feet mean roof height Sect. 6.3 L = 38.0 feet length in N -S direction Sect. 6.3 B = 36 feet length in E -W direction Sect. 6.3 L/B = 1.06 L over B ratio Topography Factor Kzt = 1.0 wind speed -up is not considered Fig. 6.2 Internal Pressure Coefficients Enclosed building Pos. GCpi = 0.18 Neg. GCpi = -0.18 Table 6.7 Gust Effect Factor Rigid Structure Category I - simplified method Sect. 6.5.8 Roof Data . .. Gable roof type •••••• •••••• . " ". Theta= 14.0 degrees roof angle • Sect. 6.3 Wind is NORMAL to ridge. h/L = 0.35 • • • ...... .... . . for ieira residnce Contract jn At 4225 sw 62 court Date 2/4/05 Descript. one story addition By sv NORTH -SOUTH DIRECTION Main Wind Force Resisting System Results - Enclosed Building Windward wall design pressure ti p = qh *G *Cp - qi *(GCpi) psf Equation 6 -15 Leeward wall,sidewalls, and roof design pressure p = qh *G *Cp - qi *(GCpi) psf with the external pressure shown acting on the top surface. See Section 6.5.11.4 Equation 6 -15 where qz = 0.00256 Kz *Kzt *Kd *(V ^2) *I psf ...... • qi = qh . . . 0000 60 . Kz given in Table 6.5 ( Exposure C, Case 2) .. . 0000 Kd = 1.00 .00000 G given in Sect. 6.5.2 . O..e . . Sign Convention - Plus and Minus signs indicate pressures acting toward and away from surfaces, respectively. Surface z or I Kz Kzt qz G Cp Ext. pr. Net Pressure, psf ft. psf 0000 psf + GCpi -GCpi Windward Wall 5 0.85 1.00 46.3 0.85 0.80 31.5 23.2 39.8 10 0.85 1.00 46.3 0.85 0.80 31.5 23.2 39.8 11 0.85 1.00 46.3 0.85 0.80 31.5 23.2 39.8 Leeward Wall All 0.85 1.00 46.3 0.85 -0.49 -19.2 -27.6 -10.9 Sidewalls All 0.85 1.00 46.3 0.85 -0.70 -27.6 -35.9 -19.2 Windward Roof All 0.85 1.00 46.3 0.85 -0.62 -24.5 -32.8 -16.1 Leeward Roof All 0.85 1.00 46.3 0.85 -0.48 -18.8 -27.1 -10.4 Roof overhang - windward edge Combine 31.5 -0.62 acting as a positive pressure on the bottom surface with the external pressure shown acting on the top surface. See Section 6.5.11.4 Internal pressure = +8.3 psf or -8.3 psf • • *00 ...... • . . . 0000 60 . .. . 0000 .00000 . O..e . . 0000 . . .. 0000 • 0000 0000.0 0000 . .. • . • . . 0000 000000 • . •..... 0000 . 0 . . • .0• 0000. 0 0 0 0 • 0 0 ..... • ror lleira resiance contract jn At 4225 sw 62 court Date 2/4/05 Descript. one story addition By sv NORTH -SOUTH DIRECTION Windward And Leeward Wall Pressures For MWFRS With Positive Internal Pressure Internal Pressure = 8.3 psf Plus and Minus Signs indicate pressure acting toward and away from surfaces, respectively. Windward Wall Leeward Wall EL. 10 ft. 23.2 psf EL. 5 ft. 23.2 psf EL. 0 ft. 23.2 psf 0000.. 6 0000 6 0000.. 0000 -27.6 psf 27.6 psf -27.6 psf 0000 .. 0000 0000 o .. .. 0000 •666 0000 0000.. 00 • 0000 •00606 0000 .0006. 0 000 . 006 60.00 .. 0 6 00606 If _ ror ieira resiance Contract jn At 4225 sw 62 court Date 2/4/05 T°`+ Descript. one story addition By sv NORTH -SOUTH DIRECTION Roof Pressure For MWFRS With Positive Internal Pressure Plus and Minus Signs indicate pressures acting toward and away from surfaces, respectively. Windward edge of roof is on the left. Width of roof (into page) is 36.0 ft Positive direction for uplift and shear forces are shown Windward roof pressure = -32.8 psf NJMI Leeward roof pressure = -27.1 psf — EL 13.4 ft. Shear 19.0 ft. 19.0 ft. Windward roof uplift force Leeward roof uplift force effective distance effective distance 9.5 Shear force eff. distance 4.7 ft. I Leeward roof uplift force O.T. moment arm I 28.5 ft. Windward roof uplift force O.T. moment arm •••••• • .. 0000 •....� .. 0000 .. 0000 . 0000 0000.. 0000 . • • • . . 0000 00000: • 0000 0000.. 0000.. 0000 . . Internal Pressure = 8.3 psf • . ... 0000. . . 0000 .. • 0000. rur ieira resiance toniraci jn ` At 4225 sw 62 court Date 2/4/05 Descript. one story addition By sv (� NORTH -SOUTH DIRECTION Windward And Leeward Wall Pressures For MWFRS With Negative Internal Pressure Internal Pressure = -8.3 psf Plus and Minus Signs indicate pressure acting toward and away from surfaces, respectively. Windward Wall Leeward Wall EL. 10 ft. 39.8 psf EL. 5 ft. 39.8 psf EL. 0 ft. 39.8 psf 10.9 psf 10.9 psf -10.9 psf . . . .... .. . .. . .... .... . .... ...... .... . •• . . .... ...... . .... ...... ...... .... . . . . . ... ..... 4 ,w for ieira resiance contract in At 4225 sw 62 court Date 2/4/05 ­7 Descript. one story addition By sv NORTH -SOUTH DIRECTION Roof Pressure For MWFRS With Negative Internal Pressure Plus and Minus Signs indicate pressures acting toward and away from surfaces, respectively. Windward edge of roof is on the left. Width of roof (into page) is 36.0 ft Positive direction for uplift and shear forces are shown Windward roof pressure = -16.1 Rre.11%, Leeward roof pressure = -10.4 psf S— EL 13.4 ft. hea r 19.0 ft. 19.0 ft. Windward roof uplift force Leeward roof uplift force effective distance effective distance — 9.5 — I Shear force eff. distance 4.7 ft. I Leeward roof uplift force O.T. moment arm I 28.5 ft. Windward roof uplift force O.T. moment arm ...... • • • • •. • •• goes • • •• • Internal Pressure = -8.3 psf :so gee ; 0000 • so *see • . ..s• • 0000 • • •00• . ••. • • • • •o•••• • for mra residnce contract in At 4225 sw 62 court Date 2/4/05 Descript, one story addition By sv <, Component And Cladding Design Pressures For Enclosed Building p = qh * [(GCp) - (GCpi)] psf Equation 6 -18 qh: velocity pressure at mean roof height using exposure defined in 6.5 6.3.1 where qz = 0.00256 Kz * Kzt * Kd *(V"2) * I psf ' Kz given in Table 6 -5 (Exposure C, Case 1) Kd = 1.00 GCp - external pressure coefficient defined below or Gable Roof Roof Angle = 14.0 deg Mean Roof Height = 13.4 ft. For External Pressure Coefficients For Components and Cladding For Buildings Having Mean Roof Height <= 60 ft., refer to Figures 6 -5A and 6 -5B Key Notes From Figure 6 -5A For Walls and Figure 6 -5B For Roof For roof overhang components, refer to Figure 6.5B Edge Dimension, a = 3.6 ft governed by 0.1 * least horizontal dimension, B Calculated velocity pressure at mean roof ht., h = 13.0 ft. For walls and roof, use qh dependent on Exposure C Kh = 0.85 Kzt = 1.00 qh = 46.3 psf Results For Maximum Positive and Negative Pressures Sign Convention - Plus and Minus signs indicate pressures acting toward and away from surfaces, respectively. Component Elev. Zone Area Kz qz + GCp - GCp Max. Pos. Max. Neg ft. ft^2 psf Press., psf Press., psf doors and windows 13.4 4 50.0 085 46.3 0.88 -0.98 48.9 -53.6 doors and windows 13.4 5 50.0 0.85 46.3 0.88 - 1.15 48.9 -61.8 doors and windows 13.4 4 45.0 0.85 46.3 0.88 -0.98 49.3 -54,0 . doors and windows 13.4 5 45.0 0.85 46.3 0.88 .4.17 49.3 -62.5: doors and windows 13.4 4 40.0 0.85 46.3 0.89 : -0 :90 49J... -52.4 - doors and windows 13.4 5 40.0 0.85 46.3 0.89 '.1 *1§ 49.,7...' - 63.3•- doors and windows 13.4 4 30.0 0.85 46.3 0.92 • -1.02 50.8 •� -55.4 doors and windows 13.4 5 30.0 0.85 46.3 0.92 ; ;1.2, 50.890 - 65'40' doors and windows 13.4 4 25.0 0.85 463 0.93 1.0� 51.4' -55.0 doors and windows 13.4 5 25.0 0.85 46.3 0.93 ' -1.26 51.V". -66.7 . .... ...... Internal pressure = +8.3 psf or -8.3 psf . . .... ...... . .... ...... ...... .... . . . . . ... ..... rr tor At Descript. mra resiance 4225 sw 62 court one story addition Component And Cladding Design Pressures For Enclosed Building contract in Date 2/4/05 By sv `_7 p = qh * [(GCp) - (GCpi)] psf Equation 6 -18 qh: velocity pressure at mean roof height using exposure defined in 6.5.6.3.1 where qz = 0.00256 Kz * Kzt * Kd *(V "2) * 1 psf Kz given in Table 6 -5 (Exposure C, Case 1) Kd = 1.00 GCp - external pressure coefficient defined below Gable Roof Roof Angle = 14.0 deg Mean Roof Height = 13.4 ft. For External Pressure Coefficients For Components and Cladding For Buildings Having Mean Roof Height <= 60 ft., refer to Figures 6 -5A and 6 -5B Key Notes From Figure 6 -5A For Walls and Figure 6 -5B For Roof For roof overhang components, refer to Figure 6.5B Edge Dimension, a = 3.6 ft governed by 0.1 * least horizontal dimension, B Calculated velocity pressure at mean roof ht., h = 13.0 ft For walls and roof, use qh dependent on Exposure C Kh = 0.85 Kzt = 1.00 qh = 46.3 psf Results For Maximum Positive and Negative Pressures Sign Convention - Plus and Minus signs indicate pressures acting toward and away from surfaces, respectively. Component Elev. Zone Area Kz qz + GCp - GCp Max. Pos. Max. Neg ft. ft"2 psf Press., psf Press., psf doors and windows 13.4 4 20.0 0.85 46.3 0.95 -1.05 52.2 -56.8 doors and windows 13.4 5 20.0 0.85 46.3 0.95 -1.29 � -52.2 -68 3` doors and windows 13.4 4 15.0 0.85 46.3 0.97 -1.07 53.2--- -57..9. doors and windows 13.4 5 15.0 0.85 46.3 0.97 -4,4 53.2 7p.3, ; doors and windows 13.4 4 10.0 0.85 463 1.00 ; -1; 1p 54�Z • • _ _ =5� 3' :__ doors and windows 13.4 5 10.0 0.85 46.3 1.00 % -1'.40 54.Z..' -732* roof trusses 134 1 34.0 0.85 46.3 0.39 ..0.85 26.6 . -47.6 doors and windows 13.4 3 9.0 0.85 46.3 0.50 . -2.10 31.x••* - 1105.6 doors and windows 13.4 2 100.0 0.85 46.3 0.30 * -•1�4b 22.2• -7-3.2 doors and windows 13.4 20H 2.0 0.85 46.3 0.50 2.20 23'2••, -101.9 . .... ...... Internal pressure = +8.3 psf or -8.3 psf . . .... ...... . .... ...... ...... .... . . . . . ... ..... 4- t4r, _-A e9se i�11- .. . - - - �� �� � 0000.. .. . or- 000 *009:• •0000• dl 12 Osseo* 90 so 0*00 , -- -- - - - - -- -- - -- -- - -- - -- - - -- - - - -- - - ------------ - - jvJ, • • ' • •• 0000 • • i •..• 000000 • • • • • ,, I �I, ' • • 0000 •.0•.• • �lA • •.•• i••••i 00604 so 0 KJ Al---- - - - -- -- -- - - -- - -- - - - 0 WOOD FASTENINGS 1 ,r V TABLE 8.8C -NAILS AND SPIKES - LATERAL LOAD DESIGN VALUES Normal load duration -- Design values for lateral. ciads4siaglesbea4_for� nails and spikes Renetrating no> less than 10 diameters in Group I species,i 11 diameters in Group 11)'pecies, 13 in diameters in Group III species, an 14 diamete s t�roup-W- species; into the member holding the point. Nail size in pennyweight. Diameters and lengths in Inches. Loads In pounds 4 55 BOX NAILS Penny weight 6d 8d 10d 12d 16d 20d 30d 40d Length 2 2%: 3 3' /< 3%: 4 4112 5 Diameter 0 099 0 113 0 128 0 128 0 135 0148 0 148 0.162 10 Diameters 099 1 13 1.28 1 28 1.35 1 48 1.48 162 11 Diameters 1 09 1 24 1.41 1 41 1 49 1.63 1 63 1 78 13 Diameters 1 29 1.47 1 66 1 66 1 76 1 92 1 92 211 14 Diameters 1 39 1 58 1 79 1 79 1 89 207 207 227 Species group 1 64 77 93 93 101 116 116 133 Species group 11 51 63 76 76 82 94 94 108 Species group I11 42 51 62 62 67 77 77 88 Species group IV 34 41 49 49 54 61 61 70 COMMON WIRE NAILS Penny weight 6d 8d 10d 12d 16d 20d 30d 40d 50d 60d Length 2 2% 3 3'% 31/2- 4 4% 5 5% 6 Diameter 0 113 0 131 0 148 0.148 0.162 0.192 0207 0 225 0 244 0.263 10 Diameters 1.13 1.31 1.48 1.48 1.62 1.92 207 225 244 263 11 Diameters 1.24 1 44- 1.63 1.63 1.78- 211 2.28 248 2.68 289 13 Diameters 1.47 1 70 1.92'' 1 92 211 2.50 269 2.93- 17 342 14 Diameters 1.58 1.83 207 2.07 227 2.69 290 315 342 368 Species group 1 77 97-\ 116 116 133 172 192 218 246 275 Species group 11 63 a_ 94. ' 94 ,108 - 139 155 176 199 223 Species group I II 5L_64._ 77 77 88 114 127 144• 163 182 Species group IV 41 51 61 61 70 91 102 115 130 146 THREADED HARDENED STEEL NAILS AND SPIKES Penny weight 6d 8d 10d 12d 16d 20d 30d 40d 50d 60d 70d 80d 90d Length 2 21/6 3 3% 3% 4 41/2 5 5% 6 7 8 9 Diameter 0120 0120 0.135 0135 0148 0177 0177 0177 0177 0.177 0.207 0.207 0.207 10 Diameters 1.20 1.20 1 35 1.35 1.48 1 77 1 77 1.77 1.77 1 77 2.07 2.07 2 p7 • 11 Diameters 1 32 1 32 1.49 1.49 1.63 1.95 195 195 1 95 *�%5.. 2.28 2.28 7,28 13 Diameters 1 56 1.56 1 76 1.76 1.92 2.30 230 2.30 230 •2.30r • 2.69 2.69 269 • 0 14 Diameters 1.68 1.68 1.89 1.89 207 248 2.48 2.48 248 :2 4Q 2.90 •' • 2 *9j1 2.91 • Species group 1 77 97 116 116 133 172 172 172 172 ,172 218 • • a18 �18 Species group 11 63 78 94 94 108 139 139 139 139 139 176 • • 1716 •144 176 • • • Species group I11 51 64 77 77 88 114 114 114 114 i 314 144 • 144 Species group IV 41 51 61 61 70 91 91 91 91 gL 115 1115 115 COMMON WIRES E • 0000 0000• • • Penny weight 10d 12d 16d 20d 30d 40d 50d •60d • • 5/16 "i • �%�i' • • Length 3 3% 3% 4 4'h 5 5'h :6 7 •••6rh •••0•• Diameter 0.192 0.192 0.207 0.225 0 244 0.263 0.283 0.1183 • 0.312 0.375 • 10 Diameters 1.92 1.92 2.07 2.25 2.44 2.63 2.83 3 3 12 • 3.76 • 0 • • 11 Diameters 2.11 2.11 2.28 2.48 2.68 2.89 3 11 �2� -- 1**: 3.43 • • a� 3 13 Diameters 250 2.50 2.69 2.93 317 342 3.68 ;3.66 4,06 • • I'� 0 • ; •' • 14 Diameters 2.69 2.69 2.90 315 3.42 3.68 3.96 3#960 • 4.37 • • �.2b • • Species group 1 172 172 192 218 246 275 307 307 356 468 •• Species group 11 Species group I II 139 114 139 114 155 127 176 144 199 163 223 182 248 203 248 203 288 235 379 310 0 Species group IV 91 91 102 115 130 146 163 163 188 248 55 I • .II •�f,LI ,I �I `Y, I I °51 TABLE 83A -BOLT DESIGN VALUES (Z) for DOUBLE SHEAR (three member) CONNECTIONS 12 for sawn lumber with all members of identical species THICKNESS G =0 67 G =0 55 G =0 50 G=O 49 G =0 46 w ~� w RED OAK MIXED MAPLE SOUTHERN PINE DOUGLAS FIR- LARCH DOUGLAS FIR- LARCH (N) DOUGLAS FIR (S) HEM -FIR (N) zW am w� A� o, mQ �m Nun is Ini I N D Z I Zsl Zml Z I I Zs1 Zml Z II Z,1 Zml Z I I Zli Z1111 Z I I Zt1 7111, inches inches inches Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs Ibs lbs Ibs Ibs Ibs Ibs 1/2 1410 960 730 1150 800 550 1050 730 470 1030 720 460 970 680 420 5/8 1760 1310 810 1440 1130 610 1310 1040 530 1290 1030 520 1210 940 470 1 -1/2 1 -1/2 3/4 2110 1690 890 1730 1330 660 1580 1170 590 1550 1130 560 1450 1040 520 7/8 2460 1920 960 2020 1440 720 1840 1260 630 1800 1210 600 1690 1100 550 1 2810 2040 1020 2310 1530 770 2100 1350 680 2060 1290 650 1930 1200 600 1/2 1530 960 1120 1320 800 910 1230 730 790 1210 720 760 1160 680 700 5/8 2150 1310 1340 1870 1130 1020 1760 1040 880 1740 1030 860 1660 940 780 2 -1/2 1 -1/2 3/4 2890 1770 1480 2550 1330 1110 2400 1170 980 2380 1130 940 2280 1040 860 7/8 3780 1920 1600 3360 1440 1200 3060 1260 1050 3010 1210 1010 2820 1100 920 1 4690 2040 1700 3840 1530 1280 3500 1350 1130 3440 1290 1080 3220 1200 1000 1/2 1530 960 1120 1320 800 940 1230 730 860 1210 720 850 1160 680 810 5/8 2150 1310 1510 1870 1130 1220 1760 1040 1050 1740 1030 1030 1660 940 940 3 1 -1/2 3/4 2890 1770 1780 2550 1330 1330 2400 1170 1170 2380 1130 1130 2280 1040 1040 7/8 3780 1920 1920 3360 1440 1440 3180 1260 1260 3150 1210 1210 3030 1100 1100 1 4820 2040 2040 4310 1530 1530 4090 1350 1350 4050 1290 1290 13860 1200 1200 1/2 1530 960 1120 1320 800 940 1230 730 860 1210 720 850 1160 680 810 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1090 1 -1/2 3/4 2890 1770 1980 25-50 1330 1550 2400 1170 1370 2380 1130 1310 2280 1040 1210 7/8 3780 1920 2240 3360 1440 1680 3180 1260 1470 3150 1210 1410 3030 1100 1290 3 -1/2 1 4820 2040 2380 4310 1530 1790 4090 1350 1580 4050 1290 1510 3860 1200 1400 1/2 1660 1180 1180 1500 1040 1040 1430 970 970 1420 960 960 1370 920 920 5/8 2590 1770 1770 2340 1560 1420 2240 1410 1230 2220 1390 1200 2150 1290 1090 3 -1/2 3/4 3730 2380 2070 3380 1910 1550 3220 1750 1370 3190 1700 1310 3090 1610 1210 7/8 5080 2820 2240 4600 2330 1680 4290 2130 1470 4210 2070 1410 3940 1960 1290 1 6560 3340 2380 1 5380 2780 1790 4900 2580 1580 4810 2520 1510 4510 2410 1400 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 1030 1170 1660 940 1110 1 -1/2 3/4 2890 1770 1980 2550 1330 1690 2400 1170 1580 2380 1130 1550 2280 1040 1480 7/8 3780 1920 2520 3360 1440 2170 3180 1260 1890 3150 1210 1810 3030 1100 1650 4 -1/2 1 4820 2040 3060 4310 1530 2300 4090 1350 2030 4050 1290 1940 3860 1200 1800 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 1450 2150 1290 139D 3 -1/2 3/4 3730 2380 2480 3380 1910 1990 3220 1750 1760 3190 1100 . •LVO 3090 1610 ISO 7/8 5080 2820 2870 4600 2330 2170 4390 2130 1890 4350 2010 •18.10 4130 1960 1 0 • 1 6630 3340 3060 5740 2780 2300 5330 2580 2030 5250 2520 :1 40 499b••1410 180V 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 ioMe T170 16 940 ILI 1 -1/2 3/4 2890 1770 1980 2550 1330 1690 2400 1170 1580 2380 1f30 1550 2Z% IQ140 1 *0 7/8 3780 1920 2520 3360 1440 2170 3180 1260 2030 3150 I:W IQ90 3030 •1100 19W • 5 -1/2 1 4820 2040 3120 4310 1530 2700 4090 1350 2480 4050 1290* 2170 3860 01200 2200 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 1390 t450 2L-" : t290 1390 3 -1/2 3/4 3730 2380 2480 3380 1910 2180 3220 1750 2050 3190 1'?00 2020 3094 • #910 1900•• 7/8 5080 2820 3290 4600 2330 2650 4390 2130 2310 4350 20-0 12l0 4).30 •4960 2020 • 1 6630 3340 3740 5740 2780 2810 5330 2580 2480 5250 2;20 2270 449d . 2410 2200.• 5/8 2150 1310 1510 1870 1130 1290 1760 1040 1190 1740 130 A T70 1660 . 940 1110 1 -1/2 3/4 2890 1770 1980 2550 1330 1690 2400 1170 1580 2380 1430 1550 228"00 040 14" 7/8 3780 1920 2520 3360 1440 2170 3180 1260 2030 3150 ]; " .4290 3030,.4100 1100 7 -1/2 1 4820 2040 3120 4310 1530 2700 4090 1350 2530 4050 1290 2180 38 (10 00 2 90 5/8 2590 1770 1770 2340 1560 1560 2240 1410 1460 2220 11%0..1450 2t5.0• • 1190 1390 3 -1/2 3/4 3730 2380 2480 3380 1910 2180 3220 1750 2050 3190 1200 2020 3090 1910 1940• 2MI 7/8 5080 2820 3290 4600 2330 2890 4390 2130 2720 4350 2070 2670 4130 1960 1 6630 3340 4190 5740 2780 3680 5330 2580 3380 5250 2520 3230 4990 2410 3800 1. Tabulated lateral design values (Z) for bolted connections shall be multiplied by all applicable adjustment factors (see Table 7.3.1). 2. Tabulated lateral design values (Z) are for "full diameter" bolts (see Reference 3) with a bending yield strength (Fyb) of 45,000 psi. an A J Table 411 Design Values for Visually Graded Southern Pine .Dimension Lumber (2 %4" thick)lA3,4 (Tabulated design values are for normal load duration and dry service conditions, unless specified otherwise. See NDSA3 for a comprehensive description of design value adjustment factors.) USE WITH TABLE 46 ADJUSTMENT FACTORS AMERICAN FOREST & PAPER ASSOCIATION •••• i Design values in pounds per square Inch (psl) Tension Shear Compression Compression Modulus parallel parallel perpendicular parallel of Grading Spades and Size Bending to grain to grain to grain to grain Elastklty Rules commercial grade classification Fy Fr F,, Fc.L F. E Agency • Dense Select Structural 3050 1650 175 660 2250 1,900,000 Select Structural 2850 1600 175 565 2100 1,800,000 Non -Dense Select Structural 2650 1350 175 480 1950 1,700,000 No.1 Dense 2000 1100 175 660 2000 1,800,000 No.1 1850 1050 175 565 1850 1,700,000 No.1 Non -Dense 1700 900 175 480 1700 1,600,000 No.2 Dense 2'-4' wide 1700 875 175 660 1850 1,700,000 No.2 1500 825 175 565 1650 1,600,000 No.2 Non-Dense 1350 775 175 480 1600 1,400,000 No.3 and Stud 850 475 _ 175 565 975 1,400 000 Construction 11 1100 625 175 565 1800 1,500,000 Standard 4'wide 625 350 175 565 1500 1,300,000 Utility 300 175 175 565 975 1,300,000 Dense Select Structural 2700 1500 175 660 2150 1,900,000 Select Structural 2550 1400 175 565 2000 1,800,000 Non -Dense Select Structural 2350 1200 175 480 1850 1,700,000 No.1 Dense 1750 950 175 660 1900 1,800,000 No.1 1650 900 175 565 1750 1,700,000 No.1 Non -Dense 1500 800 175 480 1600 1,600,000 No.2 Dense 5' -6' wide 1450 775 175 660 1750 1,700,000 No.2 1250 725 175 565 1600 1,600,000 No.2Non -Dense 1150 675 175 480 1500 1,400,000 No.3 and Stud 750 425 175 565 925 1,400,000 SPIB Dense Select Structural 2450 1350 175 660 2050 1,900,000 Select Structural 2300 1300 175 565 1900 1,800,000 Non -Dense Select Structural 2100 1100 175 480 1750 1,700,000 No.1 Dense 1650 875 175 660 1800 1,800,000 No.1 1500 825 175 565 1650 1,700,000 No.1 Non -Dense 8' wide 1350 725 175 480 1550 1,600,000 No.2 Dense 1400 675 175 660 1700 1,700,000 No.2 1200 650 175 565 1550 1,600,000 No.2 Non-Dense 1100 600 175 480 1450 1,400,000 No.3 and Stud 700 400 175 565 875 1,400,000 Dense Select Structural 2150 1200 175 660 2000 1,900,000 Select Structural 2050 " 1100 175 565 1850 1,800,000 • • • • Non -Dense Select Structural 1850 950 175 480 1750, • • 000 • • No.1 Dense 1450 775 175 660 1750 o 1x800,000 goes • • • • No.1 1300 725 175 565 1600 • • 10TA,000 *,,*Go* • • • • No.1 Non -Dense 10' wide 1200 650 175 480 1500 1,600,000 • No.2 Dense 1200 625 175 660 1650 _ • 1,700,000 ; g • No.2 1050 575 175 565 1500 • 1,606,000 • • • • 000 No.2 Non -Dense 950 550 175 480 1400 • 1,40D,000 • • No.3 and Stud 600 325 175 565 850 1• ,000 Ross • • • • • • • • • Dense Select Structural 2050 1100 175 660 1950 • 1,900,000 • Select Structural 1900 1050 175 565 1800 1 800,000 • Non -Dense Select Structural 1750 900 175 480 1700 • • , Q,000 • see. • No.1 Dense 1350 725 175 660 1700 1,804,000 Ross 000 • • No.1 1250 675 175 565 1600 • 1,70 ,000 • No.1 Non -Dense 12' wide' 1150 600 175 480 1500 • 1,600,000 10000 : • • • • No.2 Dense 1150 575 175 660 1600 1,700,000 • • • No.2 975 550 175 565 1450 • oft l.000 Rose • No.2 Non -Dense 900 525 175 480 1350 • 1,406,000 R go* • • :00 No.3 and Stud 575 325 175 565 825 • • Q.V8,000 goes AMERICAN FOREST & PAPER ASSOCIATION •••• i