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HomeMy WebLinkAbout1706 E Front St Technical - Buildingr arg\-A9 4,u-Q_Acro-vsr/ 5v vo 000 rIV31\1.1.3AI 17 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 DIBBLE ENGINEERS MCDONALDS PORT ANGELES #3928 STRUCTURAL CALCULATIONS PORT ANGELES, WASHINGTON PREPARED FOR. Freiheit Ho Architects, Inc 10230 NE Points Dr, Suite 300 Kirkland, WA 98033 Structural Calculations Project 07 -466 Prepared by Dibble Engineers, Inc August 10, 2007 25 Central Way Suite 4$8 P 425 883 1900 Kirkland, WA 98033 1-l0 F 425 497 1921 DIBBLE ENGINEERS,INC MCDONALDS PORT ANGELES #3928 STRUCTURAL CALCULATIONS PORT ANGELES, WASHINGTON TABLE OF CONTENTS Section Number GRAVITY CALCULATIONS 1 LATERAL CALCULATIONS 2 SUPPORT INFORMATION 3 DIBBLE ENGINEERS,INC MCDONALDS PORT ANGELES #3928 STRUCTURAL CALCULATIONS PORT ANGELES, WASHINGTON SECTION 1 GRAVITY CALCULATIONS L= DL LL Trib Masonry above w= Mmax Vmax ASD M M F 0 66F Fb `Sxx Req'd DIBBLE ENGINEERS, INC Project Subject 10.25 ft 20 psf 25 psf 24 ft 78 psf x 1353 plf 213.22 k -in 6.93 k Sxx Req'd 6.46 ire Fy 50 00 ksi Try W10x12 S 10.9 in Compact? W/t Ratio Compact Limit Flanges b/t 919 Web d/t 90.51 h /tw 32.83 ksi 6.49 in OK Check Unbraced Length maximum r Cb bf d /Af 0.983 in 1 (Conservative) 3.96 in 11 87 Check Shear h /tw 51 95 54 Fv 20 ksi McDonalds AQco '%.E'S Vcap 37.51 k 6.93 k OK Gravity New Beam at Presenters Booth 3.5 ft 273 1 Assumed) Noncompact Limit 13.44 132.30 Lc 33.7 in Use 24' on center lateral bracing Beam ratio 9 43 Flanges are Noncompact 46.6 Web is Compact 46 6 Web is Compact Therefore, use W10x12 with bracing to masonry 24" on center Project No. Sheet No. 07 -y6G G.-- 1 Date By DGS f l DIBBLE ENGINEERS,INC MCDONALDS PORT ANGELES #3928 STRUCTURAL CALCULATIONS PORT ANGELES, WASHINGTON SECTION 2 LATERAL CALCULATIONS DIBBLE ENGINEERS, INC. Project 1` IcI�O1`1ALDS P02T ANGE�GE$ Subject 1_ A T� PA Project try t G 1/O 1J A L fl �j Po�.r 4 L& 3 Subject L A �a EA L. TC 4 L SCI M C A L f S E E Project No Sheet No 0 f Date 14(67 B y D &s L A T EZAL ZEJ1 L-3 &AS5P oJ) Zoo6 113C GF /APr (6 Ase_E Jac. c, L,4T 7 AZ L_..) /Jojr) As-)A)A L_ `KS 15 f EC uI Z...6 !rJ co a Ln 6, S (rWc-T1,-)Z...4 zE 1-- (c c 96A-el 1/4„3,46,..! k \01lLL )...)c)7 U1,)C I? THC P c,, )1...) AK) h l Ek)T T"1--16 L ,4 A.0 F' E 'i 5 77JA7cs S`es"FE /-t 13`e *.E T1-L4 J DIBBLE ENGINEERS,INC MCDONALDS PORT ANGELES #3928 STRUCTURAL CALCULATIONS PORT ANGELES, WASHINGTON SECTION 3 SUPPORT INFORMATION Dibble Engineers, Inc. Design Criteria Worksheet Gravity Desian Loads. Foundation. Lateral Earth Pressures. Snow: Lateral Wind Job Name: Project* Location: Building Code. Permitting Authority' Roof Dead Load Roof Live Load Floor Dead Load Floor Live Load LL Reducible? Partition Load Composite Floor Soil Bearing Press (assumed) Pile Capacity Frost Depth Restrained Unrestrained: Passive Pressure: Friction Coefficient Ground Snow Load p Importance Factor I Snow Load p W Snow Exposure C. Thermal Factor Ct Seattle, at ground level Basic Wind Speed V (3 -sec gust) Exposure Category Importance Factor l Internal Pressure Coefficient GCP Lateral Seismic. Site Class (Assumed) Ss 5 F F SOS McDonalds :Port Angeles '07466. 1706 E:Front St; Port Angeles, WA 98362 2006 IBC Port'Angeles, WA 20 psf 1. 25 psf 20 psf 40 psf n/a I I n/a I psf I n/a psf I I 1 1500 psf I n/a tons I 18. Iinch 50 35 250 I 0.35 20 1 25 1.00 1.00 85 .I mph B 1.00 D 1:241 0.509 1.00 1.50 0.827 Ipcf Ipcf f Ipcf I Ig 1 Interpolated IInterpolated Concrete. Masonry: Lumber Footing: Slab -on- grade: Concrete Beams Elevated Slabs: Concrete Columns: Concrete Walls: Piles. Reinforced Masonry Structural Steel: W- shapes: ASTM A992 Misc shapes: ASTM A36 Tube /Pipe: ASTM A500 Gr B Bolt Type: ASTM A325 -N Bolt Dia Item: Species Grade 2x4 HF #2 2x6 larger 2x 's HF #2 4x Beams Post: DF #2 6x Beams Post DF #2 Sill Plate Grade: PT HF #2 Enaineered Wood Products. SWWJ OWWJ PSL LSL LVL Glulam: 2400F V4 Sheathing (roof) Sheathing (floor) Sheathing (walls) fc 3000' 3000 n/a n/a n/a 3 000 fm n/a Fb Fv 850.1 150 psi 850_ 1: 150 I psi 850 I 180 .I psi 750 170 Ipsi 850' 150 I psi fy 60 60 n/a n/a n/a 60 n/a I ksi Iksi I ksi Iksi ksi ksi ksi fy n/a I psi Fy 50 I ksi 36 Iksi 46 I ksi n/a I 3/4 cinch TJI 2900 2400 15/32 23/32 15/32 psi psi inch inch inch Dibble Engineers, Inc. Design Criteria Worksheet Job Name: Project Location. Building Code: Permitting Authority S Importance Category Seismic Use Group Importance Factor IE Cs Seismic Design Cat. Basic LFR System R Cd Analysis Procedure McDonalds.:Port-Angeles 07-466 1706 Efront:St.Port Angeles, .WA98362 2006 IBC Port Angeles, WA 0.509 II ITable 1604.5 I Section 1616.2 1.00 0.41 D. 'Tables 1616.3(1) 1616.3(2) 1: 1 Bearing-Wall System Ordinary Reinforced Masonry Shear Walls 2 .1 2.5, 1.75 1 Simplifed. 1 MCE Ground Motion Conterminous 48 States Zip Code 98362 Central Latitude 47 973542 Central Longitude -123 381177 Period MCE Sa (sec) %g) 0 2 124 1 MCE Value of Ss, Site Class B 1 0 050 9 MCE Value of S1 Site Class B Spectral Parameters for Site Class D 0 2 124 1 Sa FaSs Fa 1 00 1 0 076 3 Sa FvS 1 Fv 1 50 Spectrum for Site Class D Period MCE Sa (sec) %g) 0 000 049 7 T= 0 0 Sa 0 4FaSs 0 123 124 1 T To, Sa =FaSs 0 200 124 1 T 0.2 Sa FaSs 0 615 124 1 T Ts, Sa FaSs 0 700 109 0 0 800 095 4 0 900 084 8 1 000 076 3 T= 1 0 Sa FvS 1 1 100 069 4 1 200 063 6 1 300 058 7 1 400 054 5 1 500 050 9 1 600 047 7 1 700 044 9 1 800 042 4 1 900 040.2 2 000 038 1 C Ss c: I Zul) i 06) 0, 2 .Z 7 s i 3 .6try+3(o1s t I so)- OiSoq Maximum Considered Earthquake Ground Motion Site Class D Fa 1.00 Fv 1.50 Zip Code 98362 Central Lat. 47.973542 deg Central Long. 123.381177 deg 1.6 co 1 4 1 I 1.2 q*-a 1 I fil I I w 1 8 1 I I 0.8 .7 6 I I I 11 0 A 04 w 0 I I E 0.2 0 0 0.5 1 1.5 2 Period, sec 'Period, sec MCE Sa, g 0.00 0.497 0.12 1.2411 0.20 1.2411' 0.62 1.241 0.70 1.0901 0.80 0.9541 0.90 0.8481 1.00 0.7631, 1.10 0.6941 1.20 0.6361 1.30 0.5871 1.40 0.5451 1.50 0.509 1.60 0.477 1.70 0.4491 1.80 0.4241 1.901 0.402 2.00 0.382, Welcome to www.mcwashington.com Restaurant Home Apply Online Opportunities Benefits Restaurant hours. 5 a.m. 1 a.m. daily accepted here mcwashington.com This restaurant is owned and operated by an independent franchisee of the McDonald's Corporation. 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W12x58 17.0 12.2 12 0.360 3 18 3 /16 10.0 10 0.640 5 /8 1.24 1 15/16 91/4 x53 15.6 12.1 12 0.345 3/8 3 /16 10.0 10 0.575 9 /16 118 1 15 91/4 W12x50 14.6 12.2 12 0.370 3 /6 3/19 8.08 81/8 0.575 9 /86 1 1 1 15/16 9 5 x45 13.1 12.1 12 0.335 /16 /16 8.05 8 x40 11 11.9 12 0.295 5 /16 3 /16 8.01 8 0.515 1 /2 1.02 1 7 8 Vi/12x35' 10.3 12.5 12 0.300 5 /16 3 /16 6.56 6 0.520 1 /2 0.820 1 3 /4 10 3 x30` 8.79 12.3 12 0.260 1 /4 1 /8 6.52 6 0.440 7 /19 0.740 1 3 /4 x26` 7.65 12.2 12 0.230 1 /4 1 18 6.49 6 0.380 3 /6 0.680 1 3 /4 W12x22 6.48 12.3 12 0.260 1 /4 1 /a 4.03 4 0.425 7 /16 0.725 15 /11 5 /8 10 2 x19` 5.57 12.2 12 0.235 1 /4 1 /8 4.01 4 0.350 3 /a 0.650 7 /8 9 x16` 4 71 12.0 12 0.220 1 /4 1 /8 3.99 4 0.265 1 /4 0.565 53 /16 9 /16 Y r x14` 416 11.9 11 0.200 3 /16 1 /8 3.97 4 0.225 1 /4 0.525 3 /4 9 /16 W10x112 32.9 11 4 11 0.755 3 /4 3 /8 10.4 10 1.25 1 1 75 1 1 7 5 x100 29.4 11 1 11 0.680 11 /16 3 /s 10.3 10 1 12 1 1.62 1 1 x88 25.9 10.8 10 0.605 5 /e 5 /16 10.3 10 0.990 1 1 49 1 15 /16 x77 22.6 10.6 10 /8 0.530 1 /2 1 /4 10.2 10 0.870 7 /8 1.37 1 7 /8 x68 20.0 10.4 10 /a 0.470 1 /2 1 /4 10.1 10 0.770 3 /4 1.27 1 7 /8 x60 17.6 10.2 10 0.420 7 /16 1 /4 10.1 10 0.680 11 /16 1 18 1 13 /16 x54 15.8 10.1 10 0.370 3 /8 3 /16 10.0 10 0.615 5 /e 1 12 1 13 /16 x49 14 4 10.0 10 0.340 5 /19 3 /16 10.0 10 0.560 9 /16 1.06 1 13 /36 V W10x45 13.3 10.1 10 0.350 3 /9 3 /15 8.02 8 0.620 5 /8 1 12 1 13 /16 71/ 51/2 x39 11.5 9.92 9 0.315 5 /16 3 /19 7.99 8 0.530 1 /2 1.03 1 13 /16 x33 9.71 9.73 9 0.290 5 /16 3 /16 7.96 8 0.435 7 /16 0.935 1 3 /4 W10x30 834 10.5 10 0 .300 5 s 6 7 a 81/4 23/49 x26 7.61 10.3 10/80 260 1 /4 1 1 8 5.77 5 0.440 7 119 0.40 1 11/16 1 x22 6 49 10.2 10 0.240 1 /4 1 /8 5.75 5 0.360 3 /8 0.660 15 /19 5 /8 W10x19 5.62 10.2 10 0.250 1 /4 1 /s 4.02 4 0.395 3 /8 0.695 15 /16 5 /8 838 x17` 4.99 10.1 10 0.240 1 /4 1 /8 4.01 4 0.330 5 /19 0.630 7 /9 9 /19 �•1 --44* .14144- 4$-- 4439 -ife" "'q.gg -4s 4 875.713 x12` 3.54 9.87 9 0.190 3 /16 1 /6 3.96 4 0.210 3 /16 0.510 3 /4 9 /16 Work- able Gage in. 5 5 Shape is slender for compression with F 50 ksi. 1 Shape exceeds compact limit for flexure with F 50 ksi. 61 The dual site. combination, and orientation of fastener components should be compared with the geometry of the cross section% DIMENSIONS AND PROPERTIES Nom- inal we lb /tt 58 53 50 d5 40 35 6.31 36.2 30 7 41 41.8 26 8.54 47.2 '19 4 .6 14 112 bp 88 :77 68 60 954 49 45 9 Compact Section Criteria b, h 2G _f, 7.82 27.0 8.69 28.1 6.31 26.8 7.00 29.6 7.77 33.6 4.74 41.8 5.72 46.2 7.53 49.4 8.82 54.3 4.17 10.4 4.62 11.6 5.18 13.0 5.86 14.8 6.58 16.7 7 41 18.7 8.15 21.2 8.93 23.1 6.47 22.5 7.53 25.0 9.15 271 '36 5.70 29.5 26 6 56 34.0 „22_ 7.99 36.9 f S r Z I S r in. in.3 in. in. in. in. in. 475 78.0 5.28 86.4 107 214 2.51 425 70.6 5.23 77.9 95.8 19.2 2.48 391 348 307 285 238 204 156 130 103 88.6 716 623 534 455 394 341 303 272 Axis X X Axis Y Y 64.2 577 51.5 45.6 38.6 33.4 25.4 21.3 171 14.9 126 112 98.5 85.9 75.7 66.7 60.0 54.6 Table 1 -1 (continued) W Shapes Properties 5.18 5.15 5.13 5.25 5.21 5.17 4.91 4.82 4.67 4.62 4.66 4.60 4.54 4.49 4 44 4.39 4.37 4.35 71.9 64.2 57.0 51.2 43.1 37.2 29.3 24 7 20.1 174 147 130 113 97.6 85.3 74.6 66.6 60.4 56.3 13.9 1.96 50.0 12.4 1.95 44.1 11.0 1.94 24.5 7 47 1.54 20.3 6.24 1.52 17.3 5.34 1.51 4.66 2.31 0.848 3.76 1.88 0.822 2.82 1 41 0.773 2.36 1 19 0.753 236 207 179 154 134 116 103 93.4 45.3 40.0 34.8 30.1 26.4 23.0 20.6 18.7 2.68 2.65 2.63 2.60 2.59 2.57 2.56 2.54 Z in 3 32.5 29.1 21.3 19.0 16.8 11.5 9.56 8.17 3.66 2.98 2.26 1.90 69.2 61.0 53.1 45.9 40.1 35.0 31.3 28.3 r� h in. 2.82 2.79 2.25 2.23 2.21 1 79 1 77 1 75 1.04 11.9 1.02 11.8 0.982 11 7 0.962 11 7 3.07 3.03 2.99 2.95 2.91 2.88 2.86 2.84 248 49.1 4.32 54.9 53.4 13.3 2.01 20.3 2.27 209 42.1 4.27 46.8 45.0 11.3 1.98 17.2 2.24 171 35.0 419 38.8 36.6 9.20 1.94 14.0 2.20 170 32.4 4.38 36.6 16.7 5.75 1.37 8.84 1.60 144 27.9 4.35 31.3 14.1 4.89 1.36 7.50 1.58 118 23.2 4.27 26.0 114 3.97 1.33 6.10 1.55 in. 11.6 11.5 11.6 11.5 11 4 12.0 11.9 11.8 10.1 10.0 9.85 9.73 9.63 9.54 9.48 9.42 9.48 9.39 9.30 10.0 9.89 9.81 0.293 0.180 0.103 0.0704 15.1 10.9 7.53 5.11 3.56 2.48 1.82 1.39 1.51 0.976 0.583 0.622 0.402 0.239 1 -25 1 W12 W10 Torsional Properties J C in. in 2.10 3570 1.58 3160 1 71 1880 1.26 1650 0.906 1440 0.741 879 0.457 720 0.300 607 164 131 96.9 80.4 6020 5150 4330 3630 3100 2640 2320 2070 1200 992 791 414 345 275 9 5.09 35.4 96.3 18.8 414 21.6 4.29 2.14 0.874 3.35 1.06 9.85 0.233 104 17 6.08 36.9 81.9 16.2 4.05 18.7 3.56 1.78 0.845 2.80 1.04 9.78 0.156 85.1 4# 3+5 63.3 19'9 3195 4678 £99 --1-.45 44144 •141 0■194 .3 12 9.43 46.6 53.8 10.9 3.90 12.6 2.18 1 10 0.785 1.74 0.983 9.66 0.0547 50.9 Nominal Size Thickness Wt. /ft F 4x3 II 6 /16 I 1 /4 12 70 I 1051 COLUMNS Rectangular structural tubing Allowable concentric, loads in kips, 4_x2 1 /2 x2 gx 2 1 3 /16 I 6/16 1/4 3/16�� 3 I 1 /4 I 3 /16 7/4 3 815 II1058I 881 687 II 881 l 687 11 711 i 559 1) 46i ksi 0 103 85 66 86 71 56 71 56 58 2 97 80 62 77 65 51 66 52 52 3 93 77 60 71 47 63 49 48 5 83 69 54 56 46 38 54 43 37 6 77 65 51 47 41 33 49 39 31 1 5, 26 7 71 60 47 36 32 27 43 34 24 21 9 57 48 38 22 20 16 30 25 15 13 cri m 11 40 35 29 15 13 11 20 17 10 12 34 30 24 12 11 9 17 14 8 7 0 13 29 25 21 8. 14 12 14 25 22 18 12 10 15 22 19 15 11 9 16 19 17 14 8 17 17 15 12 18 15 13 11 19 12 10 C rn C a> a) U a) W Properties A (in 2 3.73 3.09 2.39 3.11 2.59 2.02 2.59 2.02 .2.09 1.64 I (in 4 7 45 6.45 5.23 5.32 4 69 3.87 3.97 3.26 2.21 1.86 I (in 4 4 71 4 10 3.34 1 71 1.54 1.29 2.33 1.93 1 15 0.977 r lr 1.26 1.25 1.25 1 76 1 75 1 73 1.31 1.30 1.38 1.38 T (in) 1 12 1 15 1 18 0.743 0 770 0,798 0.948 0.977 0 742 0.771 B 1 Bending 1 00 0.957 0.915 1 17 1 10 1.04 1 14 1 09 1 42 1.33 B J factors 1 19 1 13 1.07 1.81 1 6B 1.57 1.39 1.31 1.81 1 6B a /10 1 11 0.962 0.779 0 792 0 699 0.576 0.593 0 485 0.329 0.277 a /10 0 702 0 611 0 498 0.256 0.229 0 192 0.347 0.287 0 172 0.146 Note Heavy line indicates Kl /r of 200 AMERICAN INSTITUTE OF STEEL CONSTRUCTION 1, Y T" STRUCTURAL TEES Y x x Cut from W shapes d Dimensions Depth Stem Area Flange of Dis- Designation Area Tee Thickness t,, 5° Width Thickness tance d t 2 b, t, k In a In. In In. In. I In. In In. VT 4 x33.5 9.84 4.500 4' 0.570 3 /16 5 /,e 2.56 8.280 814 0.935 /i6 1 x29 8.55 4.375 4 0.510 12 14 2.23 8.220 81/4 0.810 16 6 1 1'' x 24 7.05 4.250 41/4 0.400 3/4 3 /16 1.70 8.110 81/4 0.685 "/A6 1 x 20 5.87 4.125 4 0.360 3 /6 3 /16 1 48 8.070 8' /a 0.560 3/46 1 x 17.5 5.14 4.060 4 0.310 5 /,6 3 /16 1.26 8.020 8 0.495 1 /2 1 x15.5 4.56 4.000 4 0.285 346 3 /16 114 7.995 8 0.435 'ha 1 3/46 VT 4 x 14 4 12 4 030 4 0.285 She 3 /,6 1 15 6.535 61/2 0:465 '/A6 1 Vie x 12 3.54 3.965 4 0.245 '/4 1 /6 0.971 6.495 61/4 0.400 3 /6 VT 4 x10.5 3.08 4140 41/4 0.250 1 /4 1 /e 1.03 5.270 51/4 0.400 3 /6 X 9 2.63 4.070 4 0.230 1/4 1 /6 0.936 5.250 51/4 0.330 3/4e 3 /4 VT 3 x 12.5 3.67 3.190 314 0.320 x 10 2.94 3.100 31 0.260 x 7.5 2.21 2.995 3 0.230 MI 6 /1e 3 /+e 1 /4 1 /e 1/4 1/9 1.02 .6.080 6 0.455 /,6 0.806 6.020 6 0.365 3 /e 0.689 .5.990 6 0.260 1 /4 1 1 3A, 3 /4 5 /e VT 3 X 8 2.37 3.140 31/2 0.260 1 /4 Vs 0.816 4.030 4 0.405 3 /6 3 /4 x 6 178 3.015 3 0.230 1 /4 1 /6 0.693 4.000 4 0.280 1 /4 5 /a x 4.5 1.34 2.950 3 0.170 3 /6 1 /a 0.502 3.940 4 0.215 3 16 9 /T 2.5x 9.5 2.77 2.575 2 0.270 1 /4 '/e 0.695 5.030 5 0.430 7 /16 t3/46 x 9 2:34 2.505 21/4 0.240 1 /4 1 /8 0.601 5.000 5 0.360 3 /e 3 /4 AMERICAN INSTITUTE OF STEEL CONSTRUCTION ;.Norte hai d alt. T Ft i-b- 'Si 93:5 29 24 20 17.5 111111 11.1 s 1111111 NMI Y STRUCTURAL TEES y t, t 'T" Cut from W shapes x x d Properties r 7.9 10.9 3.05 1.05 0.936 44.3 10.7 2.12 8.6 9.12 2.61 1.03 0.874 37.5 9.13 2.10 10.6 6.85 1.97 0.988 0.777 30.5 7.52 2.08 11.5 5.73 i .69 6.988 0.735 24.5 6.08 2.04 13.1 4.81 143 0.967 0.688 21.3 5.31 2.03 15.5 14.0 4.28 1.28 0.968 0.667 18.5 4.64 2.02 14 14 1 4.22 1.28 1.01 0.734 10.8 3.3i 1.62 12 16.2 3.53 1.08 0.999 0.695 914 2.81 1.61 10.5. 16.6 3.90 1 18 1 12 0.831 4.89 1.85 1.26 9 17 7 3.41 1.05 1 14 0.834 3.98 1.52 1.23 IT 2 x 6.5 1.91. 2.080 2' /a 0.280 1 /4 1 /a 0.582 4.060 4 0.345 3 /e "A 6.5 7 4 0.526 0.321 0.524 0.440 1.93 0.950 1.00 12.5 10.0 2.28 0.886 0.789 0.610 8.53 2.81 1.52 10 1 176 0.693 0.774 0.560 6.64 2.21 1.50 7.5 13.0 141 0.577 0.797 0.558 4.66 1.56 145 8 12.1 1.69 0.685 0.844 0.676 2.21 110 0.966 6 13.1 1.32 0.564 0.861 0:677 1.50 0.748 0.918 4.5 17 4 0.950 0.408 0.842 0.623 1 10 0.557 0.905 9.5 9.5 1.01 0 485 0.605 0.487 4.56 1.82 1.28 8 10.4 0.845 0.413 0.601 0.458 3.75 1.50 1.27 AMERICAN INSTITUTE of STEEL CONSTRUCTION Y Axis X X Axis Y Y l 2,N2E I CC_ \QSQaFy Qa 10 I S r y I S r Fy 36 ksi s ;';pr's; PRIN In. In 3 J In. In. In 4 In. In. j 0 C VT 2.22 4.055 4 16.6 3. 2R �tn n 499 nueo �2Z6. x 6.5 1.92 ,3.995 4 0.230 '/4 16 0.919 4 0.255 1 /4 1 1/46 6 I 6.5 17.4 2.69 0.974 1 1.23 1.03 1.3 1 0.683 0.843 t x 5 1 48 3.945 4 0.170 3 /,a 'Ye 0.671 3.940 40.205 3 /,6 file 5 23.2 2.15 0.717 1.20 0.953 1.05 0.532 0.841 0.913 132 Where no value of CC or Q is shoWni the Tee complies with the noncompact section criteria of Specifi- cation Sect. 85 1 BOLTS, THREADED PARTS AND RIVETS Shear Allowable load in kips ASTM Conn Desig- ection nation Type' TABLE I -D SHEAR Hole F v Load 1 5/e I 3 /4 1 1/4 1 1 11 1/2 1 11/4 1 1% 1 11/2 Type ksi ing` Area (Based on Nominal Diameter) in. .3068 1 4418 1 .6013 1 7854 1 .9940 1 1.227 1 1 485 1 1 767 A307 STD 10.0 S 3.1 4 4 6.0 7.9 9.9 12.3 14.8 17 7 NSL D 6.1 8.8 12.0 15.7 19.9 24.5 29 7 35.3 STD 17.0 S 5.22 7.51 10.2 13.4 16.9 20.9 25.2 30.0 D 10 4 15.0 20.4 26.7 33.8 41 7 50.5 60 1 SCe OVS, 15.0 S 4.60 6.63 9.02 11.8 14.9 18.4 22.3 26.5 Class SSL D 9.20 13.3 18.0 23.6 29.8 36.8 44 6 53.0 A LSL 12.0 S 3.68 5.30 7.22 9.42 11.9 14 7 17.8 21.2 D 7.36 10.6 14 4 1 23.9 29 4 35.6 42.4 N 1 STD 1 21.0 1 S 6.4 9.3 I r1 I 25.3 .0 417 51.5 62.4 74.2 O X STD 30.0 S 9.2 13.3 18.0 23.6 29.8 36.8 44.5 53.0 m NSL D 18.4 26.5 36.1 471 59.6 73.6 891 106.0 STD 21.0 S 6.44 9.28 12.6 16.5 20.9 25.8 31.2 371 D 12.9 18.6 25.3 33.0 417 51.5. 62.4 74.2 SCe OVS, 18.0 S 5.52 7.95 10.8 14 1 17.9 22.1 26 7 31.8 Class SSL D 11.0 15.9 21.6 28.3 35.8 44.2 53.5 63.6 A A490 LSL 15.0 S 4.60 6.63 9.02 11.8 14.9 18.4 22.3 26.5 D 9.20 13.3 18.0 23.6 29.8 36.8 44.6 53.0 N STD 28.0 S 8.6 12.4 16.8 22.0 27.8 34 4 41.6 49.5 NSL D 17.2 24 7 33.7 44.0 55.7 68.7 83.2 99.0 X STD 40.0 S 12.3 17 7 24 1 31 4 39.8 49 1 59 4 70.7 NSL D 24.5 35.3 48.1 62.8 79.5 98.2 119.0 141.0 A502 -1 STD 17.5 S 5.4 7 7 10.5 13.7 17 4 21.5 26.0 30.9 u) D 10.7 15.5 21.0 27.5 34.8 42.9 52.0 61.8 i A502 -2 STD 22.0 S 6.7 9 7 132 17.3 21.9 27.0 32.7 38.9 :A502 -3 D 13.5 19 4 26.5 34.6 43.7 54.0 65.3 77 7. A36 N STD .9.9 S 3.0 4 4 6.0 7.8 9.8 12.1 14 7 17.5 (F„ =58 ksi) D 6.1 8.7 11.9 15.6 19 7 24.3 29 4 35.0 X STD 12.8 S 3.9 5.7 7 7 10.1 12.7 15.7 19.0 22.6 D 7.9 11.3 15.4 20.1 25.4 314 .38.0 45.2 .A572, Gr 50 N STD 11 1 S 3.4 4.9 6.7 8.7 11.0 13.6 16.5 19.6 (F„ =65 ksi) 'D 6.8 9.8 13.3 17 4 22.1 27.2 .33.0 39.2 X STD 14.3 S 4 4 6.3 8.6 11.2 14.2 17.5 21.2 25.3 D 8.8 12.6 17.2 22.5 28.4 35.1 42.5 50.5 A588 N STD 11.9 S 3.7 5.3 7.2 9.3 11.8 14.6 17 7 '21.0 (F„ =70 ksi) D 7.3 10.5 14.3 18 7 23.7 29.2 35.3 42.1 I X I STD 1 15.4 S 4 7 6.8 9.3 12.1 15.3 18.9 22.9 27.2 D 9 4 13.6 18.5 24.2 30.6 37.8 45.7 54 4 8 SC Slip critical.connection. N: Bearing -type connection with threads included in shear plane X. Bearing -type connection with threads excluded from shear plane. b STD Standard round holes (d 1/46 in.) OVS Oversize round holes LSL. Long slotted holes normal to load direction SSL. Short- slotted holes NSL. Long -or short- slotted hole normal to load direction (required in bearing -type connection). S Single shear D Double shear For threaded parts of materials not listed, use F, 0.17F„ when threads are included in a shear plane, and F,, 0.22F„ when threads are excluded from a shear plane To fully pretension bolts 11/2-in. dia. and greater special impact wrenches may be required. When bearing -type connections used to splice tension members have a fastener pattern whose length, measured parallel to the line of force exceeds 50 in. tabulated values shall be reduced by 20 See AISC ASD Commentary Sect. J3.4 AMERICAN INSTITUTE OF STEEL CONSTRUCTION Nominal Diameter d, in. ADHESIVE ,ANCHORING INSTALLATION INSTRUCTIONS E3, NOTE: Always check cartridge expiration date. Do not use expired product. IRDEE'PREPARATIDN for horizontal,. vertical .and.overhead,applications. 1..DrIll= Drillholeto :2..13Iow— Remove.dust :specified diameter 'from .holezwlth.oil -free .and depth: :compressed:aicfor.:a: minimumof:*seconds. ;CARTRIDGEPREPARATJDN .1 ;Check -Check :2.:Dpen -Open .cartridge:expiration -.cartridge .date. Domohuse _per .,package iexpiredproduct. °instructions: 'Product:is:usable; .until: end:of,:printed: ^expiration:rnonth. if II L'INGTHEi llni: Prepare :the.hole_per:instructions 'HolePreparation' !Dryand:Damp Holes: Water Filled Holes: (SET AT:only) ;Vertical•Anchorane g�yp1 'p ¢SAN•. v_ aiR���i:.ti7dMY1;�.ti :tii Concrete.. Brick, Hollow and Grout -FII led' CMIJ 4 seconds (min.) e�- be• i' o 80 psi min. F.or,AT,:SET,'ET.and ETF -1 :Fill—Fill '/z full, starting :from :bottom: of hole .to,prevent :air Withdraw .nozzle.as:hole #ills :up. 7 Fill -Fill hole comoletely starting from bottom.of :hole to.prevent water pockets. Withdraw nozzle as hole fills up. Attach-Attach proper :Simpson, mozile:to :cartridge: Do<nbt modify :nozzle. Cam WARNING: When drilling and cleaning hole use eye and lung protection. When installing adhesive use eye and skin protection a :3.: Brush- Clean°:with .a.nylon:brush.:for a •minimum:.of 4:cyeles, 2. •Inserlhlnsert clean free :anchor; turning :slowly:until the :anchor. contacts :the bottom:of the hole. 2. Insert —Insert clean, oil tree anchor, turning slowly,until`the anchor contacts the bottom:of the hole. ;4.4nsert -Insert cartridge: intotool: b 4. 80 psi min. f4. :Blow R em ove. d u st from bole :with .oihfree compressed.air fora: minimum:of4:seconds. 4 seconds (min.) i5, :Dispense= Dispense ;adhesive ;to the:side.until;.properiy:mixed. •(urilform;color). .3.:Do:notdisturb— .Do not: disturb. anchor.until :fully :cured. (See cure schedule -for: specific :adhesive.) 3.;Do.not:disturb— ;Do not :disturb ,anchor'until fully cured. (See cure schedule for specific adhesive.) SIMPSON fongTie: fixNOHOR'oyBTEM5" ,.m Installation instructions continued on page 18. •P 17 :11.441, .AOHESIVE ANCHORING INSTALLATION INSTRUCTIONS Continued from page 17 fILLING HOM 'Prepare the hole-per instructions 'Hole Preparation' 14 r y.-y....0 '1 Install—install Simpson ARC.adhesiveretaining Lap (recommended). FILLING7111EIHOLE: Prepare:the 'Hole4?reparattoff 1 Fill—Fill sereemcompletely. Filltronithe bottom:Of the.screen-and withdraw thapozzle aslhescreen fillslo,preventiairpocketS. (OptiAllesh„screans::Close .integral.cap afterfilline.) TIIIINGfifIEHDLE:; Prepare.the-hole:perinstructions !Hole-Preparatiop! 1 Insert—Insert the VGC capsule(s) to the bottom of the hole (either end first). RRZWPVq'l:VX;r::iftMtkd- Horizontal and .0verhead SET,fET and.-ETE ..Witemlinchotintimith!Screens: ForAT,IT,:and:SET orSET1:7KTA) 2. Install—Install double nut to protect thread. ZOMI=ti :2. I hele.Y2 full, startin g.from. bottom of hole-to;preventair pockets. -Withdraw nozzle as-hole ..2.insertInsert adhesive filled screen into hole: 31GCltinvIester Glass (Hammer Capsule) t' fff 111■1 ■1111■111,1 y 1, InsertInserticlean free anchor-turning slowly until theanchor contacts the bottom of the hole. 111111111111111111111.V.:,..%;',I1 WO' Insert.-Insert clean; oitfree anchor, turning slowly until .the:-anchor contactslhe :bottom Of:the:screen: if d o 3. Drive—Drive stud or .4. Do narlisturb—Do not radio the bottom of disturb anchor until the hole:Spinning fully cured. (See cure of the stud or rod .schedule for VGC.) is not required. VGC is not recommended loroverhead applications. 9 4. .4 Do not disturb anchor until. 'fully cured. .(See.cure :schedule.for specific adhesive,) ■,1111111111111111114,..:. Ata l MAW 4...Do!notdisturb.DO:not disturb anchor until; fu Ily. cured ..(See: cure' schedule adhesive) SIMPSON 11:SttongL,Tiel IvAnicHowayerEnhs;.: th 2 2 t/) 0 1 20 Epoxy Tie SET epoxy is a two component, low odor, 1 ratio, 100% solids epoxy -based adhesive for use as a high strength, non shrink anchor grouting material. Resin and hardener are dispensed and mixed simultaneously through the mixing nozzle. SET meets or exceeds the ASTM C -881 specification for Type I, II, IV and V, Grade 3, Class B and C. Threaded rod anchoring Rebar dowelling Bonding hardened concrete to hardened concrete Pick proof sealant around doors, windows and fixtures Paste -over for crack injection ICC -ES ESR -1772; City of L.A. RR25279; Florida FL 5550.3; Metro Dade 01 1026.02; Caltrans approved; multiple DOT listings; NSF /ANSI Standard 61 (193 0/1000 gal) except SET1.7KTA. SET- PAC -EZ covered by ICC -ES, City of L.A. and NSF /ANSI listings only 5 The Load Tables list values based upon results from the most recent testing and may not reflect those in current code reports. Where code jurisdictions apply, consult the current reports for applicable load values. CODES: APPLICATION:. Surfaces to receive epoxy must be clean. For installations in or through standing water, see page 13 for details. The base material temperature must be 40 °F or above at the time of installation. For best results, material should be 70° 80 °F at the time of application. Cartridges should not be immersed in water to facilitate warming, To warm cold material, the cartridges should be stored in a warm, uniformly heated area or storage container for a sufficient time to allow epoxy to warm completely. Mixed material in nozzle can harden in 5 -7 minutes at a temperature of 40 °F or above. INSTALLATION: SHELF.LIFE:' 24 months from date of manufacture in unopened side -by -side cartridge. SET PAC -EZ cartridge 18 months from date of manufacture, unopened. STORAGE 'CONDITIONS: For best results store between 45 °F 90 °F To store partially used cartridges, leave hardened nozzle in place. To re -use, attach new nozzle, COLOR: When properly mixed SET adhesive will be a uniform light gray color. :CLEANUP: Uncured Material —Wipe up with cotton cloths. If desired scrub area with abrasive, waterbased cleaner and flush with water. If approved, solvents such as ketones (MEK, acetone, etc.), laquer thinner or adhesive remover can be used. DO NOT USE SOLVENTS TO CLEAN ADHESIVE FROM SKIN. Take appropriate precautions when handling flammable solvents. Solvents may damage surfaces to which they are applied. Cured Material Chip or grind off surface. TEST CRITERIA: Anchors installed with Epoxy Tie (SET) adhesive have been tested in accordance with ICC -ES's Acceptance Criteria for Adhesive Anchors in Concrete and Masonry Elements (AC58). ICC -ES report ESR -1772 recognizes SET adhesive for the following: Seismic/Wind Loading. Long Term Creep at Elevated Temperature. Static Loading at Elevated Temperature. Damp and Water Filled Holes. Freeze -Thaw Conditions. Critical and Minimum Edge Distance and Spacing. In addition, anchors installed with Epoxy Tie (SET) adhesive have been tested in accordance with ICC -ES's Acceptance Criteria for Unreintorced Masonry Anchors (AC60). PROPERTY See pages 1718. Resin white; Hardener black. TEST INTRO Consistency ASTM C 881 Heat Deflection ASTM D 648 Bond Strength (moist cure) ASTM C 882 Water Absorption ASTM D 570 Compressive Yield Strength ASTM D 695 Compressive Modulus Gel Time (75 °F) CHEMICAL RESISTANCE ASTM D 695 ASTM C 881 Lil�iLkf Non- Sag/Thixotropic Paste 136 °F (58 °C) 3,218 psi (2 days) 3,366 psi (14 days) 0.110% (24 hours) 5,065 psi (24 hours) 12,650 psi (7 days) 439,000 psi (7 days) 30 min. 60 gram mass 60 min Thin film Very good to excellent against distilled water, inorganic acids and alkalis. Fair to good against organic acids and alkalis, and many organic solvents. Poor against Ketones. For more detailed information visit our website or contact Simpson and request Technical Bulletin T- SAS- CHEMRES06. SET lHigh,StrenglhEpoxy SET Cartridge Systems b013.0i)y Ydbnces (pUtif inches)' 1.7 (3.1) SET1.7KTA SETPAC -EZ U.S. Patent 6,634,524 SUGGESTED SPECIFICATIONS: side -by -side SET5b SIMPSON '5trongTe: .I rlJCHORiSYSTEMS SET1 7KTA tIP10. ATANt j ..;.tee S-EEf:PAtCES A7 FDRhiNST'AI ATI:Oi aituh;? ■Dispeiisrjgr Adaptor Included 12 for Standard EMN1.7 Caulking Tool (2 included) OUT1:OforHl0 :..._.:...r,;: t t ;FAG; EZ (16 2} s zv ki Tb ,tldal stanifai T2shicludedz ,2. I 22 side-by-side 10 I EDT22B,EDT22AP EMN22 orED722CKT SET56(' (1011 "'js de byside) i 6 EDTO&AP EMN5D. I 1 Bulk containers also available, call Simpson for details. 2. Cartridge Estimation Guides are available on pages 56-52. 3..Detailed information on dispensing tools, mixing nozzles and other adhesive accessories is available on pages 72 -77 4. Use only appropriate Simpson mixing nozzle in accordance with Simpson's instructions. Modification or improper use of mixing nozzle may impair epoxy performance. Anchoring Adhesive shalt be a two component 100% solids epoxy based system supplied in manufacturer's standard cartridge and dispensed through a static mixing nozzle supplied by the manufacturer. Epoxy shall meet the minimum requirements of ASTM C -881 specification for Type I, II,.IV and V Grade 3, Class B and C and must develop a minimum 12,650 psi compressive yield strength after 7 day cure. Epoxy must have a heat deflection temperature of a minimum 136 °F (58 °C). Adhesive shall be Epoxy -Tie SET 1rom Simpson Strong -Tie, Pleasanton, CA. Anchors shall be installed per Simpson Strong -Tie's instructions for Epoxy -Tie SET. djdstrnij atO '"2t;L..- SET iiighStrengthipoxy Cure Schedule I .P OOrP t0 1 1 01 41 ui'vf FrefriPqr4ii!r-PA 40 1 4 1 72 hrs. I 65 f24jis..9 85 I 29 I 20 hrs. 1 I::90f1, m21. f Improperly Prepared Holes 41-16i61141Oivii ,01plelfin8BrushetlijiiiHolelldoi1BruOeclAI 0.97 0.63 1 Hole depth was over-drilled to account for dust in hole to achieve required embedment depth. Tension Loads tor Threaded Rod Anchors in Normal-Weight (continued on next page) T In Temperature Sensitivity 113061MatariagrRei*Otii? 'gorliPOraltitefrAii4006; 40 I 4 I 100% I 1 Ruler to temperature sensitivity chart for allowable bond strength reduction 1 tortemperature. See page 13 for I 110 I 43 00% more intoirnation. VtAgi .7 115i4:, 35P/ 2. Percent allowable load may be linearly I 150 1 66 1 44% interpolated for intermediate base A 3. m t Optional testing with SET adhesive was done in compliance with ASTfV1E488 to.determine the effect of concrete dust left in the hole on the performance of.Mis adhesive. The load adjustment-factors In. the table were developed from the results of those tests. 1f.IfkiP ifonsionload1Baseli-ontBonthStrongth; 413 61/4 .1E#1111) Vial! use 'aft .f110:: 101a Bit OPON •JA3far 111.1931:01 i'093; ISAP41:40)' (A304S3P 3 34(rnPl3 i 4 01 1 111) Lifli(a)ti: (A1164y l ill''''' itie(klOf ri lbi ;41011i.: filbt;1(4NYJ .tIti$: 1 3/4 2 5/8 7 1 1,900 485 475 i 1,90D 1 475 (44) (67) (178) 1 (8.5) (2.2) (2.1) 1 18.5) 1 /2.11 3/8 1 3 '1/2 5 1/4 14 10,260 119 2;550 10,280 1 97 1 2,570 /2 1 (9.5) (89) (133) (356) (45.4)__ (0.5) (11.3) 05.7)1 (0.4) I (114)1 4 1/2 63/4 1 18 10,613 1 84 2,655 10,613 1 1 2,655 (114) (171) I (457) (47.21 I (0.4) (11.8) 147.21 1 I (11.8) w41500 17-1 ;f21,0 t '11On -t 'VD,* ;7431# I 11' igtl ;4._ 4 1;1. 11 ,90P 1 io,-6), '(2ifty.; i_d qgo612r., 1:-..41.61:1' f(2Ny 1- 1,695 6,780 11:4 i i l':#1414 46 f ,i 7 41 ;7tIL 4 4 2 7 5 1(8 J• It :oPli '713: 1 'L3;44k 1 Allig i (J.'F 011y.11; a qz1t),:ii!.132*,..1.!7,4512): 1 (81op‘.„1. t2 1) 1 .48(dfl :,i,-, 1 2 1/2 3 3/4 10 6,780 I 315 Iltiff ?.'"r fi G(108) f. 41641 S45212 Ig8:74 153: 1 af556 i Q 5 43640 (64) (95) (254) (30.2) 1 (1.4) (7.5) (30.2) 3 3/41 5 5/8 15 4,190 (95) I 1143) (381) (18.6) 5 7 1/2 I 20 26,700 1 1 121 6,680 1 32,200 1 964 (1271 (191) (508) (118.8) 15.0) (29.711 (143.2U (4.3) 7,515 1 (33.4) 5/B 3/4 115.9) 7 3/16 10 7/8 28 3/4 (183) (276) 1 (730) 1,695 (7.5) 1 4,875 I (21.7) 8,050 5 87 5 (35.81_ (26.1) 8,200 (36.51 2,165 4,535 3,630 (9.4) (20.2) (16.1) 12,660 10,120 (56.3) (45.0) 9 3/8 1 14 1/8 37 j 33,402 1 1 198 8,350 33,402 1 238 1 (359) 1. (146.61 1 (5.31 (148.t 1 8 (3. 5 1) 31/81 -i51/16' 3 1: T21621, i ',31866:, r t 86 't ,P2U 129) ir.34j'i (117) 1172) ii(177:1) 4fr (1 17,21 9Y ik ..:75/8: i 4 i.' i: ii: L: 7g4,_k:?:• I12 1194Y: 614 '..1: .1- 13204. )1: Ir._ J quz:2y...4: 44_ ii i. 167,3/41 -11011/1Vr :21: ;'11 1 i '10;525. 1../42(.41111 '1;575 16;620 18.1466.- 161230 124001 .iloilk (17.1) (25)1,..;(686)...q'. '..(1.876),qi ,01818f (1 ;....,.f:f..4.4t2rr_ OtSi :144-14 ~(54:4,- 0. -11 -;35' 'i iii i e 1' 4! 1 ,44 11 .1 .13431 .014) 1(49 11 1 .!(6011L 111/4 1 716.1/8. 46. I 446344 408' 1 11 1 ;471634 il '.1: 114910 1. i i o i 1(286): ''Ir :(429): .(1i143) (2110) 1 fan 4..153:0). .1 4211'.:9) '1. .7 1 ;(53;0). ..j:.... See Notes on Next Page *See page 7 for an explanation SIMPSON 1 StroxigMe i i. ..,ADICHOR:SYSTEMS; of the load table icons -1 Diameters on next page 21 imprtiamiaroorimme., zs. SET IlighStreasth Epoxy Tension and Shear Loads for Threaded Rod Anchors in 8-inch Light- weight, Medium-Weight and Normal-Weight Grout Filled CMU Tension and Shear Loads for Threaded Rod Anchors in Lightweight, Medium-Weight and Normal-Weight Hollow CMU aFA endue ette I ige wise att Allowable Tension and Shear Values INCLUDING Earthquake Loadsz Ir-'15/8r -Is62.5 Ykb6,(78 pt rmiffigtkawaitifi27/Qjoit) 414,,o897.j;ie508nfrii28l9oi,..4 042 21 rou6012. I 3/4 I 718 I 5 I 3 I 3 1/2 I 20 I (19.1) I (127) (76) (89) I (508) I 1,625 I (7.2) Pi theal 10 4 I S I I itirPIYIUVO 10*4101140d04,1 00* D i I, t itliiTtyl 1410161) 14Ultimate ;IitAllowebleflUltimatef Allowablel J 0# .N)44,44.100 0.4q;i(gik ftlf2§‘,10om Anchor instated Anywhere on the Face of the CMU Wall (See Figure 1) 1 411. iar1 7- 11r 1 ,/L '.1; (3812: gikb6t_ C",,i(43)LI! '("432L :i.f(AT9)11 !i(d042;t:',:,„‘ 6,1.(3011. 5/8 5 20 20 20 8,232 (127) (508) (508) (508) (36.6) 11,4)9`1145 ,P7 pi. 4 2,060 1 13,676 1 3,420 (60.8) 00, 7 ":476.Mg.1 r. Vil1 1 Threaded ads must comply with ASTM A 307-minimum. 2. Values for 8-inch wide CMU Grade N, Type II concrete masonry units conforming to UBC Standard 21-4 or ASTM.C90. The masonry units, when grouted, must be fully grouted with grout complying with UBC Section 2103.4, or. IBC Section 2103.12. Mortar is prepared-in accordance with Section 2103.3 of the UBC and UBC Standard 21-15, or IBC Section 2103.8. The minimum specified compressive strength of masonry, f'm, at 28 days is 1,500 psi. 3. Embedment depth is measured homing outside lace of the concrete masonry unit. 4. Allowable loads may be increased 33 for short-term loading due to wind forces or seismic forces where permitted by code. 5. Refer to In-Service Temperature Sensitivity chart for allowable load adjustment for temperature. 6. The tabulated allowable loads are based on a safety factor of 4.0 for installations under the UBC. For installations under the BC and IRC, use a safety factor of 5.0 (multiply the tabulated allowable loads by 0.80). 7 Refer to allowable load adjustment factors for end distance, edge distance and spacing on page 34. Tension and.Shear Loads for Threaded Rod Anchors in 6 and 8-inch Lightweight, Medium-Weight-antl•Normal-Weight Grout Filled CMU Anchor Installed in Cell Opening (Top of Wall) See Figure 3 11= WIN :40iiiii 64.000.41PO400,010.1V10.1giredta* 1 Tension- lW 01 ligijiiiiii0,0i,l1 I A% k ij 11 MbiNkti) SatiO(kNrit Allowable Tension and Shear Values EXCLUDING Earthquake Loads' tie,u 4/44 N .1,49 -4 11,,,,,r" -1) .elitl tiiki,*dy Ank4 imire) i ispri, lraTr 'fii ,7 1em Tvr mmgRil mojoqes vo,p44 (19.1) 3,140 I 2,380 (14.0) (127) (76) (89) (508) I 1 (10.6) 5 1. 01041 11:1 ,w, A i'„,i(el'i.27)21 ka(716)L,.., (55! _2_ 3/4 I 7/8 5 I 3 I 3 1/2 I 20 "girfg,' Jcs illiAP V7if 3 141`M 4 100iOPE i lif ciyrkt t4of Nr ;(06 :;f1 iit 16 1f&ga. di(dta. i,,KA§49r .lOgn:Als. 414_1 Fig mum ono I I igomir 44tipt .1 lisfaktifighiwtoiloiamostiairaolaiiiiaivA A90);a:114ptpuilitt 1Eilibie6! *HOF s i Viii0-414:t...A100§polontmiA#00.0Wie. 11 11,0 i :1 ict '27 7 it A glirioliiii) g ty ink 1 ).„,:tillijnif AitiliiiiiitelIVAltdOiii6:4MiltiiiiiinitAllqi6alit0 w ''-(i'z "41 turvic lornij 7,. r4 :A E; '1 k Anchor Installed in Face Shell tY/ Simpson ETS (Carbon Steel) Screen Tube (See Figure 4) '5/8I,. 71 1 i4PTIMICZ "11PN'zigg air 1 0: Pflr :36PS- v 46 .16y..,.;11: 1(88isr zorbld6r 4.1i.,140716)!..g .4370) 0,„liff01:7?464)14:mpe_ -*O., 314 l 1 3 1/2 4 4 5/8 220 360 (19.1) (88.9) I (101.6) I (1 1 7.5) I I (1.0) I I (1.6) I I I I I I 1. Threaded rods must comply with ASTM A 307 minimum. 2. Values for 6 and 8-inch wide CMU Grade N, Type II concrete masonry units conforming to UBC Standard 21-4 or ASTM C90. The masonry units, when grouted, must be fully grouted with grout complying with UBC Section 2103.4, or IBC Section 2103.12, Mortar is prepared in accordance with Section 2103.3 of the UBC and UBC Standard 21-15, or IBC Section 2103.8. The minimum specified compressive strength of masonry, cm, at 28 days is 1,500 psi. 3. Embedment depth is measured from the outside face of the concrete masonry unit torinstallahons through a face shell. 4. Allowable loads may not be increased for short-term loading due to wind forces or seismic forces. 5. Refer to In-Service Temperature Sensitivity chart for allowable load adjustment for temperature. 6. The tabulated allowable loads are based on a safety factor 01 4.0 for installations under the UBC. For Installations under the IBC and IRC, use a safety factor of 5.0 (multiply the tabulated allowable loads by 0.80). 7 Anchors must be spaced a minimum distance of lour times the anchor embedment. 8. Screen tubes not for use with SET1.7KT or SET1.7KTA. See page 7 for an explanation of the load table icons Figure 4 Figure 1 'MINIMUM CRITICAL EDGE 01514110E EDGE DISTANCE r ISLE LOAD TABLE) INSIALLATIOU III THIS AREA FOR REDUCED ALLOWABLE LOAD CAPACITY -I A mi 4;`, i \K* MINIMUM DISINICE J mui A ir s DISTANCE CRITICAL DIET 'ISEE LOAD TABLE) Ai I I fii ie k 111 DISTALLATIONSIN This AREA FOR FULL ALLOWABLE LOAD CAPACITY Shaded Area =.Placement for Full and Reduced Allowable Load Capacity In Grout-Filled CMU Figure 3 Edge .4 SIMPSON 4 r ::,-a: 1-----.Eo Anchor installed in cell opening (top of wall) 1 Allowable Tension and Shear Values EXCLUDING Earthquake Loads may ndt be increased for wind forces. Algsp., 1 2. Allowable Tension and Shear Values INCLUDING Earthquake Loads may be increased 331/2% 1,695 for wind tomes or seismic forces where permitted by code. (7:5) 3. Also so see notes 1-3 and 5-7 below. Anchor installed in lace shell w/screen tube in hollow cell 27 34 E; iris= i' SET Technical information Load Adjustment Factors for SET Adhesive in Face at Wall Installation In 8' Grout Filled CM: End /Edge Distance and Spacing, Tension and Shear Loads Haw to use these charts: 1 The following tables are for reduced End and Edge Distance and Spacing, 2. Locate the anchor size to be used for either a tension and /or shear load application. 3. Locate the embedment (E) at which the anchor is to be Installed. 4. Locate the end or edge distance (C or spacing (S at which the anchor is to be installed. End Distance Tension (f I Dia. 1/2 I 5/8 I 3/4 I 4.1/4 I 5 63/4 I .act C 17 I 20 27 (in) I Cmin 4 I 4 4 I twain 1.80 I 0.84 0.54 4 it i,:..lA 1.00 I 0.84 0.54 8 i:U '.iii•':a 1.00 0.88 0.62 I 12 la "'r;Sii 1.00 I 0.92 0.70 I 16 If`,,ue s3AiA8 1.00 I 0.96 0.78 17 Is..: zit It" 1.00 I 0.97 0.80 20 fr ,i's1 I ;i ill 1.00 I 0.86 c,E. 24 SiiL:: p uu! €%-'��i;.,'i .a,��l 0 .94 27 It"...:7,1V_M'Big°.;l0PIIIiiii;WIFti 1.00 i See Notes Below. End and Edge Distance Shear (1 Shear Load Perpendicular to End or Edge Dia. 1 1/2 1 5/8 3/4 E I 41/4 I 5 6 3/4 Ca1 Car I 17 I 20 ii 27 (in) I Cain 1 I 4 1 1 0.43 I 0.25 IF:IYill.!;'!1( 0.43 I 0.25 0.61 0.44 0.78 0.63 I 16 ifCtriiigli 0.96 0.81 I 17 .;ti ,:ii l 1.00 0.86 1 ,cant I 24 I 27 Spacing Tension (f I Dia. I 1/2 f j 4 1/4 sect I Su I 17 (in) i Smin 1 8 I femin I 0.80 8 I'•'': ?I 0.89 0.81 12 1- it 0.94 1 0,87 16 a'. :.;?i l 0.99 1 0.94 17 G' it 1.00 I 0.95 20 If' ":'.I fl 1.00 24 27 1` .9" ..:_tl: 5/8 6 20 8 0.81 warm d MEA reziew El 0.38 0.51 0.64 0.67 0.77 0.90 1.00 3/4 6 3/4 27 8 0.59 0.59 0.68 0.76 0.7B 0.85 0.94 Edge Distance Tension (f Dia. j 1/2 j 5/8 I 3/4 1 F I 41/4 I 6 1 6 3/4 C I Cm I 17 I 20 I 27 (in) I Cmin I 4 1 4 1 I femin I MID I 0.84 1 0.54 I 4 i'-; illW ')1 1.00 I 0.84 0.54 8 I'i, ti ``as ::li 1.00 1 0.88 0.62 I 12 is;.:" ::1 1.00 0.92 0.70 1 16 lij- ti I 1.00 0.96 0.78 1 17 pa .iiiAii l 1.00 0.97 0.80 20 l M=t: !{=i 4.I 2I 1.00 0.86 i 24 I:... IS BI 16.= to emit 0.94 I j 27 i f' :`•"i! t 1.00 I See Notes Below. End and Edge Distance Shear (f Shear Load Parallel to End or Edge I Dia. I 1/2 I 5/8 IE 41/4 I 6 C ad C c r 17 I 20 (in) Cam 1 4 1 4 femin I (L95 I 0.51 4 I. t: :::rl. 0.95 0.51 8 IA' iM l 0.97 0.63 12 I 41T. A 0.98 0.76 16 f; .':;;f 1.00 0.88 17 I.1!, 1.00 0.91 20 i L:.i:m ;;:xna:� 1.00 24 fit: I /i 4 27 L.' I Spacing Shear (1 I Dia. I 1/2 E I 41/4 sack I Sar I 17 (in) Smin 1 8 l Lin I 1.00 8 1' 1.00 5/B 5 20 8 1.00 1.00 12 i %I 1.00 1.00 16 1: "..:.1 1.00 1 1.00 I 1 17 I::;.::, 1.00 I 1.00 i 20 t °i 1.00 I 24 I .fj i 1.0D I 1 27 l•. :I 5. The load adjustment factor (f or f Is the Intersection of the row and column. 6. Multiply the allowable load by the applicable load adjustment factor. 7 Reduction factors for multiple edges or spacing are multiplied together. B. Adjustment factors do not apply to allowable steel strength values. 9. Adjustment factors are to be applied to allowable Tension or Shear Load Based on CMU Strength values only. Li 3/4 6 3/4 27 8 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 MOW ISMS *See page 7 for an explanation of the load table Icons SIMPSON lStirongTe; ,ANOHOR SYSTEM,, 3/4 I 6 3/4 1.E =Embedment depth (Inches). 2 1 2. Cam= actual end or edge distance at which 4 anchor Is Installed (Inches). 0.45 3. C critical end or edge distance for 100% 0.45 j load (inches). 0.55 4 Cmm= minimum end or edge distance for reduced load (Inches), 0.64 5. f adjustment factor for allowable load at 0.74 actual end or edge distance. 0.76 i 6 1 cc, adjustment factor for allowable load at 0 B3 1 critical end or edge distance. leer is always =1.00. 7 0.93 i minimum end or factor stance!owable load at 1.00 I e.t =Imo ((1 'lawn) (Gam Cmin) /(Car Crain)). E Embedment depth (inches). S actual spacing distance at which anchors are Installed (inches). Scr critical spacing distance for 100% load (inches). Smin minimum spacing distance for reduced load (Inches). i adjustment factor for allowable load at actual spacing distance. fur adjustment factor for allowable load at critical spacing distance. fscr is always =1.00. lade adjustment factor for allowable load at minimum spacing distance. vl• ismin +I( lsmtn)(Sad Smin) {Scr Smin))• The allowabletenston load reduction lacier is permitted to equal 1.0 provided both of the following conditions are met: (a) The anchor Is Installed with a minimum and distance, Cmin, between 4 Inches and 8 Inches; and (b) a masonry return wall of identical construction is on the opposite side (such as. two masonry walls intersecting at a building corner).