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020 0 936 7 au-4 56, 14e4 RECE CI SEP 2 9 2005 fr , prizati ,,;._t if , o n ce t s ,, :: , : ,.„,„ : ",, , , :: 1.7,:,:: : .„::.,,, , ,,,: , ,,:,::,0 : =! ; - : :, ngineering ::_::,, -- ,:: : : !,„,,,: i .:,:, __::.: :„ .,_ 1729 S. Douglass Rd, Suite B Anaheim, GA 92800 Tel: 714.450.0050 Fax: 714.450.0000 e -mail: sceng @engineer.com Project Name : Williams Sonoma (i54573) Project Number : E- 082305 -8 Date : 09/24/05 �� v EF ° � ti � / a 72544P v ' - Street Address : 93S7 SW Washington Sqr Rd City /State : Tigard, OR 97223 OREGON q` 9 � 11. 2 Scope of Work : Shelving 4BOLHa`3'3 I EXPIRATIVi DATE 12:3110 I SEP 2 6 2005 S truraI Looncepts ngineering -.r q .1 Ste Anaheim, Cn 929 R Tel• 714 APR 0056 Fax: 714 45 0066 - -- 1729 S. Douglass R.., ..te 8 .,� .._..�., .......- ..,__.,,__.. ...,., ............. Shelving First Floor Stockroom #1 2 di 2 3 S trturai ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. .. Project: Williams Sonoma #154573 Project #: E -082305 -8 Design Data Configuration: Unit Hol -82 (96H x 48W x 24D) Grnd Level 1) The analyses of the light duty storage fixtures conforms to the requirements of the 2003 IBC 2) Steel minimum yield, Fy= 36 ksi unless otherwise noted on the plans or analysis herein. 3) Anchor bolts shall be provided by installer per ICBO reference on the calculations herein. The installer must provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein. 4) All welds shall conform to AWS procedures, utilizing E70xx electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The slab on grade is assumed to be 4" thick with minimum 2000 psi compressive strength. Soil bearing capacity is 1000 psf. • William Sonoma # 1 54573 E- 0823 -8.x15 Page 3 of Z3 9/24/2005 n S triturai on is 1 ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Summary of Results Configuration: Unit Hol-82 (96H x 48W x 24D) Grnd Level ' Shelf Configuration # of Levels= 6 D= 24.5 in H= 96.0 in =7 ! c _ _ L= 48.5 in 78 7/8" CLR F (l2) 1L' �e p @ 1 Location Elevation Load p 0 5 18" 17" CL hl= 3.0 in 100 lb o no) z ,` 1 h2= 18.0 in 100 lb ' � h3= 18.0 in 100 lb 8 18" 1 17" CLR 'p a (70) � 7 y h4= 18.0 in 100 lb h5= 18.0 in 100 lb 18" 17" CLR F 46 1/2` h6= 21.0 in 100 lb (70) . i m _ 18" 17" CLR i ,l a (+ 11lg2 1 36 1/2" I, A 48 1/2" ^ � 24 1/2` Seismic Zone Coef, Ss= 1.06 Seismic Zone Coef, Fa= 1.08 • Steel Fy= 36,000 psi Total Height = 96.0 in Component Summary (2003 IBC) Stress Status Column Dbl 1 -1/2" x 14ga (AP12) 0.26 OK ,- Beam Double Rivet Z (DRBZ) & DRBLP 0.45 OK Beam Rivet . • 1 -1/2" Spacing 0.19 OK Anchor (1) 1/4" x 2" Embed Hilti Kwikbolt II per post (ICBO 4627) No Inspection Required 0.01 OK Base Plate (1) 2 -1/2" x 2 -1/2" x 14ga swing footplate per post 0.25 OK Slab on Grade 4 in thick x 2000 psi slab /1000 psf soil 0.07 OK !Notes William Sonoma # 1 54573 E- 0823 -8.x15 Page 1 of L 3 0/24/2005 S tr tural on is c- - ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E -082305 -8 Seismic Forces Configuration: Unit Hol -82 (96H x 48W x 24D) Gmd Level Lateral analysis is performed with regard to the IBC 2003 Sec. 1621 and ASCE 7 -02 section 9.6.1.3 A Veg3o -s= Cs * Ip * Ws /1.4 (ASD Loading) rill Ve19.6.134= 0.4 * ap * Sin * Ws * (1 + 2 *z /h) /[(Rp /Ip) /1.4] (ASD Loading) = V hb Cs * Ip= 0.2181 V 0.015 (RMI Sec 2.5.1.2) M Cs= 2.5 *Ca /R Fa= 1.08 - Ca= SDs /2.5 Ss= 1.06 Elevation SDs= Fa * Ss * (2/3) R= 3.50 # of levels= 6 Frame Type= Single Row Ip= 1.00 Depth= 24.5 in Veq 3o -s= 0.1558 PL 1.00. ap= 1.0 Veq 9.6.1.3 - 1= 0.0864 Z /h= 0.00 V 0.015 (Transverse) Rp= 2.5 Seismic Coeff= 0.1558 (Either Direction) Down Aisle Seismic Shear (Longitudinal) Cross Aisle Seismic Shear (Transverse) Wlong= 1(LL *0.67 +DL) Wtransv= E(LL *0.67 +DL) =462Ib =4621b Vong =V 0.1558 * 462 lb Vtransverse =V 0.1558 * 462 lb = 72 lb = 72 lb V /col = 36 lb VJ2= 36 lb Transverse Distribution Moment Resisting Dbl Rivet Beams Level LL *0.67 DL hi wi *hi R Fi*hi Vn hb Mn Mconn 1 67 lb 10 lb 3 in 231 0.7 lb 2 in-lb 36.00 lb 3 in 108 in -lb 216 in -lb 2 67 lb 10 lb 21 in 1,617 5.2 lb 109 in-lb 36.00 lb 18 in 324 in -lb 324 in -lb 3 67 lb 10 lb 39 in 3,003 9.6 lb 374 in -lb 36.00 lb 18 in 324 in -lb 324 in -lb 4 67 lb 10 lb 57 in 4,389 14.1 lb 804 in -lb 36.00 lb 18 in 324 in -lb 324 in -lb 5 67 lb 10 lb 75 in 5,775 18.6 lb 1,395 in -lb 36.00 lb 18 in 324 in -lb 351 in -lb 6 67 lb 10 lb 96 in 7,392 23.8 lb 2,285 in-lb 36.00 lb 21 in 378 in -lb 189 in -lb Sum: 402 lb 60 lb W =462 lb 22,407 72 lb Mt= 9969.2 m -Ib Smilarly, Mlong= 378 in -lb Mconn -long= 351 in -lb Transverse Column Loads Longitudinal Column Loads Pstatic= �(LL+DL) Pseismic= Movt/D Pstatic= E(LL +DL) Mlong= M T #v v V T = 330 lb = 203 lb = 330 lb = 378 in -lb Mconn= 1,746 in -lb Mtransv =M 378 in -lb • William Sonoma # 1 54573 E- 0823 -8.x15 Page S of 1 -3 9/24/2005 S trturai on is Cngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Transverse Column Loads (Weak Axis Bending) Configuration: Unit Hol -82 (96H x 48W x 24D) Grnd Level Conforms to the requirements of Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Net Section Properties Column= Dbl 1 -1/2" x 14ga (AP12) Aeff = 0.358 inA2 4f= 1.67 Ix (downaisle) = 0.148 in ^4 E= 29,500 ksi nNN r Sx (downaisle) = 0.099 in ^3 Cb= 1.0 it 1 i /2" rx (downaisle) = 0.642 in Cmx= 0.85 i� M— ,I Iy (crossaisle) = 0.087 in ^4 Kx = 1.0 o f Sy (crossaisle) = 0.090 in ^3 Lx = 14.0 in ry (crossaisle) = 0.494 in Ky = 1.0 1=-1 1/2 "—,=1 1/2 "--1 Fy= 36 ksi Ly = 60.0 in Loads Load Case: (Fully Loaded) Axial =P= 533 lb Moment =My= 378 in -lb Axial Analysis KxLx /rx = 1 *14 "/0.642" KyLy /ry = 1 *60 "/0.494" Fe > Fy /2 = 21.8 = 121.5 Fn= Fy(1- Fy /4Fe) = 36 ksi *[1 -36 ksi /(4 *19.7 ksi)] Fe= n ^2E /(KL/r)max ^2 Fy /2= 18.0 ksi = 19.6 ksi = 19.7ksi Pn= Aeff *Fn Sk= 1.92 Pa= Pn /Qc = 7,011 lb = 7011 lb/1.92 = 3,652 lb P /Pa= 0.15 < 0.15 Bending Analysis Check: P /Pa + My /May 5 1.33 Pno= Ae *Fy Pao= Pno /Qc Myield =My= Sy *Fy = 0.358 in '' 2 *36000 psi = 128831b/1.92 = 0.09 in ^3 * 36000 psi = 12,888 lb = 6,713 lb = 3,240 in -lb May= My /4f Pcr= n /(KL)max ^2 = 3240 in -lb /1.67 = n ^2 *29500000 psi /(1 *60 in)^2 = 1,940 in -lb = 7,036 lb p= {1 /[1- (S2c *P /Pcr)] } ^ -1 = {1/[1- (1.92 *533 lb/7036 1b)] } ^ -1 = 0.85 Combined Stresses • (533 lb/3652 lb) + (378 in -lb /1940 in-lb) = 0.27 < 1.33, OK (EQ C5 -3) Page of Z S t j jturai on is n ineerin 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Longitudinal Column Loads (Strong Axis Bending) Configuration: Unit Hol -82 (96H x 48W x 24D) Grnd Level Conforms to the requirements of Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Net Section Properties Column= Dbl 1 -1/2" x 14ga (AP12) Aeff = 0.358 in ^2 S2f= 1.67 Ix (downaisle) = 0.148 in ^4 E= 29,500 ksi 1 Sx (downaisle) = 0.099 inA3 Cb= 1.0 • 1 112" rx (downaisle) = 0.642 in Cmx= 0.85 Iy (crossaisle) = 0.087 in ^4 Kx = 1.0 Sy (crossaisle) = 0.090 in ^3 Lx = 14.0 in ry (crossaisle) = 0.494 in Ky = 1.0 ,, =1 1/2" ,' 1 1/2 Fy= 36 ksi Ly = 60.0 in Loads Load Case: (Fully Loaded) Axial =P= 330 lb Moment =Mx= 378 in-lb Axial Analysis KxLx /rx = 1 *14 "/0.642" KyLy /ry = 1 *60 "/0.494" Fe > Fy /2 = 21.8 = 121.5 Fn= Fy(1- Fy /4Fe) = 36 ksi *[1 -36 ksi /(4 *19.7 ksi)] Fe= n ^2E /(KL/r)max ^2 Fy /2= 18.0 ksi = 19.6 ksi = 19.7ksi Pn= Aeff*Fn S2c= 1.92 Pa= Pn /Qc = 7,011 lb = 7011 lb/1.92 = 3,652 lb P /Pa= 0.09 < 0.15 Bending Analysis • Check: P /Pa + My /May <_ 1.33 Pno= Ae *Fy Pao= Pno /S2c Myield =My= Sx *Fy = 0.358 in ^2 *36000 psi = 128881b/1.92 = 0.099 in ^3 * 36000 psi . = 12,888 lb = 6,713 lb = 3,564 in -lb May= My /2f Pcr= n ^2EI /(KL)max ^2 = 3564 in -lb /1.67 = n ^2 *29500000 psi /(1 *60 in)^2 = 2,134 in -lb = 7,036 lb p= {1 /[1 (Qc *P /Pcr)] } ^ - 1 = {1/[1-(1.92 lb/7036 Ib)] }^ -1 = 0.91 Combined Stresses (330 lb/3652 lb) + (378 in- lb/2134 in-lb) = 0.23 < 1.33, OK (EQ C5 -3) • •.'.',Ih:�ni , 4�- '`-. ".�I: Page 9--of S trAtural on is " `` : ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 . By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Double Rivet Beam Configuration: Unit Hot-82 (96H x 48W x 24D) Grnd Level • t 14ga Do. naisle Beam Type = Double Rivet Z (DRBZ) Ix= 0.0330 in ^4 A A A AA AA A Sx= 0.037 in ^3 M N Fy -beam= 36,000 psi II Shelf Span =L= 49 in j_ v v v v v vv v Downaisle beam Pbl Rivet "Z" Beam - L y" 5hellPlan View Check Beam Bending Check Beam Deflection Shelf LL= 110 lb E= 29,500,000 psi Load= w= LL/(2 *L)= 14.8 plf D= 5 * w * L ^4/(384 * E * Ix) = 0.0942 in M= w * L ^2/8 = 363 in -lb Dallow= L/180 = 0.27 in OK fb= M /Sx = 9,801 psi Check DRBLP Beam I r11 ga Beam Type= DRBLP = T Fb= 0.6 * Fy Ix= 0.0130 in ^4 7 7 N 21,600 psi Sx= 0.023 in ^3 ■ fb= 0.7 OK t EC fb /Fb= 0.45 OK D= 0.2390 in OK • PH P.ivet Low Pofile Beam Check DRB Beam Rivets For Static + Seismic Loads Rivet Spacing =d= 1.5 in tmin= 0.075 in ,_ Rivet diameter= 0.25 in Fu= 58,000 psi Fy - rivet= 50,000 psi Column Rivet M= 378 in - lb W= (LL +DL) /4 • Bed m C= M/d = 281b ani111 = 252 lb r C d Shear Capacity= Rivet Area * 0.4 * Fy -rivet * 1.33 ay = [(0.25 in) ^2 * pi /4] * 0.4 * 50000 psi * 1.33 = 1,309 lb w Bearing Capacity= Rivet Diam * tmin * Fu * 1.2 * 1.33 = 1,740 lb Beam to Column . Effective Shear= [(W/2)^2 + C ^2] ^0.5 = 252 lb OK William Sonoma # 1 54573 E- 0823 -8.xls Page rr of 2 - 9/24/2005 S tturai - ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 • By: A.A. Project: Williams Sonoma #154573 Project #: E-082305 -8 Anchors Configuration: Unit Hol -82 (96H x 48W x 24D) Grnd Level Loads Vtrans =V= 72 lb • V DL/Frame= 60 lb LL/Frame= 402 lb Frame Depth=D= 24.5 in Wst= (0.9 *DL +LL)total= 456 lb Htop -M= 96.0 in LL © TOP= 100 lb # Levels= 6 DL/Lvi= 10 lb # Anchors /End= 1 DL *0.90= 9lb T Lateral Ovt Forces= r(R *hi)= 4,969 in -lb SfnE H FVAT CN Fully Loaded rack Vtrans= 72 lb Movt= l(Fi *hi) *1.15 Mst= Wst * D/2 Uplift =T= (Movt- Mst) /D = 5,715 in -lb = 456 lb * 24.5 in /2 = (5715 in -lb - 5586 in-lb)/24.5 in = 5,586 in -lb = 5 lb Top Level Loaded Only Critical Level= 6 Hgt @ Lvl 6= 96.0 in Vtop= 2.5 *Ca *I(DL +LL @top /n- transv) /(R *1.4) Movt= Vtop *Htop *1.15 = 0.1558 * (100 lb + 10 lb) = 17 lb *96in *1.15 = 17 lb = 1,877 in -lb Mst= 0.9 *(DL -total + LL -top) *D /2 Uplift =T= (Movt- Mst) /D = (100 lb + 10 lb*0.9) * 24.5 in /2 = (1877 in -lb - 1335 in-lb)/24.5 in = 1,335 in -lb = 22 lb Anchor Check (1) 1/4" x 2" Embed Hilti Kwikbolt II anchor(s) per base end. Special inspection is not required per ICBO 4627. Pullout Capacity=Tcap= 265 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 400 lb Phi= 1.33 Tcap *Phi= 352 lb Vcap *Phi= 532 lb Fully Loaded: (5 lb/352 Ib) ^1.66 + (36 lb/532 1b)^1.66 = 0.01 <= 1.0 OK Top Level Loaded: (22 lb/352 Ib)^1.66 + (9 lb/532 Ib)^1.66 = 0.01 <= 1.0 OK \Wham Sonoma //1 54573 E- 0823 -8.x15 Page 1 of Li 9/24/2005 Page 3 of 5 ER -4627 TABLE 3- CARBON STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL - WEIGHT CONCRETE 4'. 2,000 psi 4' = 3,000 P-si 1,' = 4,000 psi 4' = 6,000 psi ANCHOR ANCHOR Tension Tension Tension Tension DIAMETER DEPTH With Moot With Without WM Wdhout With Without Inch) (Inches) SP. !Psi SP- Shear Sit.losR SP- Shear SP.IP SP-hP. Shear SP.insP- SP•LIP. Shear 11 3 245 120 300 150 400 350 175 400 430 215 400 ( 1 /4 525 (265 550 280 400 590 295 400 625 315 400 3 625 315 400 625 315 400 625 315 400 625 315 400 1 500 250 925 605 300 975 710 355 1,025 800 400 1,025 3 /8 2 1,125 565 1,100 1,210 605 1.100 1.290 645 1.100 1,450 725 1.100 4 1,190 595 1,100 1,235 615 1,100 1,285 640 1,100 1,450 725' 1,100 2 860 430 1,810 960 480 1,840 1,065 530 1,840 1,625 815 1,840 1 /2 3 1,750 875 1,840 2,000 1,000 1,840 2,250 1,125 1,840 2,625 1,315 1,840 6 1,950 975 1,840 2,165 1,080 1,840 2,375 1,190 1,840 2,625 1,315 1,840' 23 /4 3 1,425 710 2,875 1,685 845 2,875 1,950 975 2,875 2,500 1,250 2,875 5 /8 4 2,180 1,125 3,125 2,670 1,335 3,125 3,090 1,545 3,125 3,925 1,965 3,125 7 3,000 1,500 3,125 3.250 1,625 3,125 3,500 1,750 3,125 3,925 1,965 3,125 . 3 1,850 925 3,875 2,175 1,090 3,875 2,500 1,250 3.875 3,000 1,500 3,875 3 /4 4 2,750 1,375 4,225 3,625 1,940 4,225 4,500 2,250 4,225 5 2,530 4,225 8 3,750 1,875 4,225 4,625 2,315 4,225 5,500 2,750 4,225 5,925 2,965 4,225 4 2,930 1,465 6,625 3,650 1,825 7,125 4,375 2,190 7.625 4,360 2.180 8,625 1 6 3,990 1,995 8,625 5;310 2,655 8,625 6.625 3,315 8,625 7,875 3,940 8,625 9 6,040 3,020 8,625 7,050 3,525 8,625 8,055 4,025 8.625 10,000 5,000 8,625 For SI: 1 inch = 25.4 mm, 1 psi = 6.9 kPa, 1 lb. = 4.45 N. 1 See Table 2 footnotes. 2 Allowable loads may be increased by 33 percent for short-term loading due to wind or seismic forces. "Only the long - threaded style KB -11 anchor installed at this embedment depth is permitted to be used to resist shear due to wind or seismic forces. Long threaded style KB -ll anchors have a thread length greater than three bolt diameters. TABLE 4- STAINLESS STEEL KWIK BOLT -II ALLOWABLE TENSION AND SHEAR VALUES (in pounds), NORMAL - WEIGHT CONCRETE 4' = 2,000 psi. I 4' = 3,000 Psi 4' = 4,000 psi 4' = 6,000 psi ANCHOR ANCHOR Tension Tension � Tension I Tension DIAMETER DEPTH With Without With Without With Without We Without Inch) {inches) Sp.Insp. SP. Ins*. Shear SP- Ilan- SP. thy Shear SP.litsP- SP -hP- Shear SP- SP. IMP. Shear 1 170 85 525 230 115 j 540 245 120 550 350 175 550 1 /4 2 425 210 550 500 2 550 500 250 550 520 260 550 3 520 260 550 520 460 550 520 260 550 520 260 550 1 400 200 825 460 / 230 950 515 260 1,075 625 315 1,150 3 /8 2 875 ;' 440 1, 0 1,025' 515 1,250 1,175 590 1,250 1,350 675 1,250 4 1,000 ,' 500 1,25 045 625 1,250 1,350 675 1,250 1,350 675 1.250 2 800 / 400 1.700 y 1,000 500 1,740 1.200 600 1,775 1,250 625 2,085 1 /2 3 1,250 625 2,085 ' '1,625 815 2,085. 2,000 1,000 2,085 2,250 1,125 2,085 6 1,375' 690 2,085 1,765 880 2,085 2,150 1,075 2,085 2,550 1,275 2,085 2 1,021 510 :2,625 1,250 - 625 2,875 1,475 735 3,125 1.800 900 3.125 5 /8 4 1,710 865 3,125 2,220 1.11 125 2.715 1,355 3,125 3,000 1,500 3,125 7 2,250 1,125" 3,125 2,825 1,415 3,125 3,425 1,715 3,125 3,425 1,715 3,125 3 1,4150 /725 2, 1,825 915 3,100 2,200 1,100 3,500 2,450 1,225 4,500 3 /4 4 2,30 / ' 1,175 4,225 2,990 1,495 4,365 3,625 1,815 4,500 4.375 2,190 4.500 8 2,750 1,375 4,500 3,500 1,815 4,500 4,250 2,125 4,500 4.800 2,400 4,500 4 2,300 1,150 5,700 2,850 1,425 6,350 3,400 1.700 7,000 4,500 2,250 7.000 1 6 3,740 1,870 7,000 4,930 2,465 7,000 6,120 3,060 7,000 6,875 3,440 7,000 9 5,250 2,625 7,000 7.075 3,540 7,000 8,800 4,400 7,000 8.800 4,400 7.000 For SI: 1 inch = 25.4 inns 1 psi = 6.9 kPa. 1 lb. = 4.45 N. 'See Table 2 footnotes. 2 Allowable loads may be increased by 33 percent for short-term loading due to wind or seismic forces. 3 Anchors installed at this embedment depth shall not be used to resist shear due to wind or seismic forces. 1 � es f- Z? S ti&turat on is ° C ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E-082305 -8 Base Plate Configuration: Unit HoI -82 (96H x 48W x 24D) Grnd Level Section Actual baseplate at 'T' post is Dbl 2 -1/2 x 2 -1/2 x 14ga Swingplate. The effective size is used below P Width =B = 4.00 in Column Width =b = 3.000 in 14 Depth =D = 2.00 in Column depth =b = 1.500 in . �' Mb Plate Thickness =t = 0.075 in L = 0.50 in Fy = 36,000 psi I I b L i w -® Cross Aisle Loads Pstatic= 330 lb Pseismic= 203 lb P= Pstatic + Pseismic = 533 lb L = Base Plate Depth -Col Depth = 0.50 in fa = P/A = P /(D *B) M= wLA2/2= fa *L ^2/2 = 67 psi = 8 in -lb /in Sbase /in = (1)(t ^2)/6 Fbase = 0.75 *Fy *1.33 = 0.001 in ^3 /in = 36,000 psi fb /Fb = M /[(S- plate)(Fb)] = 0.25 OK William Sonoma # 1 54573 E- 0823 -8.xls Page I l of 2 - 3 9/24/2005 S tr tural koon is -- ---- engineering 1729 S. Douglass Rd. Ste B, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 ' By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Slab on Grade Configuration: Unit Hol -82 (96H x 48W x 24D) Gmd Level :` slab a Concrete a l fC= 2,000 psi D b e tslab =t= 4.0 in slab i t I Phi =O= 0.65 Cross • IIIIIIIIII (MMIIIIIIIIJ11 - - - - - Aisle r ,, �I H a I _ Soil Y B fsoil= 1,000 psf L . Movt= 4,969 in -lb Down Aisle Frame depth= 24.5 in SLAB ELEVATION Baseplate Plan View Base Plate B= 4.00 in width =a= 3.00 in eff. baseplate width =c= 4.00 in D= 2.00 in depth =b= 1.50 in eff. baseplate depth =e= 2.00 in Load Case 1: Product + Seismic Product DL= 60 lb P- seismic =E= (Movt/Frame depth) *1.4 (Strength Design Loads) Product LL= 300 lb = 284 lb Puncture Pu= 1.1 *(1.2PDL + 0.5PLL + 1.0 *E) Fpunct= 2.66 *phi *sgrt(fc) = 557 lb = 77.3 psi Apunct= [(c +t) +(e +t)] *2 *t fv /Fv= Pu /(Apunct *Fpunct) = 112.0 inA2 = 0.06 < 1.33 OK Slab Bending I Asoil= (P *144) /(fsoil) L= (Asoil) ^0.5 y= (c *e) ^0.5 + t *2 = 80 in^2 = 8.94 in = 10.8 in x= (L -y) /2 M= w *x ^2/2 S -slab= 1 *t ^2/6 = 0.0 in = (fsoil *x ^ 2)/(144 *2) = 2.67 in ^3 Fb= 5 *(phi) *(fc) ^0.5 = 0 in -lb fb /Fb= M /(S- slab *Fb) = 145.34 psi = 0.00 < 1.33, OK Load Case 2: Static Loads PDL= 60 lb PLL= 300 lb Puncture , Pu= 1.4 *PDL + 1.7 *PLL Fpunct= 2.66 *phi *sgrt(fc) = 594 lb = 77.3 psi Apunct= [(c +t) +(e +t)] *2 *t fv /Fv= Pu /(Apunct *Fpunct) = 112 in ^2 = 0.07 < 1.0 OK Slab Bending Asoil= (Pu *144) /(fsoil) L= (Asoil) ^0.5 y= (c *e) ^0.5 + t *2 = 86 in ^2 = 9.25 in = 10.8 in x= (L -y) /2 M= w *x ^2/2 S -slab= 1 *t ^2/6 = 0.0 in = (fsoil *x ^2)/(144 *2) = 2.67 in ^3 Fb= 5 *(phi) *(fc) ^0.5 = 0 in -lb fb /Fb= M /(S- slab *Fb) = 145.34 psi = 0.00 < 1.0, OK W /ham Sonoma # 1 54573 E- 0823 -8.xls Page , of 2 1 9/24/2005 tr tural #once is r= :_ _ ngineering 1729 S. Douglass Rd, Ste B Anaheim, CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 _._a &2305 - Shelving 2nd Floor Stockroom #2 \ 3 0 ( Z-3 S tr tural k.00nEpts i = - ry ngineering 1729 S Douglass Rd, Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. - • Project: Williams Sonoma #154573 Project #: E- 082305 -8 Design Data Configuration: Unit L1 -12 (144H x 48W x 12D) 2nd Fir 1) The analyses of the light duty storage fixtures conforms to the requirements of the 2003 IBC 2) Steel minimum yield, Fy= 36 ksi unless otherwise noted on the plans or analysis herein. 3) Anchor bolts shall be provided by installer per ICBO reference on the calculations herein. The installer must provide any special inspection as called out on plans or calculations, or as required by the ICBO report indicated herein. 4) All welds shall conform to AWS procedures, utilizing E70x( electrodes or similar. All such welds shall be performed in shop, with no field welding allowed other than those supervised by a licensed deputy inspector. 5) The above grade floor shall be designed by others to accommodate the imposed shelving load William Sonoma #154573 E- 0823 -8.xls Page 1L of 13 9/24/2005 S trAtural Loon is 4: n ineerin 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E -082305 -8 Summary of Results Configuration: Unit L1 -12 (144H x 48W x 24D) 2nd Fir Shelf Configuration # of Levels= 16 —011— I6 D= 24.5 in s" �!ii47;� �5 a H= 144.0 in '� L= 48.5 IIMMIlFal i t 9" (°) 8" CLR F 13 Location Elevation Load 9 :r° °) B CLR - 11- hl= • 3.0 in 50 lb • s ( B "CLR J Q 5 5 h2= 9.0 in 50 Ib k 8' CLR to h3= 9.0 in 50 lb n . 1 . g 9 • h4= 9.0 in 50 lb ,j(4) 6 7/B" CLR 45" h5= 9.0 in 50 lb 8" CLR 5 9" T- -- -- _ - -._y 0 h6= 9.0 in 50 lb ," (4) 8 CLR &� h7= 9.0 in 50 lb (4,) 8" CLR � . h8= 9.0 in 50 lb 9' ( °) 8" CLR h9= 9.0 in 50 lb s .. 8' cLR 3 4s ° h10= 9.0 in 50 lb 9 ( 8" CLR h11= 9.0 in 50 lb 1 -- A _ T _ L h12= 9.0 in 50 lb 9• pilii`.Y � " li �� i h13= 9.0 in 50 lb 36 1/2" _J, ,� 24 1 /z" 48 1/2•' h14= 9.0 in 50 lb h15= 9.0 in 50 lb h16= 15.0 in 50 lb Seismic Zone Coef, Ss= 1.06 Seismic Zone Coef, Fa= 1.08 • I Steel Fy= 36,000 psi Total Height= 144.0 in Component Summary (2003 IBC) Stress Status Column DbI 1 -1/2" x 14ga (AP12) 0.37 OK - Beam Double Rivet Z (DRBZ) & DRBLP 0.27 OK Beam Rivet 1 -1/2" Spacing • 0.21 OK Anchor (1) 1/4" x 2 -1/4" Embed Hilti Kwikbolt II per post (ICBO 4627) No Inspection Required 0.32 OK Base Plate (1) 2 -1/2" x 2 -1/2" x 14ga swing footplate per post 0.42 OK I Notes The above grade floor shall be designed by others to accommodate the imposed shelving load Uniform load on floor= 16 * (50 lb + 10 Ib) /(4 ft * 2 ft) = 116 psf William Sonoma # 1 54573 E- 0823 -8.xls Page IS — of 2 - 9/24/2005 • S trAtural on is • c-= - n ineerin 9 9 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456,0066 By: A.A. Project: Williams Sonoma #154573 Project #: E-082305 -8 Seismic Forces Configuration: Unit L1 -12 (144H x 48W x 24D) 2nd Fir Lateral analysis is performed with regard to the IBC 2003 Sec. 1621 and ASCE 7 -02 section 9.6.1.3 Ve0o -s= Cs * Ip * Ws /1.4 (ASD Loading) '.'1111M1 - V., 9.6.1.3-1.= 0.4 * ap * Sp * Ws * (1 + 2 *z /h) /[(Rp /Ip) /1.4] (ASD Loading) = v hb Cs * Ip= 0.2181 V 0.015 = (RMI Sec 2.5.1.2) M z . Cs= 2.5 *Ca /R Fa= 1.08 ■i Ca= SDs /2.5 Ss= 1.06 Elevation SDs= Fa * Ss * (2/3) R= 3.50 # of levels= 16 Frame Type= Single Row Ip= 1.00 Depth= 24.5 in Veq 3o -s= 0.1558 PL 1.00 ap= 1.0 Veq 9.6.13-1 0.1727 z /h= 0.50 Vminimum= 0.015 (Transverse) Rp= 2.5 Seismic Coeff= 0.1727 (Either Direction) Down Aisle Seismic Shear (Longitudinal) Cross Aisle Seismic Shear (Transverse) Wlong= E(LL*0,67 +DL) Wtransv= E(LL *0.67 +DL) = 6361b = 636 lb Vlong =V 0.1727 * 636 lb Vtransverse =V 0.1727 * 636 lb = 110 lb = 110 lb V /col= 55 lb V 55 lb Transverse Distribution Moment Resisting Dbl Rivet Beams Level LL*0.67 DL hi wi *hi R R *hi Vn hb Mn Mconn 1 34 lb 10 lb 3 in 131 0.3 lb 1 in-lb 55.00 lb 3 in 165 in -lb 206 in -lb 2 34 lb 10 lb 12 in 522 1.2 lb 14 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb 3 34 lb 10 lb 21 in 914 2.0 lb 42 in-lb 55.00 lb 9 in 248 in -lb 248 in -lb 4 34 lb 10 lb 30 in 1,305 2.9 lb 87 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb 5 34 lb 10 lb 39 in 1,697 3.8 lb 148 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb 6 34 lb 10 lb 48 in 2,088 4.7 lb 226 in-lb 55.00 lb 9 in 248 in -lb 248 in -lb 7 34 lb 10 lb 57 in 2,480 5.5 lb 314 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb 8 34 lb 10 lb 66 in 2,871 6.4 lb 422 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb 9 34 lb 10 lb 75 in 3,263 7.3 lb 548 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb 10 34 lb 10 lb 84 in 3,654 8.1 lb 680 in-lb 55.00 lb 9 in 248 in -lb 248 in -lb - 11 34 lb 10 lb 93 in 4,046 9.0 lb 837 in-lb 55.00 lb 9 in 248 in -lb 248 in -lb 12 34 lb 10 lb 102 in 4,437 9.9 lb 1,010 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb 13 34 lb 10 lb 111 in 4,829 10.8 lb 1,199 in -lb 55.00 lb 9 in 248 in -lb 248 in -lb - 14 34 lb 10 lb 120 in 5,220 11.6 lb 1,392 in-lb 55.00 lb 9 in 248 in -lb 248 in -lb 15 34 lb 10 lb 129 in 5,612 12.5 lb 1,613 in-lb 55.00 lb 9 in 248 in -lb 330 in -lb 16 34 lb 10 lb 144 in 6,264 14.0 lb 2,016 in -lb 55.00 fb 15 in 413 in -lb 206 in -lb a Sum: 536 lb 100 lb W =636 lb 49,329 42 lb M[= 1054 -Ib w 8 Smilarly, Mlong= 413 in -lb Mconn -long= 330 in -lb Transverse Column Loads • Longitudinal Column Loads Pstatic= ,r,(LL+DL) . Pseismic= Movt/D Pstatic= E(LL+DL) Mlong= MT "VJVT = 480 lb = 431 lb = 480 lb = 413 in -lb Mconn= 3,988 in -lb Mtransv=M 413 in -lb William Sonoma # 1 54573 5- 0523 -8.xls Page k 6 of 2 - 1 9/24/2005 S tr tural on is ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. . Project:. Williams Sonoma #154573 Project #: E- 082305 --8 Transverse Column Loads (Weak Axis Bending) Configuration: Unit L1 -12 (144H x 48W x 24D) 2nd Fir Conforms to the requirements of Chapter C5 of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Net Section Properties Column= DbI 1 -1/2" x 14ga (AP12) Aeff = 0.358 inA2 5 1.67 Ix (downaisle) = 0.148 inA4 E= 29,500 ksi n Sx (downaisle) = 0.099 inA3 Cb= 1.0 • • rx (downaisle) = 0.642 in Cmx= 0.85 1 1/2" Iy (crossaisle) = 0.087 inA4 Kx = 1.0 Sy (crossaisle) = 0.090 inA3 Lx = 14.0 in ry (crossaisle) = 0.494 in Ky = 1.0 .H1 1/2" 1 1/2"4 Fy= 36 ksi Ly = 60.0 in Loads Load Case: (Fully Loaded) Axial =P= 911 lb Moment =My= 413 in -lb Axial Analysis KxLx /rx = 1 *1470.642" KyLy /ry = 1 *6070.494" Fe > Fy /2 = 21.8 = 121.5 Fn= Fy(1- Fy /4Fe) = 36 ksi *[1 -36 ksi /(4 *19.7 ksi)] Fe= n ^2E /(KL /r)max '2 Fy /2= 18.0 ksi = 19.6 ksi = 19.7ksi Pn= Aeff *Fn 4c= 1.92 Pa= Pn/Qc = 7,011 lb = 7011 lb/1.92 = 3,652 lb P /Pa= 0.25 > 0.15 Bending Analysis Check: P /Pa + (Cmy *My) /(May *N) 5 1.33 • P /Pao + My /May <_ 1.33 Pno= Ae *Fy Pao= Pno /Qc Myield =My= Sy *Fy = 0.358 inA2 *36000 psi = 128881b/1.92 = 0.09 inA3 * 36000 psi = 12,888 lb = 6,713 lb = 3,240 in -lb May= My /Qf Pcr= n ^2E /(KL)max ^2 = 3240 in- lb/1.67 = nA2 *29500000 psi /(1 *60 in)^2 = 1,940 in -lb = 7,036 lb p= {1/[1 -(4c *P /Pcr)] }A -1 = {1/[1- (1.92 *911 Ib/7036 Ib)] } ^ -1 = 0.75 Combined Stresses (911,Ib/3652 Ib) + (0.85 *413 in- Ib)/(1940 in -Ib *0.75) = 0.49 < 1.33, OK (EQ C5 -1) (911 1b/6713 Ib) + (413 in -lb /1940 in -lb) = 0.35 < 1.33, OK (EQ C5 -2) `.4 ° °. ''_ =�s 5 Page o f 2 3 S tr tural _on is ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456,0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E -082305 -8 Longitudinal Column Loads (Strong Axis Bending) Configuration: Unit L1 -12 (144H x 48W x 24D) 2nd Fir Conforms to the requirements of Chapter CS of the 1996 AISI Cold Formed Steel Design Manual for combined bending and axial loads. Net Section Properties Column= Dbl 1 -1 /2" x 14ga (AP12) Aeff = 0.358 inA2 Qf= 1.67 Ix (downaisle) = 0.148 inA4 E= 29,500 ksi Sx (downaisle) = 0.099 in ^3 Cb= 1.0 1 112" I rx (downaisle) = 0.642 in Cmx= 0.85 crossaisle inA4 Y (crossaisle) = 0.087 in 4 Kx = 1.0 Sy (crossaisle) = 0.090 in ^3 Lx = 14.0 in ry (crossaisle) = 0.494 in Ky = 1.0 H1 1/2" 1 1/2 "—r Fy =36ksi Ly =60.0 in Loads Load Case: (Fully Loaded) Axial =P= 480 lb Moment =Mx= 413 in -lb Axial Analysis KxLx /rx = 1 *1470.642" KyLy/ry = 1 *60 "/0.494" Fe > Fv12 = 21.8 = 121.5 Fn= Fy(1- Fy /4Fe) = 36 ksi *[1 -36 ksi /(4 *19.7 ksi)] Fe= n ^2E /(KL/r)max ^2 Fy /2= 18.0 ksi = 19.6 ksi = 19.7ksi Pn= Aeff*Fn Dc= 1.92 Pa= Pn /S2c = 7,011 lb = 7011 lb /1.92 = 3,652 lb P /Pa= 0:13 < 0.15 Bending Analysis Check: P /Pa + My /May <_ 1.33 Pno= Ae *Fy Pao= Pno /S2c Myield =My= Sx *Fy = 0.358 inA2 *36000 psi = 128881b/1.92 = 0.099 in ^3 * 36000 psi = 12,888 lb = 6,713 lb = 3,564 in -lb May= My /4f Pcr= n" 2EI /(KL)max 2 = 3564 in -lb /1.67 = nA2 *29500000 psi /(1 *60 in) ^2 = 2,134 in -lb = 7,036 lb p= {1 /[1 -(Qc *P /Pcr)] }^ -1 = {1/[1- (1.92 *480 lb/70361b)] } ^ -1 = 0.87 Combined Stresses (480 lb/3652 lb) + (413 in- lb/2134 in-lb) = 0.26 < 1.33, OK (EQ C5 -3) Page (r of 2 -3 :_.�; S trAtural on is / C., ngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E-082305-8 • Double Rivet Beam Configuration: Unit L1 -12 (144H x 48W x 24D) 2nd Fir t=14 ga Dov:naisk bears Beam Type = Double Rivet Z (DRBZ) Ix= 0.0330 in ^4 A A A AA AA A Sx= 0.037 in ^3 M ry Fy- beam = 36,000 psi ^' Shelf Span =L= 49 in v v v v v d v v c t Downaisle beam Obl Rivet "Z" Beam c L > Shelf Plan View Check Beam Bending Check Beam Deflection Shelf LL= 60 lb E= 29,500,000 psi Load= w= LL/(2 *L)= 8.7 plf D= 5 * w * L ^4/(384 * E *Ix) = 0.0554 in M= w *1"2/8 = 213 in -lb Dallow= L/180 = 0.27 in OK fb= M /Sx = 5,761 psi Check DRBLP Beam � T n ga Beam Type= DRBLP I Fb= 0.6 * Fy Ix= 0.0130 in ^4 ■ 21,600 psi Sx= 0.023 in ^3 ry a fb= 0.4 OK 1 —14 fb /Fb= 0.27 OK D= 0.1410 in OK 26{ kiwi- Low Po{ike Bea m Check DRB Beam Rivets For Static + Seismic Loads Rivet Spacing =d= 1.5 in tmin= 0.075 in - Rivet diameter= 0.25 in Fu= 58,000 psi Fy- rivet= 50,000 psi Columr l:i . M= 413 in -lb W= (LL+DL) /4 IniliP Bedm C= M/d = 15 lb Al., = 275 lb f �� J Shear Capacity= Rivet Area * 0.4 * Fy -rivet * 1.33 � = [(0.25 in)^2 * pi /4] * 0.4 * 50000 psi * 1.33 = 1,309 lb w Bearing Capacity= Rivet Diam * tmin * Fu * 1.2 * 1.33 = 1,740 lb Beam to Column Effective Shear= [(W/2) ^2 + C ^2] ^0.5 = 2751b OK William Sonoma # 1 54573 E- 0823 -8.x15 Page 1° 1 of L3 9/24/2005 S tturai on is • ` - Mngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Anchors Configuration: Unit L1 -12 (144H x 48W x 24D) 2nd Fir Loads Vtrans=V= 110 lb o V DL/Frame= 100 lb LL/Frame= 536 lb Frame Depth=D= 24.5 in Wst= (0.9 *DL +LL)total= 626 lb Htop -Ivl= 84.0 in LL © TOP= 50 lb # Levels= 16 DL/Lvl= 10 lb # Anchors /End= 1 DL *0.90= 9 lb T Lateral Ovt Forces= 1(R *hi)= 10,548 in -lb SIOF Fl FVATICN Fully Loaded rack Vtrans= 110 lb Movt= 2(R *hi) *1.15 Mst= Wst * D/2 Uplift =T= (Movt- Mst) /D = 12,130 in -lb = 626 lb * 24.5 in /2 = (12130 in -lb - 7669 in-lb)/24.5 in = 7,669 in -lb = 182 lb Top Level Loaded Only Critical Level= 16 Hgt @ Lvl 16= 84.0 in Vtop= 2.5 *Ca *I(DL +LL @top /n- transv) /(R *1.4) Movt= Vtop *Htop *1.15 = 0.1727 * (50 lb + 10 lb) = 10 lb* 84 in *1,15 = 10 lb = 966 in -lb Mst= 0.9 *(DL -total + LL -top) *D /2 Uplift =T= (Movt- Mst) /D = (50 lb + 10 lb*0.9) * 24.5 in /2 . = (966 in-lb - 723 in-lb)/24.5 in , = 723 in -lb = 10 lb Anchor Check (1) 1/4" x 2 -1/4" Embed Hilti Kwikbolt II anchor(s) per base end. Special inspection is not required per ICBO 4627. .Pullout Capacity=Tcap= 280 lb L.A. City Jurisdiction? NO Shear Capacity=Vcap= 490 lb Phi= 1.33 Tcap *Phi= 372 lb Vcap *Phi= 652 lb Fully Loaded: (182 lb/372 1b)^1.66 + (55 lb/652 1b)^1.66 = 0.32 <= 1.0 OK Top Level Loaded: (10 lb/372 Ib)^1.66 + (5 lb/652 Ib)^1.66 = 0.00 <= 1.0 OK William Sonoma H 1 54573 E- 0823 -8.xls Page of 1 --3 9/24/2005 - - - Page 4 of 5 — — ER -4627 TABLE 5 —KWIK BOLT -6 CARBON STEEL ALLOWABLE TENSION AND SHEAR IN LIGHTWEIGHT, EXPANDED SHALE - AGGREGATE CONCRETE TENSION (Ib.) WITH TENSION (lb.) TENSION (lb.) WITH TENSION (lb.) EMBEDMENT SPECIAL s WITHOUT SPECIAL SPECIAL WITHOUT SPECIAL r EMBED ANCHOR SIZE BED TORQUE SHEAR (pounds) INSPECTION INSPECTION INSPECTION INSPECTION (inch) (inches) (ft. -Ib.) c' ? 2.000 psi ,' = 2,000 psi c' = 4.000 psi 1 /4 1 4 400 210 105 360 180 2 5 400 300 150 450 225 3 /8 1 /8 15 755 380 190 625 310 2 15 1,100 630 315 975 485 1 /2 2 25 1,370 685 340 1,100 550 3 30 1,840 1,000 500 1,600 800 5 /8 2 65 2,480 1,110 555 1,575 785 4 75 3,125 1,650 825 2,300 1,150 3 /4 3 135 3,170 1,545 770 2,200 1.100 4 150 4,135 2,200 1,100 3.250 1.625 SL: 1 inch 25.4 mm, I lhf - 4.45 N_) ft. -lh. 1.3555 N'tn, 1 psi -6.9 kPs. 1 The tabulated tension and shear values are for anchors installed in lightweight expanded shale - aggregate concrete having the indicated compressive strength at the time of installation. Concrete aggregate must comply with ASTM C 330 -85 and ASTM C 332 -83. 2 Use of the anchors in resisting wind or seismic forces in lightweight concrete is beyond the scope of this report. 'Spacing and edge distances noted in Table 2 must be increased by 33 /3 percent. 4 These tension values are only applicable when the anchors are installed without special inspection as set forth in Section 1701 of the code. SThese tension values are only applicable when the anchors are installed with special inspection as set forth in Section 1701 of the code. TABLE 6— LENGTH IDENTIFICATION SYSTEM STAMP ON ANCHOR A B C D E F G H I J K I N N I N N O P S T U V W X Y Z Length From 1 2 24, 3 3 4 4 5 5 6 6 7 7 8 5 9 9 10 lI 12 13 14 15 16 17 18 of anchor U l0 2 2 3 3 4 4 5 5 6 6 7 7 8 5 9 9 10 II I2 13 14 IS 16 17 It IS (inches) but noa inc TABLE 7—POST NUT KB -II ALLOWABLE TENSION AND SHEAR VALUES (pounds), NORMAL - WEIGHT CONCRETE C = 3.000 psi MINIMUM Tension ANCHOR EMBEDMENT DEPTH DIAMETER (inches) /MATERIAL (inches) With Special Inspection Without Special Inspection Shear 1 /4 carbon steel 1 /8 310 155 330 1 /4 stainless steel 1 /g 305 155 470 3 /g carbon steel 1 605 300 700 3 /8 stainless steel 1 /8 460 230 1,250 For SI: 1 inch = 25.4 nrnr, 1 Ibf = 4.45 N. IThe tabulated tension or shear values are for anchors installed in stone- aggregate concrete having the indicated compressive strength at the time of installation. =Use of the anchors in resisting wind or seismic forces is beyond the scope of this report. - 'These tension values are only applicable when the anchors are installecLwith- special- inspection as set forth-in-Section 1701 of the code. 4 These tension values are only applicable when the_anchoirg are installed without special inspection as set forth in Section 1 • e. • i TABLE 8—KWIK BOLT -II CARBON STEEL ALLOWABLE TENSION AND SHEAR IN SAND - LIGHTWEIGHT CONCRETE OVER METAL PROFILE DECK ' 2, 3, 4 c' = 3,000 psi . Tension (pounds) ANCHOR EMBEDMENT DEPTH Shear DIAMETER (inch) (inches) With Special Inspection Without Special Ins �- (p__nds) • r 1 /4 ) 21 /4 560 280 ) _ 490 / 2 790 395 1,000 . 1 /2 8 2 /4 880 440 1,000 5 /8 4 1,675 835 2,575 For SI: 1 inch = 25.4 mm. 1 lbf= 4.45 N, lft. -lb. = 1.3558 Nm, Ipsi = 6.9 kPa_ • 1 The tabulated tension and shear values are for anchors installed in lightweight expanded shale- aggregate concrete having the indicated compressive strength at the time of installation. Refer to Figure 3 for minimum dimensions of the composite deck. Concrete aggregate must comply with ASTM C330 -85 and ASTM C 332 -83. ace and edge distances noted in Table 2 must be increased by 33 percent. When anchors are installed ill the ridge, the minimum distance measured from the center of. the bolt to the edge of the ridge is 2 inches. "Allow le loads may be increased by 33 percent for short-term loading due to wind or seismic forces. - 4 Anchors ar permited to be installed in the valley or ridge of the composite steel - deck/concrete -fill assembly." --�— — Z _1 — eE 13 . S tturai on e is .4 1p7 Cngineering 1729 S. Douglass Rd. Ste B. CA 92806 Tel: 714.456,0056 Fax: 714.456,0066 By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Base Plate Configuration: Unit L1 -12 (144H x 48W x 24D) 2nd Fir Section Actual baseplate at 'T' post is Dbl 2 -1/2 x 2 -1/2 x 14ga Swingplate. The effective size is used below Width =B = 4.00 in Column Width =b = 3.000 in 14 Depth =D = 2.00 in Column depth =b = 1.500 in B 0. Mb Plate Thickness =t = 0.075 in L = 0.50 in 9 n;s■• Fy = 36,000 psi I b I � L w - - Cross Aisle Loads Pstatic= 480 lb Pseismic= 431 lb P= Pstatic +Pseismic = 911 lb L = Base Plate Depth -Col Depth = 0.50 in fa = P/A = P /(D *B) M= wL ^2/2= fa *L ^2/2 = 114 psi = 14 in -lb /in Sbase /in = (1)(t ^2)/6 Fbase = 0.75 *Fy *1.33 = 0.001 in ^3 /in = 36,000 psi fb /Fb = M /[(S- plate)(Fb)] 0.42 OK • • • William Sonoma # 1 54573 E- 0823 -8.xls Page 2 1 ' of ?3 9/24/2005 trptural L on pts "-- _ 7 n ineerin 1729 S. Douglass Rd, Ste B. CA 92806 Tel: 714.456.0056 Fax: 714.456.0066 By: A.A. Project: Williams Sonoma #154573 Project #: E- 082305 -8 Summary of Results Configuration: Unit L1 -12 (144H x 48W x 12D) 2nd Fir Shelf Configuration # of Levels= 16 PC141 - D= 12.5 in s° , = H= 144.0 in L= 48.5 in I 9' (q) 8" CLR g Location Elevation Load 91:___ (4) 8' CLR ! 'y y d i hl= 3.0 in 20 lb 9" ;(4 6' CLR ' i 1 E a h2= 9.0 in 20 lb 9" a(q) 6" CLR ° to h3= 9.0 in 20 lb 9" ] ,E h4= 9.0 in 20 lb 1 2 9" 6 7/8' CLR A •' 1, ---, 6 45 h5= 9.0 in 20 lb (4) 6" CLR h6= 9.0 in 20 lb (q) 6 CLR b h7= 9.0 in 20 lb b 0 6 CLR _. h8= 9.0 in 20 lb 9" � � q � 8" CLR d a h9= 9.0 in 20 lb h10= 9.0 in 20 lb 9 . (q) 8' CLR ? 45" B (4) 8" CLR d i h11= 9.0 in 20 lb ~ h12= 9.0 in 20 lb 9° 51.'3 S h13= 9.0 in 20 lb 1 36 1/2" 1 ,-ycJ. h14= 9.0 in 20 lb 48 1/2' h15= 9.0 in 20 lb h16= 15.0 in 20 lb Seismic Zone Coef, Ss= 1.06 Seismic Zone Coef, Fa= 1.08 Steel Fy= 36,000 psi I Total Height= 144.0 in I Component Summary (2003 IBC) Stress Status Column Dbl 1 -1/2" x 14ga (AP12) 0.22 OK Beam Double Rivet Z (DRBZ) & DRBLP 0.15 OK Beam Rivet 1 -1/2" Spacing 0.10 OK Anchor (1) 1/4" x 2 -1/4" Embed Hilti Kwikbolt II per post (ICBO 4627) No Inspection Required 0.80 OK BSse Plate (1) 2 -1/2" x 2 -1/2" x 14ga swing footplate per post 0.30 OK I Notes The above grade floor shall be designed by others to accommodate the imposed shelving load Uniform load on floor= 16 * (20 lb + 10 Ib) /(4 ft * 1 ft) = 114 psf William Sonoma # 1 54573 E- 0823 -8.x15 Page 23 of -3 9/24/2005 .