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Specifications
32? Va l Wo/ .„29-uti • 7025 7 RM R1 _ C E_ V E D Structural Engineers ' JUA 14 7001 WY OF TIGARD Robinson BUILDING DIVISION Principals M ECE�VED Peter Robinson, S.E. Juilly & Associates Kurt Ruhland, S.E. i JiU 1 4 no5 Senior Structural Engineer Paul L. Juilly, S.E. CITY OF TIGARD BUILDING DIVISION Corporate Consultant L.F. Robinson, S.E. SEPHORA Washington Square Mall 9585 Washington Square Road, #T7 • Tigard, OR STRUCTURAL CALCULATIONS FOR STOREFRONTS • Project Description A Exterior Storefront Loads .. Exterior Storefront Design 2 - 6 Exterior Storefront Lateral 7 -11 Snow Loads 12 Interior Storefront Loads ...13 Interior Storefront Design 14 -19 Interior Storefront Lateral 20 -21 Diagonal Braces .22 -23 Misc 24 -25 i � ��� PR Prepared For: N F 0 t 17694 T McCall Design Group ORE ON , June 10, 2005 /� H c 14 , `) RMJ Job # 05182 F . R Ci 103 Linden Avenue Exp. 12/31/2006 So. San Francisco, CA 94080 (650) 871.2282 FAX (650) 871.2459 1 Sheet I Rmj Sephora Washington Square Mall, Tigard, OR RMJ Job# 05182 Project Description: This project involves providing support for an exterior mall and interior storefront for the Sephora store at the above referenced location. Built -up box beams and columns provide gravity support at the entry. The existing 6 "x16 Ga. Metal Stud Wall above the 2 floor provide out of plane resistance. This wall also functions as an in -plane shear wall due to the fact that there is gypboard on both sides of the wall. At the interior mall storefront, out -of plane resistance is provided by diagonal braces which are attached to an existing steel beam. A steel frame located at the mall entry resists in -Plane lateral loads. Design was in accordance with the 2003 International Building Code as well as the ASCE 7 -02. R `' ° Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 - 2282 Job No. 05182 Date: 6/10/05 Fax: 871 -2459 By: AM Page: 1 Exterior Storefront Soffit Loads 2nd Floor Soffit (Worst Case) 2-362S162-33 HORIZ. @ 16" o.c. 2.7 plf 1-362S162-33 VERT. @ 16" o.c. 2.4 plf 2 -5/8" gypboard 2.7 psf x8' -6" 23.0 plf Stucco 10psfx8' -6" 86.0 plf Built -up Box Beam • 2- 6005162 -54 & 2- 362T150 -43 5.3 plf Sign Box & Misc. 5.6 plf Total 125.0 plf Use 125.0 plf Live Loads Live Load 20 psf x 4'-6" 90.0 plf Total Load 215.0 plf Only dead load, These loads are 125.0 plf used in determining lateral loads. ' `MJ Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon • (650) 871 - 2282 Job No. 05182 Date: 6/10/05 Fax: 871 - 2459 By: AM Page: Z Built -up Box Beam at 2nd Floor Entry /Display (worst -case) Maximum Length= 11 ft Maximum Moment =w x L = 3,252 ft -lb = 39,023 in -lb Built -Up Section 2 - 6005162 -54 Studs & 2- 362T150 -43 Tracks Only 2- 6005162 -54 used in design of box beam Moment of Box Beam M 72,879 in -lb (Prop86) M 55,520 in -lb (SSMA Catalog) MMaz 39,023 in -lb <M 55,520 in -lb CHECK OK! Deflection A = 5wL = 0.43 in 384E1 L O a = = 0.55 in 240 DEFLECTION OK! Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 6005162 -54 ' DIMENSIONS / PHYSICAL PROPERTIES : - Web (A' ) = 6.000 in. Punchout = 0.000 in. RLX = 132.00 in. Fy = 50.000 ksi (abar) = 5.943 in. Spacing = 24.000 in. Fya -AXIAL = 50.000 ksi (a ) = 5.717 in. Type = CONFORMING Fya -BEND = 50.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0566 in. RLY = 132.00 in. Fu = 65.000 ksi (bbar) _. 1.568, 1.568 in. h/t Web = 101.0 Fu /Fy = 1.300 (b ) = 1.342, 1.342 in. w/t Flanges = 23.7, 23.7 Lip (C' ) 0.500 in. Bearing Width = 1.500 in. KIT = 132.00 in. E = 29,500 ksi (cbar) = 0.472 in. (c , ) = 0.359 in. Radius (R ) = 0.0849 in. RIB = 132.00 in. G = 11,300 ksi (r ) = 0.1132 in. (u ) = 0.1777 in. Net /Gross Section Used for Capacity = GROSS WALLBOARD PARAMETERS : Stud Spacing = 24.00 in. q -bar -o = 0.000 ksi Gamma = 0.000 in. /in. Fastener Spacing = 12.00 in. DEFLECTION LIMIT / MOMENT COEFFICIENTS : Deflection = L/360 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS / NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS (BOXED Configuration) Area Gross = 1.113 in "2 Area Net = 1.113 in "2 Ix Gross = 5.722 in"4 Sx Gross = 1.907 inA3 Rx Gross = 2.268 in. x -bar = 1.625 in. Ix Net = 5.722 in "4 Sx Net = 1.907 inA3 Rx Net = 2.268 in. Iy Gross = 1.918 in "4 Sy Gross = 1.181 in "3 Ry Gross = 1.313 in. y -bar = 3.000 in. Iy Net = 1.918 inA4 Sy Net = 1.181 inA3 Ry Net = 1.313 in. m = 0.000 in. J = 4.653438 inA4 xo = 0.000 in. Cw = 1.7439 in "6 Bw = - 0.4006 inA5 Bf = 0.6803 in "5 B1 = 0.5625 in "5 j = 0.2195 in. ro = 2.620 in. Beta = 1.000 Ixx /Iyy Required = 0.000/ 0.000 in "4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 29,853 lbs. Overall Allowable Axial Load = 16,585 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 50,016 in -lbs Allowable Y -Axis Moment Capacity = 39,933 in -lbs Omega = 1.25 Nominal Cap. (Web in Tension) = 50,016 in -lbs Allowable Cap. (Web in Tension) = 39,933 in -lbs • Iyy Effective at Comp. Yield = 1.200 in "4 Min. Syy Effective at Comp. Yield = 1.000 in ^3 Min. Nominal X -Axis Moment Capacity = 91,281 in -lbs Allowable X -Axis Moment Capacity = 72,879 in -lbs Omega = 1.25 Ixx Effective at Comp. Yield = 5.626 in "4 Sxx Effective at Comp. Yield = 1.855 in "3 Allow. Load Considering Lat. Load (Comp /Tension) = 16,585/ 44,416 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 5,415 lbs. > Actual Shear Load = 0 lbs. Allowable.End One - Flange Loading Reaction = 1,373 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 5.722 in "4 - at Current Stress Level in Section of 14,906 psi Iyy for Deflection Determination = 1.200 in "4 - at Maximum Stress Level in Section of 50,000 psi PROP86, Version 5.00 - RMJ & ASSOCIATES Printed On 06 -10 -2005 at 08:19:00 Page 1 of 1 9 • Section Properties Structural (S) Stud Section Properties Design Gross . 33ks1 • Effective 50ksi • Torsional Thickness Area Weight lxx Sxx Rx lyy Ry Ix Sxx Ma Va Ycg lxx Sxx Ma Va Ycg J Cw Xo Ro Section (in) (m (lb lh) (In RP) (m) (in') (in) (in') (1n (in -k) (Ib) (in) (in°) (in (in -k) (Ib) (in) (in') (in°) (in) (in) I . 2505137.33 0.0346 0.197 0.67 0.203 0.163 1.015 0.052 0.515 0.203 0.156 3.09 1040 1.272 0.079 0.075 -1.170 1.633 0.486 250S137 -43 0.0451 0.255 0.87 0.261 0.208 1.010 0.067 0.511 0.261 0.205 4.53 1350 1.260 0.173 0.094 -1.158 1.620 0.489 2505137 -54 0.0566 0.316 1.07 0.318 0.255 1.004 0.080 0.504 0.318 0.255 5.76 1656 1.250 0.318 0.244 8.22 2510 1.274 0.337 0.113 -1.150 1.608 0.488 250S137 -68 0.0713 0.390 1.33 0.386 0.309 0.994 0.095 0.495 0.386 0.309 7.19 2017 1.250 0.386 0.308 10.65 3057 1.251 0.661 0.134 -1.142 1.593 0.486 250S162 -33 0.0346 0.223 0.76 0.235 0.188 1.027 0.087 0.624 0.235 0.180 3.55 1040 1.274 0.089 0.144 -1.501 1.923 0.390 2505162 -43 0.0451 0.289 0.98 0.302 0.242 1.022 0.111 0.620 0.302 0.240 5.22 1350 1.253 0.196 0.182 -1.489 1.909 0.392 2505162 -54 0.0566 0.358 1.22 0.370 0.296 1.016 0.135 0.613 0.370 0.296 6.57 1656 1.250 0.370 0.288 8.62 2510 1.267 0.383 0.219 -1.482 1.898 0.391 2505162 -08 0.0713 0.443 1.51 0.450 0.360 1.007 0.162 0.605 0.450 0.360 8.21 2017 1.250 0.450 0.357 12.10 3057 1.255 0.752 0.262 -1.474 1.885 0.389 3505162 -33 0.0346 0.258 0.88 0.508 0.290 1.404 0.098 0.617 0.508 0.279 5.50 1046 1.779 0.103 0.273 -1.351 2.044 0.563 3505162.43 0.0451 0.334 1.14 0.654 0.374 1.400 0.125 0.612 0.654 0.372 8.08 1777 1.755 0.227 0.345 -1.339 2.031 0.565 3505162 -54 0.0566 0.415 1.41 0.804 0.460 1.392 0.152 0.606 0.804 0.460 10.20 2403 1.750 0.804 0.447 13.37 3446 1.773 0.443 0.418 -1.331 2.019 0.566 3505162 -68 0.0713 0.515 1.75 0.985 0.563 1.383 0.184 0.597 0.985 0.563 12.83 2959 1.750 0.985 0.557 18.89 4483 1.758 0.872 0.503 -1.321 2.004 0.565 3625137 -33 0.0346 0.236 0.80 0.479 0.264 1.424 0.059 0.501 0.479 0.254 5.02 1039 1.842 0.094 0.162 -1926 1.826 0.684 362S137 -43 0.0451 0.306 1.04 0.616 0.340 1.419 0.075 0.497 0.616 0.334 7.38 1777 1.826 0.207 0.204 -1915 1.814 0.687 362S137 -54 0.0566 0.379 1.29 0.756 0.417 1.411 0.091 0.490 0.756 0.417 9.43 2497 1.812 0.756 0.400 13.47 3446 1.844 0.405 0.246 -1.006 1.801 0.688 3628137.68 0.0713 0.470 1.60 0.922 0.509 1.401 0.109 0.480 0.922 0.509 11.87 3076 1.812 0.922 0.508 17.56 4661 1.814 0.797 0.294 -0.996 1.784 0.689 3625162 -33 0.0346 0.262 0.89 0.551 0.304 1.450 0.099 0.616 0.551 0.292 5.77 1039 1.843 0.105 0.293 -1335 2.065 0.582 3625162.43 0.0451 0.340 1.16 0.710 0.392 1.445 0.127 0.611 0.710 0.389 8.46 1777 1.818 0.230 0.371 -1.323 2.052 0.585 3625162 -54 0.0566 0.422 1.44 0.873 0.481 1.438 0.154 0.604 0.873 0.481 10.69 2497 1.812 0.873 0.468 14.00 3446 1.836 0.451 0.449 -1.314 2.040 0.585 362S162 -68 0.0713 0.524 1.78 1.069 0.590 1.429 0.186 0.596 1.069 0.590 13.44 3076 1.812 1.069 0.584 19.80 4661 1.820 0.887 0.540 -1.305 2.024 0.585 3625200.33 0.0346 0.297 1.01 0.648 0.358 1.478 0.177 0.772 0.643 0.318 6.29 1039 1.898 0.118 0.571 -1.770 2.432 0.470 3625200 -43 0.0451 0.385 1.31 0.836 0.461 1.474 0.227 0.767 0.836 0.448 8.85 1777 1.834 0.261 0.726 -1.758 2.419 0.472 3625200.54 0.0566 0.479 1.63 1.030 0.568 1.467 0.277 0.761 1.030 0.568 12.36 2497 1.812 1.030 0.509 1525 3446 1.898 0.511 0.884 -1.750 2.407 0.471 3625200.68 0.0713 0.595 2.02 1265 0.698 1.458 0.337 0.753 1.265 0.698 15.54 3076 1.812_1265 0.673 22.34 4661 1.844 1.006 1.070 -1.741 2.393 0.470 4005137 -33 0.0346 0.249 0.85 0.603 0.301 1.556 0.061 0.496 0.603 0.290 5.74 936 2.031 0.099 0.200 -0.987 1.908 0.732 400S137 -43 0.0451 0.323 1,10 0.776 0.388 1.551 0.078 0.491 0.776 0.382 8.43 1777 2.014 0.219 0.253 -0.976 1.897 0.735 400S137 -54 0.0566 0.401 1.36 0.953 0.477 1.542 0.094 0.484 0.953 0.477 10.78 2777 2.000 0.953 0.457 15.40 3446 2.034 0.428 0.305 -0.967 1.884 0.737 400S137 -68 0.0713 0.497 1.69 1.165 0.582 1.531 0.112 0.475 1.165 0.582 13.58 3429 2.000 1.165 0.581 20.10 5196 2.002 0.842 0.365 -0.956 1.866 0.738 4005162.33 0.0346 0.275 0.94 0.692 0.346 1.586 0.103 0.611 0.692 0.332 6.57 936 2.032 0,110 0.358 -1288 2.133 0.635 4005162.43 0.0451 0.357 1.21 0.892 0.446 1.581 0.131 0.606 0.892 0.443 9.63 1777 2.006 0.242 0.453 -1.276 2.121 0.638 4005162.54 0.0566 0.443 1.51 1.098 0.549 1.574 0.159 0.600 1.098 0.549 12.18 2777 2.000 1.098 0.533 15.96 3446 2.026 0.473 0.550 -1.268 2.108 0.638 4005162.68 0.0713 0.550 1.B7 1.346 0.673 1.564 0.192 0.591 1.346 0.673 15.34 3429 2.000 1.346 0.666 22.60 5196 2.009 0.933 0.663 -1.258 2.092 0.639 400S200 -33 0.0346 0.310 1.05 0.812 0.406 1.619 0.183 0.769 0.805 0.362 7.16 936 2.091 0.124 0.689 -1.715 2.481 0.522 4005200 -43 0.0451 0.402 1.37 1.047 0.524 1.615 0.235 0.764 1.047 0.509 10.06 1777 2.023 0.272 0.876 -1.703 2.468 0.524 4005200.54 0.0566 0.500 1.70 1.292 0.646 1.608 0.287 0.758 1.292 0.646 14.06 2777 2.000 1.292 0.580 17.36 3446 2.091 0.534 1.068 -1.695 2.456 0.524 4005200.68 0.0713 0.622 2.12 1.589 0.795 1.599 0.349 0.750 1.589 0.795 17.68 3429 2.000 1.589 0.766 25.41 5196 2.035 1.054 1.295 -1.686 2.441 0.523 550S162 -33 0.0346 0.327 1.11 1.458 0.530 2.112 0.113 0.589 1.458 0.512 10.11 670 2.787 0.130 0.704 -1.134 2.468 0.789 5505162.43 0.0451 0.424 1.44 1.883 0.685 2.107 0.145 0.584 1.883 0.681 14.79 1487 2.757 0.288 0.894 - 1.123 2.458 0.791 550S162 0.0566 0.528 1.80 2.324 0.845 2.098 0.176 0.577 2.324 0.845 18.76 2799 2.750 2.324 0.821 24.59 2967 2.782 0.564 1.088 -1.114 2.445 0.792 5505162 -68 0.0713 0.657 2.24 2.861 1.040 2.086 0.212 0.568 2.861 1.040 23.72 4442 2.750 2.861 1.031 34.94 5468 2.761 1.114 1.316 -1.103 2.427 0.793 600S137 -33 0.0346 0.318 1.08 1.582 0.527 2.229 0.069 0.464 1.582 0.510 10.07 612 3.039 0.127 0.493 -0.823 2.421 0.884 6005137 -43 0.0451 0.413 1.41 2.042 0.681 2.223 0.087 0.459 2.042 0.670 14.80 1358 3.018 0.280 0.625 -0.813 2.411 0.886 600S137 -54 0.0566 0.514 1.75 2.518 0.839 2.213 0.105 0.452 2.518 0.839 18.98 2708 3.000 2.518 0.809 27.23 2708 3.042 0.549 0.757 -0.804 2.398 0.888 6005137 -68 0.0713 0.640 2.18 3.094 1.031 2.200 0.125 0.443 3.094 1.031 24.05 4442 3.000 3.094 1.029 35.60 5468 3.002 1.084 0.911 -0.793 2.380 0.889 600S137 -97 0.1017 0.889 3.03 4.188 1.396 2.170 0.159 0.422 4.188 1.396 34.48 7372 3.000 4.188 1.396 50.80 11124 3.000 3.066 1179 -0.770 2.341 0.892 600S162 -33 0.0346 0.344 1.17 1.793 0.598 2.282 0.116 0.581 1.793 0.577 11.41 612 3.039 0.137 0.851 -1.091 2.595 0.823 0 1 0.0451 0.447 1.52 2.316 0.772 2276 0.148 0.576 2.316 0.767 16.68 1358 3.007 0.303 1.082 -1.081 2.585 0.825 6 0 162 -54 0.0566 0.556 1.89 2.860 0.953 2267 0.180 0.570 2.860 0.953 21.17 2708 3.000 2.860 0.92 27.76 2708 .034 0.594 1.318 -1.072 2.572 0.826 6 SI -6 0.0713 0.693 2.36 3.525 1.175 2.255 0.218 0.560 3.525 1.175 26.79 4442 3.000 3.525 1.164 .: 3.011 1.174 1.596 -1.061 2.554 0.828 6005162 -97 0.1017 0.966 3.29 4.797 1.599 2229 0.283 0.541 4.797 1.599 38.37 7372 3.000 4.797 1.599 56.73 11124 3.000 3.329 2.093 -1.039 2.518 0.830 . 6005200.33 0.0346 0.379 1.29 2.075 0.692 2.340 0.209 0.743 2.059 0.617 12.20 612 3.135 0.151 1.577 -1.479 2.866 0.734 6005200 -43 0.0451 0.492 1.67 2.683 0.894 2.335 0.268 0.739 2.683 0.873 17.24 1358 3.028 0.334 2.012 -1.468 2.855 0.736 6005200.54 0.0566 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.106 24.07 2708 3.000 3.319 1.002 30.01 2708 3.117 0.655 2.461 -1.459 2.842 0.737 6005200 -68 0.0713 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.367 30.42 4442 3.000 4.101 1.317 43.71 5468 3.047 1.295 2.997 -1.448 2.826 0.737 6005200 -97 0.1017 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 43.49 7372 3.000 5.612 1.871 64.53 11124 3.000 3.679 3.981 -1.427 2.791 0.739 600S250 -43 0.0451 0.537 1.83 3.082 1.027 2.396 0.458 0.923 3.082 0.918 18.14 1358 3.134 0.364 3.379 -1.898 3.193 0.647 600S250 -54 0.0566 0.670 2.28 3.819 1273 2.388 0.562 0.917 3.819 1.159 22.90 2708 3.115 3.760 1.069 32.00 2708 3.207 0.715 4.146 -1.889 3.180 0.647 6005250-68 0.0713 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.727 1.522 30.08 4442 3.045 4.727 1.342 40.19 5468 3.191 1.416 5.071 -1.878 3.164 0.647 6005250 -97 0.1017 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.160 48.80 7372 3.003 6.496 2.063 69.38 11124 3.062 4.030 6.798 -1.857 3.130 0.648 ' Web- height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 7 SSMA I ICENI RM Structural Engineers Robinson 103 Linden Avenue Job No. c7 5 Date Meier So. San Francisco, CA 94080 Juilly & Associates 650 871.2282 FAX 650 871.2459 Signed by Sheet No. 5 of v o 13 C�.��K 30 /���,t 04./a— o x +30', 2 i 5 11 2 3 6S Vtvo � ,,� L� �� 2 / 6. 1 fi r ' v „ O rd' -o' T iR} fax C0� pro wi 76 2..3 62... S7'°5 6 sore" CS ) v ✓Q 6O LvM �-� 3 S /62 -6e' 57 5 362. T5O 3 Copy'ight (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 362S162-68 DIMENSIONS / PHYSICAL PROPERTIES : • Web (A' ) = 3.625 in. Punchout = 0.000 in. KIX = 216.00 in. Fy = 50.000 ksi (abar) = 3.554 in. Spacing = 24.000 in. Fya -AXIAL = 50.000 ksi (a ) = 3.269 in. Type = CONFORMING Fya -BEND = 50.000 ksi • Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0713 in. KLY = 216.00 in. Fu = 65.000 ksi (bbar) = 1.554, 1.554 in. h/t Web = 45.8 Fu /Fy = 1.300 (b ) = 1.269, 1.269 in. w/t Flanges = 17.8, 17.8 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KIT = 216.00 in. E = 29,500 ksi (char) = 0.464 in. (c ) = 0.322 in. Radius (R ) = 0.1069 in. - LESS THAN RECOMMENDED! KLB = 216.00 in. G = 11,300 ksi (r ) = 0.1426 in. (u ) = 0.2238 in. Net /Gross Section Used for Capacity = GROSS WALLBOARD PARAMETERS : Stud Spacing = 24.00 in. q -bar -o = 0.000 ksi Gamma = 0.000 in. /in. Fastener Spacing = 12.00 in. DEFLECTION LIMIT / MOMENT COEFFICIENTS : Deflection = L/360 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS / NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS (BOXED Configuration) Area Gross = 1.047 in "2 Area Net = 1.047 in "2 Ix Gross = 2.138 in "4 Sx Gross = 1.179 in "3 Rx Gross = 1.429 in. x -bar = 1.625 in. Ix Net = 2.138 in "4 Sx Net = 1.179 in "3 Rx Net = 1.429 in. Iy Gross = 1.536 in"4 Sy Gross = 0.945 in ^3 Ry Gross = 1.211 in. y -bar = 1.813 in. • Iy Net = 1.536 i104 Sy Net = 0.945 in "3 Ry Net = 1.211 in. m = 0.000 in. J = 2.878920 in "4 xo = 0.000 in. Cw = 0.8664 inA6 Bw = - 0.1646 in "5 Bf = 0.2361 in "5 B1 = 0.2455 in "5 j = 0.1032 in. ro = 1.873 in. Beta = 1.000 Ixx /Iyy Required = 0.000/ 0.000 in "4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 11,700 lbs. Overall Allowable Axial Load = 6,500 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 45,894 in -lbs Allowable Y -Axis Moment Capacity = 36,642 in -lbs Omega = 1.25 Nominal Cap. (Web in Tension) = 45,894 in -lbs Allowable Cap. (Web in Tension) = 36,642 in -lbs Iyy Effective at Comp. Yield = 1.368 in "4 Min. Syy Effective at Comp. Yield = 0.918 in "3 Min. Nominal X -Axis Moment Capacity = 57,417 in -lbs Allowable X -Axis Moment Capacity = 45,842 in -lbs Omega = 1.25 Ixx Effective at Comp. Yield = 2.138 "4 Sxx Effective at Comp. Yield = 1.179 in9 Allow. Load Considering Lat. Load (Comp /Tension) = 6,500/ 41,810 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 9,322 lbs. > Actual Shear Load = 0 lbs. Allowable End One - Flange Loading Reaction = 2,345 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 2.138 in "4 - at Current Stress Level in Section of 6,206 psi Iyy for Deflection Determination = 1.368 in"4 - at Maximum Stress Level in Section of 50,000 psi PROP86, Version 5.00 - RMJ & ASSOCIATES Printed On 06 -10 -2005 at 10:45:55 Page 1 of 1 Jun 28 05 11:20a RMJ 650 871 2459 p.1 J � � Sephora o� 103 Linden Avenue Washington Square 't../ South San Francisco, CA 94080 Tigard, Oregon . �� � cc� �`'' (650) 871 =2282 Job No. 05182 Date: 2005 � . J� Fax: 871 - 2459 By: AM Page: 7 0 0 V �o Lateral Loads on Storefront co Lateral loads on storefront shall be based on maximum of: ASCE 7 Section 9.14.5.1, 5psf OR Seismic load based on ASCE code section 9.6.1.3 In some cases, a conservative load,' based on a higher seimic force may be used. Wind Loads (ASCE 6.4.1.2) Max storefront height = 35.0 ft Basic Wind Speed (p„, 100mph, 13.4psf 100mph, - 14.9psf Pnet k *l *pnet30 Exposure & Gust Factor (X) = 1.05 x 1 x 14.9psf Exposure B,35ft, X = 1.05 = 15.6 psf wind = 15.6psf x 35ft = 273.8 plf OR w= 60.6 plf (See following sheet for determination of seismic loads) Use w= 273.8 plf for loads perpendicular to storefront. Use W= 60.6 plf for loads parallel to storefront. Wind Loads 3 Designed according to ASCE 7 Sec. 6.4.1.2 X, = 1.05 (ex% •sure B, 35' w: II height) Pnet30 = 9.7 p•.f (85mph, Wall, P one 5, 500sf area) -10.8 i,sf (85mph, Wall, Zone 5, 500sf area) Pnet = * I * Pnet30 = -11.34 sf USE 12 psf RMJ Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 -2282 Job No. 05182 Date: 6/10/05 Fax: 871 -2459 By: AM Page: Lateral Force on Elements a= 1.0 R 2.5 I 1.0 Sips 0.7 S 1.06 S 1.06 F 1.0 z= 35.0 h= 35.0 Fp= (0.4 *a *Sp /(R /I +2 *(z/h)) *W 0.336 W Fp shall not be less than 0.3Sp and need not be greater than 1.6Sp Fp= 0.3 *Sp *I *W = 0.21 W (min) Fp= 1.6 *C *I *W 1.14 W (max) Fp= 0.336 W /1.4 W 250 plf FP= 60.0 plf Jun 28 05 11:20a RMJ 650 871 2459 p.2 RM Structural Engineers Rubinson 103 Linden Avenue Job No. O 5 /rz Date Meier So. San Francisco, CA 94080 Juilly & Associates 650 8714282 FAX 650 871.2459 Signed by AP-7 Sheet No. /c)of C RI , R) C a�G4t ) 6 a x/C G A— S 1.,0 Fene _ W.C Z.--c? "05 . Er r i 3: 1 -.) - -1/ I '' NM 'f - — -- w - = 15,b�,1,r b �i a - = Zo . 8 I� : — o 19 0 ,,a t 4 3S i" 1 r 1V� /fO ( 6 • MA . -' , V S -_� i I I[] V Ib -e ti, I o n 12 L. J, - 2 y2. � Q /6L -k3 G i +I�'_ y ' = 35d� f o .� { I • 1 . 1 ,L , ---t AA. o APAC-1_'r if / — � 'I 0 . 53 • 5 /- VA / (TS VIA K – / 3 5/ 4F. O. Y y BE EVv E® ,IU Z b V6 GITY OF TIGARD BUILDING DIVISION • ME S,o N0,E4... 1/ "s Hal• -v � n -,,- C aZ-ft r?-r.- _ F?:M Structural Engineers Robinson 103 Linden Avenue Job No. 0 5 / y2 Date Meier So. San Francisco, CA 94080 Juilly & Associates 650 871.2282 FAX 650 871.2459 Signed by #t Sheet No. 1 ► of 1 ti - pi-A,v4. - LA.--- - L7 S.12Cs,_. w = 6a 7,0 17‘ (sue " X 7-44.- 1.- 1-- c"" e i. a„, 5- a,,�r..1,:: I /2.., Ca y,oiSo"tPO /307 14 S ' -L -10° > 6 F kv 1 G as O Fe ; 5 5 /f . ,.,tfI c_ A'A-X a / /- / 'a. C, SG/e -"1 S PAS xyt -'&- RR i i i i ! i s��;�I ' V TH v }6''x/66,4 t wra-� 0 ST vp .. i /b "o, t, i 0 \I w` S/ I' '6' _ i, t07 it sLOth -S i i i 1 0 I?c 'sss ys r.,.— P�"�„ i u T et -v 5 `• S e2,�.F-�r ! L 1 A/3v v. 2- nse:7 1 v44 i i 1 D i 1 TV ! I I O ®ice 0 f i l G 'lx /6 G A. I 'AL-L I"'/ 5 47 " G yr° ac'r77 Sj:0 s L . Jun 28 05 11:20a RMJ 850 871 2459 p.3 • ® sletlt;,e,_ RECEIVED e11N u 9nn� RM L Structural Engineers Robinson 103 Linden Avenue Job No. u i,YY ofr I IGARD Meier So. San Francisco, CA 94080 0 5 / �� �C7 i L Lls i�t I� in Ni Juilly & Associates 650 871.2282 FAX 650 871.2459 Signed by "t->ti Sheet No. /Z of — I'•t A c-c ,. nr „• t.. /)c 73 _1_ ..F V (54c: / 4. c (:.:,... 41 -,=-/t,..2 : ICs' - C'. 7 Ce c.. 1' c a C .-e.7' .-: /, 0 f 7 .(1'...?/... wry Cwt . iii:-<'_,� vc. y,` , 4.'r'C,- 'r.„*5 ✓r C.- A?Q.:. 13:I • 0 "I.! /"1 e i, 1 �- f c ....\., ) Z c" ' / 196' ' Pf.1 a 7A /, oTi, Old. 01c25f 5/ _ /7, 5,,os /' v3= / 4- 1 fc-. 5 7'c PCP Srvaw Lc, "0 ,5 NOW .L F (S� c f 7 7 A SCE "7--c72__) / Pd _1 r f� r✓S y 2.Ste^ ( . ( 3 .3 I v �- r= O. 1 31, +.• /41 .. 3 c7IQ / d'” = /7, ' 1, er { /> 5 f _ Q1 I — :: C: .7, O 1 inc = 36 '(RaoP /- 1e.1z, -,,T)— / ,,.- o"4 O,8 ►') = - 7. /yl /h„ - ! a.J I - f, gl > o 2 ,; ..0,- Y -r... e_d.a.0 rq •,,w ' Y - - /h _ c. 7S' ir / &5' .-.1,39 ' \A/ _ G 1 x 3 /1 i 4 1 , 1 7 1 i d - Ina. ?` — /, 3q x 17,15 2 3, fl i,o.. i s , v 5 --- 2 y,a.5 f CH. -c. 7G2S/C2 -33 - i - /$'a -r•. 5 .4ry = il . ' a '' V"'Arc. -- 9'D w= ' - //Z' L 2 r 1q> > -r(e.2..) .I�. 4 / _5/'7/1 f�r-r ,tK = % 1 e + — i, 0'1 K .:,, RI\/IJ Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 -2282 Job No. 05182 Date: 6/10/05 Fax: 871 -2459 By: AM Page: ) 3 Interior Storefront Soffit Loads Framing 1- 362S162 -33 HORIZ. @ 16" o.c. 2.0 plf 1- 362S162 -33 VERT. @ 16" o.c. 2.0 plf 1- 362S162 -33 DIAG. @ 16" o.c. 2.3 plf Gypboard, 5/8" Thick 2.7 psf x 6.5' 17.6 plf Built -Up Box Beam 6.5 plf Seattle Sandstone Finish 50.0 plf Sign Box & Misc. 3.1 plf Total 83.5 plf Use 85.0 plf Live Loads Live Load 10 psf x 2' -6" 25.0 plf Total Load 110.0 plf Only dead load, 85.0 plf used in determining lateral loads. These loads are loads per foot for EACH built -up box beam at Interior storefront. ' `MJ Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 - 2282 Job No. 05182 Date: 6/10/05 Fax: 871 -2459 By: AM Page: ) Built -up Box Beam at Interior Entry • Maximum Length= 9 ft Maximum Moment =w x L = 759 ft -lb = 9,113 in -lb Built -Up Section 2 - 6005162 -54 Studs & 2- 362T150 -43 Tracks Only 2- 6005162 -54 used in design of box beam Moment of Box Beam M 73,328 in -lb (Prop86) M 55,520 in -lb (SSMA Cata MMax= 9,113 in -lb <M 55,520 in -lb CHECK OK! Deflection A = 5wL _ 0.07 in 384E1 L Aa = 2 4 0 - 0.45 in Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 6005162-54 )f DIMENSIONS / PHYSICAL PROPERTIES : Web (A' ) = 6.000 in. Punchout = 0.000 in. KLX = 81.00 in. Fy = 50.000 ksi (abar) = 5.943 in. Spacing = 24.000 in. Fya -AXIAL = 50.000 ksi (a ) = 5.717 in. Type = CONFORMING Fya -BEND = 50.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0566 in. KLY = 81.00 in. Fu = 65.000 ksi (bbar) = 1.568, 1.568 in. h/t Web = 101.0 Fu /Fy = 1.300 (b ) = 1.342, 1.342 in. w/t Flanges = 23.7, 23.7 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KIT = 81.00 in. E = 29,500 ksi (char) = 0.472 in. (c ) = 0.359 in. Radius (R ) = 0.0849 in. KLB = 81.00 in. G = 11,300 ksi (r ) = 0.1132 in. (u ) = 0.1777 in. Net /Gross Section Used for Capacity = GROSS WALLBOARD PARAMETERS : Stud Spacing = 24.00 in. q -bar -o = 0.000 ksi Gamma = 0.000 in. /in. Fastener Spacing = 12.00 in. DEFLECTION LIMIT / MOMENT COEFFICIENTS : Deflection = L/360 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS / NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS (BOXED Configuration) Area Gross = 1.113 inA2 Area Net = 1.113 inA2 Ix Gross = 5.722 in "4 Sx Gross = 1.907 in "3 Rx Gross = 2.268 in. x -bar = 1.625 in. Ix Net = 5.722 in "4 Sx Net = 1.907 in "3 Rx Net = 2.268 in. Iy Gross = 1.918 in "4 Sy Gross = 1.181 in "3 Ry Gross = 1.313 in. y -bar = 3.000 in. Iy Net = 1.918 in "4 Sy Net = 1.181 in "3 Ry Net = 1.313 in. m = 0.000 in. J = 4.653438 inA4 xo = 0.000 in. Cw = 1.7439 in "6 Bw = - 0.4006 inA5 Bf = 0.6803 in "5 B1 = 0.5625 inA5 j = 0.2195 in. ro = 2.620 in. Beta = 1.000 Ixx /Iyy Required = 0.000/ 0.000 in "4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 33,234 lbs. Overall Allowable Axial Load = 18,463 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 50,016 in -lbs Allowable Y -Axis Moment Capacity = 39,933 in -lbs Omega = 1.25 Nominal Cap. (Web in Tension) = 50,016 in -lbs Allowable Cap. (Web in Tension) = 39,933 in -lbs Iyy Effective at Comp. Yield = 1.200 in "4 Min. Syy Effective at Comp. Yield = 1.000 inA3 Min. Nominal X -Axis Moment Capacity = 91,843 in -lbs Allowable X -Axis Moment Capacity = 73,328 in -lbs Omega = 1.25 Ixx Effective at Comp. Yield = 5.626 in "4 Sxx Effective at Comp. Yield = 1.855 inA3 Allow. Load Considering Lat. Load (Comp /Tension) = 18,463/ 44,416 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 5,415 lbs. > Actual Shear Load = 0 lbs. Allowable End One -Flange Loading Reaction = 1,373 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 5.722 inA4 - at Current Stress Level in Section of 16,594 psi Iyy for Deflection Determination = 1.200 in "4 - at Maximum Stress Level in Section of 50,000 psi PROP86, Version 5.00 - RMJ & ASSOCIATES Printed On 06 -10 -2005 at 11:24:25 Page 1 of 1 io Section Properties Structural (S) Stud Section Properties Design Gross Effective 33ks1 Efffec_tive 501(s1 Torsional Thickness Area Weight lxx Sax Rx lyy Ry Ixx Sxx Ma Va Ycg lax Sxx Ma Va Ycg J'im Cw Xo Ro Section (in) (in') (tb /fl) (in') (in") (in) (in) (in) (in') (in') (in -k) (Ib) (in) (in °) (in') (in -k) (Ib) (in) (in (in") (in) (in) II ' 250S137 -33 0.0346 0.197 0.67 0.203 0.163 1.015 0.052 0.515 0.203 0.156 3.09 1040 1272 0.079 0.075 -1.170 1.633 0.486 250S137 -43 0.0451 0.255 0.87 0.261 0.208 1.010 0.067 0.511 0.261 0.205 4.53 1350 1.260 0.173 0.094 -1.158 1.620 0,489 2505137 -54 0.0566 0.316 1.07 0.318 0.255 1.004 0.080 0.504 0.318 0.255 5.76 1656 1.250 0.318 0.244 8.22 2510 1.274 0.337 0.113 -1.150 1.608 0.488 250S137-68 0.0713 0.390 1.33 0.386 0.309 0.994 0.095 0.495 0.386 0.309 7.19 2017 1.250 0.386 0.308 10.65 3057 1.251 0.661 0.134 -1.142 1.593 0.486 2505162.33 0.0346 0223 0.76 0.235 0.188 1.027 0.087 0.624 0.235 0.180 3.55 1040 1.274 0.089 0.144 -1.501 1.923 0.390 2505162 -43 0.0451 0.289 0.98 0.302 0.242 1.022 0.111 0.620 0.302 0.240 522 1350 1.253 0.196 0.182 -1.489 1.909 0.392 2505162.54 0.0566 0.358 1.22 0.370 0.296 1.016 0.135 0.613 0.370 0.296 6.57 1656 1.250 0.370 0.288 8.62 2510 1.267 0.383 0.219 -1.482 1.898 0.391 2505162.68 0.0713 0.443 1.51 0.450 0.360 1.007 0.162 0.605 0.450 0.360 8.21 _2017 1.250 0.450 0.357 12.10 3057 1.255 0.752 0.262 -1.474 1.885 0.389 3505162.33 0.0346 0.258 0.88 0.508 0.290 1.404 0.098 0.617 0.508 0.279 5.50 1046 1.779 0.103 0.273 -1.351 2.044 0.563 350S162-43 0.0451 0.334 1.14 0.654 0.374 1.400 0.125 0.612 0.654 0.372 8.08 1777 1.755 0.227 0.345 -1.339 2.031 0.565 3505162 -54 0.0566 0.415 1.41 0.804 0.460 1.392 0.152 0.606 0.804 0.460 10.20 2403 1.750 0.804 0.447 13.37 3446 1.773 0.443 0.418 -1.331 2.019 0.566 3505162 -68 0.0713 0.515 1.75 0.985 0.563 1.383 0.184 0.597 0.985 0.563 12.83 2959 1.750 0.985 0.557 18.89 4483 1.758 0.872 0.503 -1.321 2.004 0.565 362S137-33 0.0346 0.236 0.80 0.479 0.264 1.424 0.059 0.501 0.479 0.254 5.02 1039 1.842 0.094 0.162 -1.026 1.826 0.684 362S137-43 0.0451 0.306 1.04 0.616 0.340 1.419 0.075 0.497 0.616 0.334 7.38 1777 1.826 0.207 0.204 -1.015 1.814 0.687 362S137 -54 0.0566 0.379 1.29 0.756 0.417 1.411 0.091 0.490 0.756 0.417 9.43 2497 1.812 0.756 0.400 13.47 3446 1.844 0.405 0.246 -1.006 1.801 0.688 362S137-68 0.0713 0.470 1.60 0.922 0.509 1.401 0.109 0.480 0.922 0.509 11.87 3076 1.812 0.922 0.508 17.56 4661 1.814 0.797 0.294 -0.996 1.784 0.689 3625162 -33 0.0346 0.262 0.89 0.551 0.304 1.450 0.099 0.616 0.551 0.292 5.77 1039 1.843 0.105 0.293 -1335 2.065 0.582 3625162 -43 0.0451 0.340 1.16 0.710 0.392 1.445 0.127 0.611 0.710 0.389 8.46 1777 1.818 0.230 0.371 -1.323 2.052 0.585 3625162 -54 0.0566 0.422 1.44 0.873 0.481 1.438 0.154 0.604 0.873 0.481 10.69 2497 1.812 0,873 0.468 14.00 3446 1.836 0.451 0.449 -1.314 2.040 0.585 362S162-68 0.0713 0.524 1.78 1.069 0.590 1.429 0.186 0.596 1.069 0.590 13.44 3076 1.812 1.069 0.584 19.80 4661 1.820 0.887 3.540 -1.305 2.024 0.585 362S200 -33 0.0346 0.297 1.01 0.648 0.358 1.478 0.177 0.772 0.643 0.318 629 1039 1.898 0.118 0.571 -1.770 2.432 0.470 362S200 -43 0.0451 0.385 1.31 0.836 0.461 1.474 0.227 0.767 0.836 0.448 8.85 1777 1.834 0.261 0.726 -1.758 2.419 0.472 362S200-54 0.0566 0.479 1.63 1.030 0.568 1.467 0.277 0.761 1.030 0568 12.36 2497 1.812 1.030 0.509 15.25 3446 1.898 0.511 0.884 -1.750 2.407 0.471 3625200.68 , 0.0713 0.595 2.02 1.265 0.698 1.458 0.337 0.753 1265 0.698 1554 3076 1.812 1265 0.673 22.34 4681 1.844 1.008 1.070 -1.741 2.393 0.470 4005137 -33 0.0346 0.249 0.85 0.603 0.301 1.556 0.061 0.496 0.603 0.290 5.74 936 2.031 0.099 0.200 -0.987 1.908 0.732 4005137 -43 0.0451 0.323 1.10 0.776 0.388 1.551 0.078 0.491 0.776 0.382 8.43 1777 2.014 0.219 0.253 -0.976 1.897 0.735 400S137 -54 0.0566 0.401 1.36 0.953 0.477 1.542 0.094 0.484 0.953 0.477 10.78 2777 2.000 0.953 0.457 15.40 3446 2.034 0.428 0.305 -0.967 1.884 0.737 4005137 -68 0.0713 0.497 1.69 1,165 0.582 1.531 0.112 0.475 1.165 0.582 13.58 3429 2.000 1.165 0.581 20.10 5196 2.002 0.842 0.365 -0.956 1.866 0.738 4008162.33 0.0346 0.275 0.94 0.692 0.346 1.586 0.103 0.611 0.692 0.332 6.57 936 2.032 0.110 0.358 •1.288 2.133 0.635 400S162 -43 0.0451 0.357 1.21 0.892 0.446 1.581 0.131 0.606 0.892 0.443 9.63 1777 2.006 0.242 0.453 -1.276 2.121 0.638 4005162.54 0.0566 0.443 1.51 1.098 0.549 1.574 0.159 0.600 1.098 0.549 12.18 2777 2.000 1.098 0.533 15.96 3446 2.026 0.473 0.550 -1.268 2.108 0.638 400S162-68 0.0713 0.550 1.87 1.346 0.673 1.564 0.192 0.591 1.346 0.673 15.34 3429 2.000 1.346 0.666 22.60 5196 2.009 0.933 0.663 -1.258 2.092 0.639 400S200-33 0.0346 0.310 1.05 0.812 0.406 1.619 0.183 0.769 0.805 0.362 7.16 936 2.091 0.124 0.689 -1.715 2.481 0.522 4005200 -43 0.0451 0.402 1.37 1.047 0.524 1.615 0.235 0.764 1.047 0.509 10.06 1777 2.023 0.272 0.876 -1.703 2.468 0.524 4005200 -54 0.0566 0.500 1.70 1.292 0.646 1.608 0.287 0.758 1.292 0.646 14.06 2777 2.000 1.292 0.580 17.36 3446 2.091 0.534 1.068 -1.695 2.456 0.524 • 400S200 -68 0.0713 0.622 2.12 1.589 0.795 1.599 0.349 0.750 1.589 0.795 17.68 3429 2.000 1.589 0.766 25.41 5196 2.035 1.054 1.295 -1.686 2.441 0.523 550S162-33 0.0346 0.327 1.11 1.458 0.530 2.112 0.113 0.589 1.458 0.512 10.11 670 2.787 0.130 0.704 -1.134 2.468 0.789 550S162-43 0.0451 0.424 1.44 1.883 0.685 2.107 0.145 0.584 1.883 0.681 14.79 1487 2.757 0.288 0.894 -1.123 2.458 0.791 5505162 -54 0.0566 0.528 1.80 2.324 0.845 2.098 0.176 0.577 2.324 0.845 18.76 2799 2.750 2.324 0.821 24.59 2967 2.782 0.564 1.088 -1.114 2.445 0.792 550S162-68 0.0713 0.657 2.24 2.861 1.040 2.086 0.212 0.568 2.861 1.040 23.72 4442 2.750 2.861 1.031 34.94 5468 2.761 1.114 1.316 -1.103 2.427 0.793 6005137 -33 0.0346 0.318 1.08 1.582 0.527 2.229 0.069 0.464 1.582 0.510 10.07 612 3.039 0.127 0.493 -0.823 2.421 0.884 6005137 -43 0.0451 0.413 1.41 2.042 0.681 2.223 0.087 0.459 2.042 0.670 14.80 1358 3.018 0.280 0.625 -0.813 2.411 0.886 600S137-54 0.0566 0.514 1.75 2.518 0.839 2213 0.105 0.452 2.518 0.839 18.98 2708 3.000 2.518 0.809 27.23 2708 3,042 0.549 0.757 -0.804 2.398 0.888 6005137 -68 0.0713 0.640 2.18 3.094 1.031 2.200 0.125 0.443 3.094 1.031 24.05 4442 3.000 3.094 1.029 35.60 5468 3.002 1.084 0.911 -0.793 2.380 0.889 6005137 -97 0.1017 0.889 3.03 4.188 1.396 2.170 0,159 0.422 4.188 1.396 34.48 7372 3.000 4.188 1.396 50.80 11124 3.000 3.066 1.179 -0.770 2.341 0.892 6005162.33 0.0346 0.344 1.17 1.793 0.598 2.282 0.116 0.581 1.793 0.577 11.41 612 3.039 0.137 0.851 -1.091 2.595 0.823 0 1 0.0451 0.447 1.52 2.316 0.772 2276 0.148 0.576 2.316 0.767 16.68 1358 3.007 0.303 1.082 -1.081 2.585 0.825 6 0 162 -54 0.0566 0.556 1.89 2.860 0.953 2.267 0.180 0.570 2.860 0.953 21.17 2708 3.000 21360 0.92 27.76 2708 .034 0.594 1.318 -1.072 2.572 0.826 6 S1 -6 0.0713 0.693 2.36 3.525 1.175 2.255 0.218 0.560 3.525 1.175 26.79 4442 3.000 3.525 1.164 .: 3.011 1.174 1.596 -1.061 2.554 0.828 600S162 -97 0.1017 0.966 3.29 4.797 1.599 2229 0.283 0.541 4.797 1.599 38.37 7372 3.000 4.797 1.599 56.73 11124 3.000 3.329 2.093 -1.039 2.518 0.830 600S200-33 0.0346 0.379 1.29 2.075 0.692 2.340 0.209 0.743 2.059 0.617 12.20 612 3.135 0.151 1.577 -1.479 2.866 0.734 600S200 -43 0.0451 0.492 1.67 2.683 0.894 2.335 0.268 0.739 2.683 0.873 17.24 1358 3.028 0.334 2.012 -1.468 2.855 0.736 600S200-54 0.0566 0.613 2.09 3.319 1.106 2.327 0.328 0.732 3.319 1.106 24.07 2708 3.000 3.319 1.002 30.01 2708 3.117 0.655 2.461 -1.459 2.842 0.737 600S200-68 0.0713 0.764 2.60 4.101 1.367 2.316 0.400 0.723 4.101 1.367 30.42 4442 3.000 4.101 1.317 43.71 5468 3.047 1.295 2.997 -1.448 2.826 0.737 600S200-97 0.1017 1.067 3.63 5.612 1.871 2.293 0.530 0.705 5.612 1.871 43.49 7372 3.000 5.612 1.871 64.53 11124 3.000 3.679 3.981 -1.427 2.791 0.739 600S250-43 0.0451 0.537 1.83 3.082 1,027 2.396 0.458 0.923 3.082 0.918 18.14 1358 3.134 0.364 3.379 -1.898 3.193 0.647 600S250 -54 0.0566 0.670 2.28 3.819 1.273 2.388 0.562 0.917 3.819 1.159 22.90 2708 3.115 3.760 1.069 32.00 2708 3.207 0.715 4.146 -1.889 3.180 0.647 600S250-68 0.0713 0.836 2.84 4.727 1.576 2.378 0.688 0.908 4.727 1522 30.08 4442 3.045 4.727 1.342 40.19 5468 3.191 1.416 5.071 -1.878 3.164 0.647 6005250 -97 0.1017 1.169 3.98 6.496 2.165 2.357 0.923 0.889 6.496 2.160 48.80 7372 3.003 6.496 2.063 69.38 11124 3.062 4.030 6.798 -1.857 3.130 0.648 ' Web height to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. \\‘) 7 SSMA RMJ Sephora 103. Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 -2282 Job No. 05182 Date: 6/10/05 Fax: 871 -2459 By: AM Page: ( 7 Built -up Box Beam at Interior Display Maximum Length= 17.5 ft Maximum Moment =w x L = 4,211 ft -lb • = 50,531 in -lb Built -Up Section 2 - 800S162 -54 Studs & 2- 362T150 -43 Tracks Only'2- 800S162 -54 used in design of box beam Moment of Box Beam M 73,984 in -lb (Prop86) M 83,680 in -lb (SSMA Catalog) MMax= 50,531 in -lb <M 73,984 in -lb CHECK OK! Deflection A = 5wL = 0.70 in 384E1 L _ A = 240 0.88 in DEFLECTION OK! Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 8005162 -54 If ti DIMENSIONS f PHYSICAL PROPERTIES : Web (A' ) = 8.000 in. Punchout = 0.000 in. KLX = 210.00 in. Fy = 33.000 ksi (abar) = 7.943 in. Spacing = 24.000 in. Fya -AXIAL = 33.000 ksi (a ) = 7.717 in. Type = CONFORMING Fya -BEND = 33.000 ksi • Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0566 in. KLY = 210.00 in. Fu = 45.000 ksi (bbar) = 1.568, 1.568 in. h/t Web = 136.3 Fu /Fy = 1.364 (b ) = 1.342, 1.342 in. w/t Flanges = 23.7, 23.7 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KIT = 210.00 in. E = 29,500 ksi (cbar) = 0.472 in. (c ) = 0.359 in. Radius (R ) = 0.0849 in. KLB = 210.00 in. G = 11,300 ksi (r ) = 0.1132 in. (u ) = 0.1777 in. Net /Gross Section Used for Capacity = GROSS WALLBOARD PARAMETERS : Stud Spacing = 16.00 in. q -bar -o = 0.000 ksi Gamma = 0.000 in. /in. Fastener Spacing = 12.00 in. DEFLECTION LIMIT / MOMENT COEFFICIENTS : Deflection = L/360 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS / NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS (BOXED Configuration) Area Gross = 1.339 in "2 Area Net = 1.339 in "2 Ix Gross = 11.474 in "4 Sx Gross = 2.869 inn Rx Gross = 2.927 in. x -bar = 1.625 in. Ix Net = 11.474 in "4 Sx Net = 2.869 in "3 Rx Net = 2.927 in. Iy Gross = 2.475 in^4 Sy Gross = 1.523 in "3 Ry Gross = 1360 in. y -bar = 4.000 in. Iy Net = 2.475 in "4 Sy Net = 1.523 inn Ry Net = 1.360 in. m = 0.000 in. J = 6.802062 in"4 xo = 0.000 in. Cw = 2.9258 in "6 Bw = - 0.7713 in "5 Bf = 1.3681 in "5 Bl = 1.0353 in "5 j = 0.3297 in. ro = 3.228 in. Beta = 1.000 Ixx /Iyy Required = 0.000/ 0.000 in"4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 21,568 lbs. Overall Allowable Axial Load = 11,982 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 41,784 in -lbs Allowable Y -Axis Moment Capacity = 33,361 in -lbs Omega = 1.25 Nominal Cap. (Web in Tension) = 41,784 in -lbs Allowable Cap. (Web in Tension) = 33,361 in -lbs Iyy Effective at Comp. Yield = 1.391 in"4 Min. Syy Effective at Comp. Yield = 1.266 in "3 Min. Nominal X -Axis Moment Capacity = 92,665 in -lbs Allowable X -Axis Moment Capacity = 73,984 in -lbs Omega = 1.25 Ixx Effective at Comp. Yield = 11.474 in"4 Sxx Effective at Comp. Yield = 2.869 inn Allow. Load Considering Lat. Load (Comp /Tension) = 11,982/ 35,280 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 4,012 lbs. > Actual Shear Load = 0 lbs. Allowable End One -Flange Loading Reaction = 1,004 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 11.474 in "4 - at Current Stress Level in Section of 8,948 psi Iyy for Deflection Determination = 1.391 in^4 - at Maximum Stress Level in Section of 33,000 psi PROP86, Version 5.00 - RMJ & ASSOCIATES Printed On 06 -10 -2005 at 11:27:34 Page 1 of 1 19 Section Properties • • • Structural (S) Stud Section Properties Design Gross Effective 33ksf Effective Silks! Torsional Thickness Area Weight lxx Sxx Fix lyy Ry lxx Sxx Ma Va Ycg lxx Sxx Ma Va Ycg J Cw Xo Ro Section (in) (in') (Iblf) (in') (n') (in) (in') (in) (in') (in') (in-k) (lb) (in) (in') (in (in -k) (lb) (in) in in in in li 8005137.33' 09346 0.388 1.32 3.198 0.799 2.873 0.073 0.435 3.198 0.663 13.10 455 4.335 0.155 0.948 -0.709 2.991 0.944 8005137.43 0.0451 0.503 1.71 4.134 1.033 2.866 0.093 0.430 4.134 1.033 20.42 1008 4.000 0.341 1.202 -0.700 2.981 0.945 8005137 -54 0.0566 0.627 2.13 5.110 1.277 2.855 0.112 0.423 5.110 1.277 26.89 2006 4.000 5.110 1.249 37.38 2006 4.032 0.670 1.460 -0.691 2.967 0.946 800S137 -68 0.0713 0.782 2.66 6.303 1.576 2.839 0.134 0.414 6.303 1.576 36.74 4048 4.000. 6.303 1.573 54.40 4048 4.003 1.325 1.762 -0.680 2.948 0.947 8005137 -97 0.1017 1.093 3.72 8.597 2.149 2.805 0.169 0.394 8.597 2.149 53.09 9037 4.000 8.597 2.149 78.22 11124 4.000 3.767 2.295 -0.658 2.908 0.949 8005162 - 33' 0.0346 0.413 1.41 3.582 0.896 2.943 0.125 0.550 3.582 0.757 14.96 455 4.306 0.165 1.615 -0.951 3.142 0.908 811 - -' 0.0451 0.537 1.83 4.633 1.158 2.937 0.160 0.546 4.633 1.158 22.89 1008 4.000 0.364 2.056 -0.941 3.132 0.910 :00 162 -54 0.0566 0.670 2.28 5.736 1.434 2.927 0.194 0.539 5.736 1.434 31.83 2006 4.000 5.736 1.397 1.8 2006 4.039 0.715 2.509 -0.932 3.119 0.911 r r 0.0713 0.836 2.84 7.089 1.772 2.913 0.235 0.530 7.089 1.772 40.41 4048 4.000 7.089 1.757 5 .5 4.013 1.416 3.047 -0.921 3.101 0.912 800S162 -97 0.1017 1.169 3.98 9.713 2.428 2.883 0.305 0.510 9.713 2.428 58.27 9037 4.000 9.713 2.428 B6.14 11124 4.000 4.030 4.023 -0.899 3.062 0.914 8005200 -33' 0.0346 0.448 1.52 4.096 1.024 3.023 0.227 0.712 4.096 0.812 16.04 455 4.410 0.179 2.945 -1.306 3.369 0.850 8005200 -43 0.0451 0.582 1.98 5.302 1.325 3.018 0.292 0.708 5.302 1.293 25.54 1008 4.038 0.395 3.763 -1.295 3.359 0.851 8005200 -54 0.0566 0.726 2.47 6.573 1.643 3.009 0.357 0.701 6.573 1.643 35.75 2006 4.000 6.573 1.475 44.15 2006 4.168 0.775 4.612 -1.286 3.346 0.852 8005200 -68 0.0713 0.907 3.09 8.140 2.035 2.996 0.435 0.692 8.140 2.035 45.29 4048 4.000 8,140 1.964 65.21 4048 4.055 1.537 5.631 -1.275 3.329 0.853 8005200 -97 0.1017 1.271 4.32 11203 2.801 2.969 0.576 0.673 11.203 2.801 65.12 9037 4.000 11203 2.801 96.63 11124 4.000 4.381 7.524 -1.253 3.292 0.855 800S250 -43 0.0451 0.627 2.13 6.015 1.504 3.097 0.500 0.893 6.015 1.313 25.95 1008 4.219 0.425 6.320 -1.695 3.641 0.783 8005250 -54 0.0566 0.783 2.66 7.465 1.866 3.088 0.614 0.886 7.465 1.712 33.82 2006 4.134 7.378 1.525 45.66 2006 4.323 0.836 7.769 -1.686 3.628 0.784 8005250.68 0.0713 0.978 3.33 9261 2.315 3.077 0.752 0.877 9.261 2.240 4426 4048 4.053 9261 2.003 59.96 4048 4.219 1.658 9.526 -1.674 3.611 0.785 8005250 -97 0.1017 1.372 4.67 12.789 3.197 3.053 1.009 0.857 12.789 3.190 72.06 9 4.004 12.7 3.053 102 11124 4.073 4.731 12.838 -1.652 3.575 0.787 10005162 -43' 0.0451 0.627 2.13 8.025 1.605 3.577 0.168 0.518 8.025 1.414 27.94 802 5.292 0.425 3.404 -0.836 3.709 0.949 10005162 -54 0.0566 0.783 2.66 9.950 1.990 3.565 0.204 0.511 9.950 1.990 39.32 1593 5.000 9.950 1.712 51.26 1593 5.332 0.836 4.160 -0.827 3.696 0.950 10005162 -68 0.0713 0.978 3.33 12.325 2.465 3.550 0.246 0.502 12.325 2.465 56.20 3209 5.000 12.325 2.465 73.80 3209 5.000 1.658 5.060 -0.817 3.677 0.951 10005162 -97 0.1017 1.372 4.67 16.967 3.393 3.516 0.320 0.483 16.967 3.393 81.43 9037 5.000 16.967 3.393 120.37 9461 5.000 4.731 6.708 -0.795 3.637 0.952 10005200 -43' 0.0451 0.672 2.29 9.085 1.817 3.676 0.309 0.677 9.085 1.580 31.23 802 5.319 0.456 6.189 -1.162 3.914 0,912 10006200 -54 0.0566 0.839 2.86 11.278 2.256 3.666 0.378 0.671 11.278 2.256 44.57 1593 5.000 11278 1.805 54.04 1593 5.478 0.896 7.595 -1.153 3.901 0,913 10005200.68 0.0713 1950 3.57 13.994 2.799 3.652 0.460 0.662 13.994 2.799 6228 3209 5.000 13.994 2.744 82.15 3209 5.037 1.779 9291 -1.142 3.883 0.913 10005200.97 0.1017 1.474 5.02 19.336 3.867 3.622 0.609 0.643 19.336 3.867 89.92 9037 5,000 19.336 3.867 133.42 9461 5.000 5.082 12.460 -1.120 3.845 0,915 10005250 -43' 0.0451 0.717 2.44 10.203 2.041 3.771 0.531 0.860 10.203 1.617 31.95 802 5.508 0.486 10.404 -1.535 4.161 0.864 10005250 -54 0.0566 0.896 3.05 12.677 2.535 3.762 0.653 0.854 12.677 2.277 44.99 1593 5.213 12.660 1.879 56.26 1593 5.635 0.957 12.805 -1.525 4.148 0.865 10006250 -68 0.0713 1.121 3.81 15.751 3.150 3.749 0.799 0.844 15.751 3.054 60.34 3209 5.060 15.751 2.670 79.94 3209 5.317 1.899 15.726 -1.514 4.130 0.866 1000S250 -97 0.1017 1.576 5.36 21.827 4.365 3.722 1.072 0.825 21.827 4.356 98.40 9037 5.004 21.827 4.181 140.63 9461 5.082 5.433 21.268 -1.491 4.093 0.867 12005162. 0.0566 0.896 3.05 15.730 2.622 4.190 0.212 0.486 15.730 2.334 46.11 1321 6.311 15.730 2.024 60.60 1321 6.695 0.957 6.293 -0.744 4.283 0.970 12005162.68 0.0713 1.121 3.81 19.518 3.253 4.173 0.255 0.477 19.518 3.253 64.28 2658 6.000 19.518 2.953 88.41 2658 6.257 1.899 7.666 -0.734 4.264 0.970 12005162.97 0.1017 1.576 5.36 26.966 4.494 4.137 0.331 0.459 26.966 4.494 107.85 7814 6.000 26.966 4.494 159.42 7814 6.000 5.433 10.187 -0.713 4.223 0.971 12005200 -54 0.0566 0.953 3.24 17.662 2.944 4.306 0.393 0.643 17.662 2.658 52.52 1321 6.281 17.662 2.143 64.17 1321 6.836 1.017 11.462 -1.047 4.478 0.945 12005200 -68 0.0713 1.192 4.06 21.947 3.658 4.291 0.479 0.634 21.947 3.658 81.40 2658 6.000 21.947 3.265 97.75 2658 6.300 2.020 14.038 -1.036 4.459 0,946 12005200 -97 0.1017 1.677 5.71 30.417 5.069 4.258 0.635 0.615 30.417 5.069 117.87 7814 6.000 30.417 5.069 174.89 7814 6.000 5.783 18.876 -1.014 4.420 0.947 12005250.54' 0.0566 1.009 3.43 19.681 3.280 4.416 0.683 0.823 19.681 2.679 52.94 1321 6.521 19.681 2.238 67.01 1321 6.995 1.078 19.354 -1.395 4.704 0.912 12006250.68 0.0713 1.263 4.30 24.484 4.081 4.402 0.836 0.813 24.484 3.963 78.31 265B 6.065 24.484 3.147 94.22 2658 6.643 2.141 23.796 -1.384 4.686 0.913 12005250 -97 0.1017 1.779 6.05 34.016 5.669 4.373 1.121 0.794 34.016 5.658 127.80 7814 6.004 34.016 5.446 183.15 7814 6.088 6.134 32.260 -1.361 4.648 0.914 'Web to thickness ratio exceeds 200. Web stiffeners are required at all support points and concentrated loads See Section Properties Table Notes on page 6. 8 SSMA RMJ J Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 -2282 Job No. 05188 Date: 6/10/05 Fax: 871 -2459 By: AM Page: 2-c2 Lateral Loads on Interior Storefront Seismic Loads Seismic loads on storefront shall be based on maximum of: ASCE 7 Section 9.14.5.1, 5 psf OR Seismic load based on ASCE 7 code section 9.6.1.3 In some cases, a conservative load, based on a higher seimic force may be used. Max storefront height = 12.0 ft w= 5 psf x.5x 12 ft = 30.0 plf OR w= 24.3 plf (See following sheet for determination of seismic loads) Use w= 30.0 plf for seismic loads perpendicular to storefront. Use w= 24.3 plf for loads loads parallel to storefront. ' `MJ Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 -2282 Job No. 05188 Date: 6/10/05 Fax: 871 -2459 By: AM Page: 2,1 Lateral Force on Elements ap 1.0 R 2.5 I p = 1.0 SDS= 0.7 S 1.06 S 1.06 F 1.0 z= 12.0 h= 35.0 Fp= (0.4 *a *S /(R /I +2 *(z/h)) *W 0.191 W Fp shall not be less than 0.3S and need not be greater than 1.6S Fp= 0.3 *S *I * Wp = 0.21 W (min) Fp= 1.6 *C *I *W 1.15 W (max) Fp= 0.212 W /1.4 W 170 plf RMJ Sephora 103 Linden Avenue Washington Square South San Francisco, CA 94080 Tigard, Oregon (650) 871 - 2282 Job No. 05182 Date: 6/10/05 Fax: 871 - 2459 By: AM Page: 2 2, Diagonal Braces Used to resist loads perpendicular to the storefront. P= 30 plf x 4' -0" x SQRT (2) Pmax 169.7 lbs l6race=SQRT (2) x 3 ft = 4.2 ft = 50.9 in Use 362S162-33 BRACE at 4' -0" o.c. Good for 2,517 lbs (See following Prop 86 print -out) Pmax 169.7 <Pcap= 2517 lbs = Copyright (C) - SURE -TIE, INC. - 1992 -98, All Rights Reserved. 3625162 -33 17 V' _ DIMENSIONS / PHYSICAL PROPERTIES : Web (A' ) = 3.625 in. Punchout = 0.000 in. %LX = 51.00 in. Fy = 33.000 ksi (abar) = 3.590 in. Spacing = 24.000 in. Fya -AXIAL = 33.000 ksi • (a ) = 3.403 in. Type = CONFORMING Fya -BEND = 33.000 ksi Flanges (B' ) = 1.625, 1.625 in. Thickness = 0.0346 in. KLY = 51.00 in. Fu = 45.000 ksi (boar) = 1.590, 1.590 in. h/t Web = 98.4 Fu /Fy = 1.364 (b ) = 1.403, 1.403 in. w/t Flanges = 40.5, 40.5 Lip (C' ) = 0.500 in. Bearing Width = 1.500 in. KLT = 51.00 in. E = 29,500 ksi (cbar) = 0.483 in. (c ) = 0.389 in. Radius (R ) = 0.0764 in. KLB = 51.00 in. G = 11,300 ksi (r ) = 0.0937 in. (u ) = 0.1471 in. Net /Gross Section Used for Capacity = GROSS WALLBOARD PARAMETERS : Stud Spacing = 16.00 in. q -bar -o = 0.000 ksi Gamma = 0.000 in. /in. Fastener Spacing = 12.00 in. DEFLECTION LIMIT / MOMENT COEFFICIENTS : Deflection = L/360 Cmx = 1.000 Cmy = 1.000 Ey = 0.000 in. Ex = 0.000 in. GROSS / NET SECTION PROPERTIES BASED ON 1996 AISI SPECIFICATIONS Area Gross = 0.262 in "2 Area Net = 0.262 in "2 Ix Gross = 0.551 in"4 Sx Gross = 0.304 in "3 Rx Gross = 1.450 in. x -bar = 0.520 in. Ix Net = 0.551 in^4 Sx Net = 0.304 in "3 Rx Net = 1.450 in. Iy Gross = 0.099 in "4 Sy Gross = 0.090 in9 Ry Gross = 0.616 in. y -bar = 1.813 in. Iy Net = 0.099 in^4 Sy Net = 0.090 in "3 Ry Net = 0.616 in. m = 0.789 in. J = 0.000105 in^4 xo = -1.308 in. Cw = 0.3064 in"6 Bw = - 0.0868 in "5 Bf = 0.1192 in "5 B1 = 0.1281 in "5 j = 2.1165 in. ro = 2.048 in. Beta = 0.592 Ixx /Iyy Required = 0.000/ 0.000 in^4 ALLOWABLE LOADS Lateral Loads (X /Y) = 0.00/ 0.00 psf Overall Nominal Failure Load = 4,530 lbs. Overall Allowable Axial Load = 2,517 lbs. Omega = 1.80 Nominal Y -Axis Moment Capacity = 2,838 in -lbs Allowable Y -Axis Moment Capacity = 2,266 in -lbs Omega = 1.25 Nominal Cap. (Web in Tension) = 3,012 in -lbs Allowable Cap. (Web in Tension) = 2,405 in -lbs Iyy Effective at Comp. Yield = 0.084 in "4 Min. Syy Effective at Comp. Yield = 0.086 in "3 Min. Nominal X -Axis Moment Capacity = 8,655 in -lbs Allowable X -Axis Moment Capacity = 6,910 in -lbs Omega = 1.25 Ixx Effective at Comp. Yield = 0.538 inA4 Sxx Effective at Comp. Yield = 0.293 in "3 Allow. Load Considering Lat. Load (Comp /Tension) = 2,517/ 6,906 lbs. Lat. Load Moments (X /Y) = 0/ 0 in -lbs Allowable Shear Load on Unreinforced Web = 1,039 lbs. > Actual Shear Load = 0 lbs. Allowable End One -Flange Loading Reaction = 206 lbs. > Actual End Reaction = 0 lbs. Ixx for Deflection Determination = 0.551 inA4 - at Current Stress Level in Section of 9,602 psi Iyy for Deflection Determination = 0.084 in"4 - at Maximum Stress Level in Section of 33,000 psi PROP86, Version 5.00 - RMJ & ASSOCIATES Printed On 06 -10 -2005 at 11:35:40 Page 1 of 1 • 2`� MCE Ground Motion - Conterminous 48 States Zip Code - 97223 Central Latitude = 45.44033 Central Longitude = - 122.776223 Period MCE Sa (sec) ( %g) 0.2 106.1 MCE Value of Ss, Site Class B 1.0 037.2 MCE Value of S1, Site Class B r f _ -- - - - - - -- -- ' - _ _ 1 'F — ^ - ; 't .__. q:`.._ .''''7-t-,. "c." _ rY F' • STRUCTURAL DESIGN • G (200) .,, . . • • IV , cs Cs VL= ( �20 ) . I {qo°) pb 15 ►. r! 1 7w 60 ` omiL 50'� :' ik ra ts (�20j) (3z00), R (4000) ( i h r i a k ( A ° 25 r (4 pm) oO) � s D (x300) * . 25 30 ,l \t 50 t7 � Ara X20 { ■ (4 U O ) ' / i ( 415 ° ) 3200) G 8� � {300) 1 � 4( ,. inti � two �� it" v. • ( BSDO) ( 5500) ����iv ■ . ,, . (550) C S rift aii ` •r r � �[ ��• ( 66 0 0 �Q � � 1 3 ��` I�!i � . 5 15 ( 5400} 6600) 20 1450 ►/ i r "�� ® S ( i • ( 20 �C���r la 25 ( 1600) �� 20 CS (36 ` �� ■f a ��� ��r�/���6 5 1300) its 44 1 � '��∎ ' I � o 4000 _ 4 Ifr ' �>��', : .. . , , ,, r 75 ( 5 - (5 20 ) �r � ��� \ \�NE i ZERd 1� ►' (415) � i t' � wi5 -�. \�. ∎� Tai d t, a or ' ivaldimrs i (5000) \����� P = R a ` � � j ' r01.1 a woo' 20 ka ... ■■ ■■II.o« s ) s o) I ) 'g ( j ( 9 r ZERO ( 4 ) ( ) ( o) itrall ( 10 ]� r � 1:: l EN Pril �alINIr 200 �i� �► L � ��I a�� � i E t> t E ZER�� �Ra a � j ( �0) '����� '�' ��A i �' �50 1 (325 . ��=���������0�i �� p, • { - (3600) .iIM�MI�.0 �IL� Z ERO Z ER a re (5000)1° 51.11��11.010 � • [ ZERO (f3500 �mour 'O � ` ZERO \ ��.�looki , 5II NE 1. ' . In CS areas, site-scic C4sds Studies are requ to establish ground loads n these areas Preclude m mapping 7FR �� �� b at @pis scale. ' - - , r elevatlon - — il tubers in for the ro re present the apps C limits In fee fo r tha ground s now load values resented bgsrol and sn loads atteelevations not required o establish d � - � To convert Iblsq ft to kNm2 multiply by 0.04T8. i To convert feet to meters, multiply by 0.5048 200 300 10 miles a • 0 1 0 i - f FIGURE 1608.2 GROUND SNOW LOADS, pg, FOR THE UNITED STATES (psf) 1 - - -... -e.•..r AML -DINS_ Jun 28 05 11:21a RMJ 650 871 2459 p.1 ® RECEIVE; Rmj Fad Transr, itta RMl Fair: 06501871 -2459 BUILDING DIVISION Total Pages Being Sent, Including Cover Sheet: 4 Date: 6/28/2005 Time:11:17 AM To: City of Tigard, OR. Plans Examiner Fax #: 503- 624 -3681 Attn: Val Henzel Original Mailed: Yes ❑ No Project: Sephora, Washington Square RMJ Job #: 05182 Please notify the sender at (650) 871 -2282 if the faxed copy is incomplete or unclear. We arc sending you: The following: ® For your use ® As requested by you ❑ Memo ❑ Agreement ❑ Letter ❑ Plans, Sections, or Details ❑ For review and comment ® Calculations ❑ Specifications ❑ Shop Drawings ❑ Other Description and Remarks: Val, Attached are revisions to the structural calculations for the Sephora @ Washington Square Mall, Tigard, OR. The revised calculations take into account the changes requested per the Oregon Amendments to the 2003 International Building Code. The changes are 25psf SNOW LOAD and a 100mph WIND LOAD. I revised page 7 to show an 100mph wind load which changed the wind force to 15.6psf, intially it was 12psf. I rechecked the 6" metal stud on page 10 for this new load and it was sufficient. I revised page 12 for a snow load of 25psf when intially 20psf and re- checked the 3 -5/8" metal stud for this new load. If you have any questions or comments please contact me. By: Angel Mejia Distribution: ❑Contractor: Fax No, ❑Owner /Developer: Fax No. ®Architect:Samuel Chow Fax No, ❑ Fax No. Robinson Meier Juilly & Associates Structural Engineers 103 Linden Ave So. San Francisco, CA 94080 (650 -871 -2282)