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20178-MalloryPaint_Calcs-seal 05-07-204 DESIGN CALCULATIONS LOZIER SHELVING MALLORY PAINT STORE #5 7711 LAKE BALLINGER WAY EDMONDS, WASHINTON 98026 NOTE: THESE CALCS ARE TO SUPPLEMENT THE SHELVING INSTALLATION MANUALS THAT ARE ISSUED FOR EACH 14723 PROJECT. ALL SHELVING COMPONENTS SHALL BE ...... INSTALLED ACCORDING TO THE MANUFACTURER'S RECOMMENDATIONS. NOTIFY ENGINEER WITH ANY DISCREPANCIES. JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 1 of 53 I:pz TABLE OF CONTENTS -DES-IGN-1-N-FORM-ATIO-N ------------------------------------------------------- 3-4 -F-RAME-Al -------------------------------------------------------------------------------- 5-18 -F-RAME-Bl -------------------------------------------------------------------------------- 19-48 -ANCHOR--P-LATE-DESIGN --------------------------------------------------- 49-50 -SLA-B--P-U-NC-H--S-HEAR ---------------------------------------------------------- 51-53 -[A-PPEN-DIX-A] ------------------------------------------------------------------------- Al - A37 -[A-PPEN-DIX-B] ------------------------------------------------------------------------ Bl - B12 ANCHOR BOLT DESIGN, ICC ESR-3027, _[,ApPENDIX_C] ------------------------------------------------------------------------- Cl - C33 JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com BUILDING CODE: WASHINGTON STATE BUILDING CODE BASED ON 2015 INTERNATIONAL BUILDING CODE ASCE 7-10 & RIVII (AS IT APPLIES). LOCATION EDMONDS,WA ALLOWABLE SHELVING LOADS FOR LOZIER SHELVING FRAME Al: 25"B x 48" L x 96" H GONDOLA WALL SHELVING (5 SHELVES) Sim. 22"B x 48" L x 96" H GONDOLA WALL SHELVING (5 SHELVES) MANUFACTURERED BY LOZIER CORP. SHELVING LOADS SHELVING FRAMING TYPES FOR FRAME TYPES A DL = 3 PSF PL = 15 PSF FRAME IS CANTILEVERED COLUMN SYSTEM IN TRANSVERSE DIRECTION AND MOMENT FRAME SYSTEM IN LONGITUDINAL DIRECTION. ALLOWABLE SHELVING LOADS FOR WIDESPAN SHELVING FRAME 131: 42" W x 96" L x 120" H WIDE SPAN RACKS (4 SHELVES) SHELVING LOADS SHELVING FRAMING TYPES FOR FRAME TYPE B DL = 3 PSF/SHELF PL = 400 LBS (TOP TWO SHELF) PL = 600 LBS (BOTTOM TWO SHELFS) FRAME IS BRACED FRAME SYSTEM IN TRANSVERSE DIRECTION AND MOMENT FRAME SYSTEM IN LONGITUDINAL DIRECTION. JOB: 20178 DATE: 05/07/2020 BY: CID CHID: JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 3 of 53 OSHPD Edmonds, WA Latitude, Longitude: 47.778202, -122.336933 ;eQnci st sw -0 T > Scott's Bar & Grill Great Kids emy < IA9 Panera Bread Black Pine Ho Tubs, Swim Spas. Shoreline Wide Shoes Primary Care at NE 205th St Interurban Trail trailhead UW Neighborhood... Google Map data 02020 Date 5/7/2020, 7:47:15 AM Design Code Reference Document ASCE7-10 Risk Category 11 Site Class D - Stiff Soil Type Value Description SS 1.261 MCER ground motion. (for 0.2 second period) S, 0.492 MCER ground motion. (for 1.0s period) SMS 1.261 Site -modified spectral acceleration value Smi 0.742 Site -modified spectral acceleration value SDS 0.841 Numeric seismic design value at 0.2 second SA SD1 0.495 Numeric seismic design value at 1.0 second SA Type Value Description SDC D Seismic design category Fa 1 Site amplification factor at 0.2 second Fv 1.508 Site amplification factor at 1.0 second PGA 0.509 MCEG peak ground acceleration FPGA 1 Site amplification factor at PGA PGA, 0.509 Site modified peak ground acceleration TL 6 Long -period transition period in seconds SsRT 1.261 Probabilistic risk -targeted ground motion. (0.2 second) SsUH 1.276 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration SsD 1.5 Factored deterministic acceleration value. (0.2 second) S1RT 0.492 Probabilistic risk -targeted ground motion. (1.0 second) S1UH 0.516 Factored uniform -hazard (2% probability of exceedance in 50 years) spectral acceleration. S1D 0.6 Factored deterministic acceleration value. (1.0 second) PGAd 0.532 Factored deterministic acceleration value. (Peak Ground Acceleration) CRS 0.988 Mapped value of the risk coefficient at short periods CR1 0.953 Mapped value of the risk coefficient at a period of 1 s Page 4 of 53 FRAME Al- LOZIER SHELVING 25"13 x 48" L x 96" H WALL 22`13 x 48" L x 96" H WALL SIM. JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 5 of 53 SEISMIC DESIGN FRAME Al (25". B x 48"L x 96"H WALL) ASCE 7 & RMI (AS IT APPLIES) LEVEL E, EQUIVALENT LATERAL FORCE PROCEDURE FOR SHELVING LEVEL 4 Width = 25 IN Levels 5 Length = 48 IN LEVEL Max. Shelving Height = 96 IN Ss = 1.261 S, = 0.492 Site Class D LEVEL 2 Fa = 1.000 Fv = 1.508 LEVEL 1 SIDS 2/3(FjSF, 0.841 SID1 = 2/3(Fv)Sl = 0.495 WIDTH � Risk Category 11 SEISMIC DESIGN CATEGORY = D R 4.00 (RMI Sec. 2.6.3) Cd = 3.5 1 1.50 (ASCE 7 15.5.3,RMI Sec. 2.6.2) TL 6 (ASCE 7 Figs. 22-14 thru 22-17) T = 0.02 * h 1�1141 0.10 f2o 2.0 (ASCE 7 Table 15.4-1) Seismic Response Coefficient (ASCE 7 sec.12.8) C� = 0.32 << CONTROLS Cs, MAX = 1.95 Cs, MIN = 0.06 SEISMIC BASE SHEAR, VBASE = Cs Ws LOADS DL = 3 PSIF PL = 15 PSIF (BASE DECK) PL = 15 PSIF TOTAL FRAME WEIGHT Ws = DIL + 67%PL + 0.25LL (Per Storage Rack Section) DIL = 3 PSF x 2.08 FT x 4 FT x 5 SHELVES = 125.00 LBS PIL = 15 PSF x 2.08 FT x 4 FT x 4 SHELVES x 0.67 = 335.00 LBS PIL = 15 PSIF x 2.08 FT x 4 FT x 1 SHELVES x 0.67 = 83.75 LBS (BASE DECK) LOAD COMBINATION (RMI 2.1) Ws E (factor) �BAsE DL+PL+0.75(0.7E) 543.75 0.525 90 (11 +0.1 05SDS)DL+0.75[(1.4+0.14SDS)0.7PL+0.7E] 612.70 0.525 101 (11 +0.14SDS)DL+(0.85+0.14SDS)0.7PL+0.7E 544.96 0.700 120 VBASE MAX. 120 Wr, = 544.96 LBS VBASE = 120 LBS IF TOP SHELF 100% LOADED ONLY, 0.7 X VTOP 55 LBS JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPHI CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 6 of 53 SEISMIC DESIGN - FRAME Al (CONTINUED) LEVEL W (Ibs.) h (ft) W),h), k (lbs-ft) Y- Wi hi k (lbs-ft) Cvx F� (Ibs) 5 108.99 7.50 817.44 2179.83 0.38 45.11 4 108.99 5.75 626.70 2179.83 0.29 34.59 3 108.99 4.00 435.97 2179.83 0.20 24.06 2 108.99 2.25 245.23 2179.83 0.11 13.53 1 108.99 0.50 54.50 2179.83 0.03 3.01 TOTAL = 544.96 lbs per rack PSTATIC 435.97 lbs per post DISTRIBUTED LATERAL FORCES k C'x WxhX F� = (Cvx) V k = 1.0 since T. <- 0.50 Y5-7 WI hl' V BASE 120 LBS Z Fx * h) 665.44 LBS-FT UPLIFT FORCES (RMI Sec. 2.1.3 SisrniL�jp�lift W = (0.6-0.14SDS)DL + (0.6-0.14SDS)PL Lw = 25 IN ILL = 48 IN CONNECTION DISTANCE H = 90 IN TRANSVERSE: W = 361.70 LBS M GRAVITY = W (Lw/2)/12 = 376.77 LBS-FT M SEISMIC = Y-(Fx x h) = 665.44 LBS-FT M GRAVITY < M SEISMIC NG HOLD DOWNS ARE REQD. AT BASE TENSION AT WALL CONNECTION = 139 LIBS TENSION = (MSEISMIC - MGRAVITY )/Lw x f2o = 277 LIBS (UPLIFT) LONGITUDINAL: W = 361.70 LBS M GRAVITY = W (LL/2)/12 = 723.39 LBS-FT M SEISMIC = Y-(Fx x h) = 665.44 LBS-FT M GRAVITY �' M SEISMIC OK NO HOLD DOWNS REQD. AT BASE TENSION = (MSEISMIC - MGRAVITY)/LL X f2O = 0 LIBS (UPLIFT) EXISTING WALL = INTERIOR PARTITION WALL DESIGN (BY OTHERS) - QLAT = 5 PSF MIN. SEISMIC QT = TMAx/AREA = 4.34 PSF < Qlat OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 7 of 53 El m rel > LONGITUrDINAL -4 FLAN VIEW OF TYFICAL LAYOUT FOR FRAME "All' - Fx (5) - Fx (4) - Fx (3) - Fx (2) - Fx (1) TYF. FRONT FROFILE OF FRAME "All' TYF. ENE) FROFILE OF FRAME ",41" JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 8 of 53 OVERTURNING MOMENTS TOP SHELF LOADED - FRAME Al (CONTINUED) LEVEL W (Ibs.) h (ft) W),h,, k (lbs-ft) Y- Wi hi k (Ibs-ft) Cvx Fx (Ibs) 5 150.00 7.50 1125.00 1437.50 0.78 43.19 4 25.00 5.75 143.75 1437.50 0.10 5.52 3 25.00 4.00 100.00 1437.50 0.07 3.84 2 25.00 2.25 56.25 1437.50 0.04 2.16 1 25.00 0.50 12.50 1437.50 0.01 048 TOTAL = 250.00 Ibs per trame DISTRIBUTED LATERAL FORCES Cvx WxhXk k Fx = (Cvx) V k = 1.0 since T,, < 0.50 Y- Wi hi V TOP � 55 LBS UPLIFT FORCES (RMI Sec. 2.1.3 Sismic Uplift) W = (0.6-0.14SDS)DL + (0.6-0.14SDS)PL Lw = 25 IN LL = 48 IN CONNECTION DISTANCE H = 90 IN TRANSVERSE: W= 120.57 LBS LOAD TOP SHELF ONLY M GRAVITY = W (Lw/2)/12 = 125.59 LBS-FT M SEISMIC = F(Fx x h) = 376.14 LBS-FT M GRAVITY < M SEISMIC NG HOLD DOWNS ARE REQD. AT BASE TENSION AT WALL CONNECTION = 67 LBS TENSION = (MSEISMIC - MGRAVITY )/Lw x no = 241 LIBS (UPLIFT) LONGITUDINAL: W= 120.57 LBS LOAD TOP SHELF ONLY M GRAVITY = W (LL/2)/12 = 241.13 LBS-FT M SEISMIC = Y-(Fx x h) = 376.14 LBS-FT M GRAVITY < M SEISMIC NG HOLD DOWN ARE REQD. AT BASE TENSION = (MIEIIMIC - MGRAVITY)/LL X no = 68 LBS (UPLIFT) EXISTING WALL = INTERIOR PARTITION WALL DESIGN (BY OTHERS) - QLAT = 5 PSF MIN. SEISMIC QT = TMAx/AREA = 2.09 PSF < Qlat OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 9 of 53 COMPONENT DESIGN FOR FRAME Al NOTE:SECTION PROPERTIES LISTED ON COMPONENT DESIGN SHEETS, REFER TO APPENDIX B IN REPORT, INDICATING SHAPE, SIZE & RISA SECTION PROPERTIES FOR EACH COMPONENT. 25 IN. SHELF: Fy = LENGTH OF SHELF (LL) = 4.00 FT MAX. M SHELF = W DL+LL x LL 2 / 8 x 12 = MAX. V SHELF = (W DL+LL x LL / 2) = REQD Sx = M SHELF / 0.6 Fy = 0.033 IN 3 REQD AREA = V SHELF / 0.4 Fy = 0.004 IN 2 SHELF BRACKET: TL STYLE MAX SPAN (Ls) = 25 IN 45 KSI MIN. W DL-LL = 37.50 PLF 900.00 LBS-IN 75.00 LBS FROM RISA SECTION: lx= 0.161 IN 4 SX 0.147 IN 3 OK AREA = 1.182 IN 2 OK THEREFORE SHELF IS OK Fy 50 KSI MIN. LENGTH OF SHELF (LL)= 4.00 FT WDL+LL+0.88PL = (DL+LL+0.88PL) x 4 / 2 = 32.4 PLF PVERT IMPACT = WDL-LL-0.88PL x 25% = 8.1 LBS 2 M(MAX) = l(WDL-LL-0.88PL x L S / 24) + (PVERT IMPACT x Ls )l = 1046.25 LBS-IN V(MAX) =[(WDL-LL-0.88PL x Ls) + PVERT IMPACT I = 75.60 LBS ASSUME ONLY TOP CLIP IN TENSION AREA = 0.951 " x 0. 12" 0.11 TENSION CAPACITY = AREA x 0.6Fy = 3424 LBS MOMENT CAPACITY = TENSION CAP. x 1.82 IN =— 6231 LBS-IN MOMENT CAPACITY > M(MAX) CHECK SHEAR OF BRACKET VALLOW = AREA x 0AFy = 3195.36 LBS OK THEREFORE SHELF BRACKET IS OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com IN 2 mil Page 10 of 53 COMPONENT DESIGN - TRANSVERSE DIRECTION (FRAME Al) CONT. BASE SHOE: Fy = 50 KSI MIN. Q = 1.67 FROM FRAME --> x (Fx x h) = MSEISMIC MSEISMIC = 7985.34 LBS-IN FROM RISA SECTION PROPS SX = 0.342 IN3 fb/Fb = MSEISMIC / (S. x Fy/f2) = 0.78 < 1.0 BASE BRACKET: THEREFORE BASE CHANNEL IS OK Fy = 70 KSI MIN. MSEISMIC = 7985.34 LBS-IN ASSUME BOTTOM CLIP IN TENSION AREA = 0.60" x 0. 12" x 2 TCAPACITY = AREA x Fy/f2 = 6036 LBS MCAPACITY = TENSION CAP. x 5.69 IN = 34344.4 LBS-IN fb/Fb = MSFISMIC / (MCAPACITY) = 0.23 < 1.0 THEREFORE BASE BRACKET IS OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com 0.14 IN 2 Page 11 of 53 COMPONENT DESIGN - TRANSVERSE DIRECTION (FRAME Al UPIRITE. SECTION PROPERTIES MAX HT = 96 IN Fy = 55000 PSI AREA 0.757 2 IN ly = 0.237 4 IN lx= 0.817 IN 4 Sy = 0.250 IN 3 Sx = 0.630 IN 3 ry = 0.560 IN rx = 1.039 1 N Qc= 1.80 Cmx= 1.0 Qb= 1.67 Unbrace Lx-x = 96 IN Kx = 1.7 (RMI Sec. 6.3.1.1) Unbrace Ly-y = 21 IN Ky = 1.0 (RMI Sec. 6.3.1.2) Span (Ls) = 6SE = 6x = kLx rx kLy ry 25 IN 0.14 IN 0.33 IN < 5% Structural Height OK PSTATIC = 435.97 LBS MAX MSTATIC = PSTATIC x (Ls/1 2) 2 = 454.13 LBS-FT - (1.7)(96) 157.07 <-- CONTROLS 1.0391N (1)(21) 37.50 0.561N Fa 7E 2 * E 11601 PSI (KI/r)2 �'c = (Fy / Fa )112 2.18 >1.5 Fn �,c < 1.5 (0.658 I-c2)Fy 10174 PSI kc > 1.5 (0.877/ kC2)Fy Pn = AREA - F, 7701.65 LBS PEX = (T[2 EIx) / (KXLX )2 8779.70 LBS ax = I - (C,,P/Pex) 0.91 MAX MOMENT IN COLUMN MX = MSTATIC = 454.13 LBS-FT MX = MSEISMIC = Y-(Fx x h) = 665.44 LBS-FT <--- CONTROLS Mn = Sx * Fy = 2887.50 LBS-FT COMBINED STRESS = fa/Fa + fb/Fb = (QCP/P,) + (QpCrxMx/M,ax) = 0.52 < 1.0 THEREFORE UPRITE IS OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 12 of 53 COMPONENT DESIGN - LONGITUDINAL DIRECTION (FRAME Al RELATIVE SHELF STIFFNESS (25". SHELF): E 29000 KSI I SHELF 0.161 IN 4 LL 48 IN 3 K SHELF = 384EI / ILL = 16.212 RELATIVE UPRITE STIFFNESS: I UPRITE 0.237 IN 4 UNBRACED H 21 IN 3 K UPRITE = 24EI / H = 17.811 FROM RISA MODEL (SEE NEXT 4 PAGES): SHELF DESIGN: MAX. M = 0.117 K-FT (MEMBER M6 CONTROLS) MAX- MIMPACT = PVERT IMPACT * LS = 0.017 K-FT MAX. M = 0.134 K-FT Sx = 0.147 IN 3 Mallow Sx*FY/Q = 0.330 K-FT Mallow > MAX. M OK T = C = M 12 /1.82 = 0.88 KIP ALLOWABLE SHEAR TO RESIST MOMENT: TAB DISTANCE = 1.82 IN TAB = 0.95 IN t = 11 GA AREA OF TAB = 0.11 IN 2 (SEE COMP.CALCS) FY = 70 KSI VALLOW = 0.4 AREA FY 3.18 KIP T = C `� VALLOW OK UPRITE. DESIGN: MAX UNBRACED HT (Lu) = LS = SECTION PROPERTIES FROM RISA SECTION: N&r::�F 21 IN Fy 55000 PSI 25 IN AREA = 0.757 IN 2 SY = 0.250 IN 3 ly= 0.237 IN 4 MSTATIC = PSTATIC /2 * Ls /2 = 2724.79 IN-LBS ry 0.560 IN kLy (0.8)(MAX HT) 30.00 Fa = 12 � 712 � E - 165924 PSI ry 0.56 23(KI/r)2 fa/Fa (PSTAT,c)/(AREA*Fa) = 0.003 fb/Fb = (MSTATIC) / (Sy*Fy/f2) 0.331 fa/Fa + fb/Fb = 0.334 < 1.00 FROM RISA MODEL OF FRAME Al MSTATIC + MSEISMIC = 82 LBS-FT fb/Fb = (MSTATIC+ MSEISMIC) / (Sy*Fy/n) = 0.120 fa/Fa + fb/Fb = 0.123 < 1.00 THEREFORE UPRITE IS OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 13 of 53 Loads: LC 1, DL+LL+SEISMIC Joe P. Hill, P.E. CID SK- 1 FRAME Al- LONGITUDINAL FRAME Al.r3d NODE, MEMBER AND LOADING LAYOUT I I Company Designer Job Number Model Name Joe P. Hill, P.E. CID FRAME Al- LONGITUDINAL (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in,12) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec'2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 3 Vertical Axis Y Global Member Orientation Plane xz Static Solver Standard Skyline Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASID Adjust Stiffness? Yes(iterative) RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 10OF Concrete Code None Masonry Code None Aluminum Code None - Building Stainless Steel Code None Number of Shear Regions —4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diarn. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 Checked By: JPH RISA-31D Version 17.0.4 [X:\ ... \ ... \CALMRISAMTRAME Al.r3d] Pm n 1, Page I 5-of 53 Company Designer Job Number Model Name Joe P. Hill, P.E. CID FRAME Al- LONGITUDINAL (Global) Model Settings, Continued Seismic Code None Seismic Base Elevation (ft) Not Entered Add Base Weight? No Ct x .035 Ct z .035 T X (sec) Not Entered T Z (sec) Not Entered R X 4 R Z 4 Checked By: JPH General Material Properties Label E rksil G rksil Nu Therm (/1 E5 F) Density[k/ft-131 i STL 29000 11154 3:::� .65 .49 General Section Sets Member Primary Data Label I Joint J Joint K Joint Rotate... Section/ShaDe Tvne Desian List Material Desian ... 1 M1 N1 N3 UPRITE Colu ... None STL DR1 3 2 M2 N2 N4 W 19 W UPRITE Colu ... None STL DR1 3 3 M3 N11 N12 SHELF Beam None STL DR1 4 M4 N9 N10 SHELF Beam None STL DR1 5 M5 N7 N8 SHELF Beam None STL DR1 6 M6 N5 N6 SHELF Beam None= STL DR 7 M7 N14 N15 SHELF Beam None I STL D Joint Coordinates and Temperatures Label x rftl Y rftl z rftl Temp rFl Detach From DiaD 1 N1 0 0 0 0 2 N2 4 0 0 0 3 N3 0 8 0 0 4 N4 4 8 0 0 5 N5 0 .5 0 0 6 N6 4 .5 0 0 7 N7 0 2.25 0 0 8 N8 4 2.25 0 0 9 N9 0 4 0 0 10 N10 4 4 0 0 11 N11 0 5.75 0 0 12 N12 4 5.75 0 0 13 N14 0 7.5 0 0 14 N15 4 7.5 0 0 Joint Boundary Conditions RISA-3D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME Al.r3d] Page pMedf 53 Company Joe P. Hill, P.E. Designer CID Job Number Checked By: JPH Model Name FRAME Al- LONGITUDINAL Joint Loads and Enforced Displacements (BLC 2: SEISMIC) Anint I nhpl i n KA nirpr-tinn RAnnniti irfi-rflh k-ft) (in mr1l flh*�Aq/ft 1h*�Aq*ftjj 1 N5 L x 3.01 2 N7 L x 13.53 3 N9 L x 24.06 4 N11 L x 34.59 5 N14 L x 45.11 Member Distributed Loads (BLC 1 : DL+LL) RA.-h., I h=1 N-fi- qfnrt KA-nifi iriarWft P Lecfl Pnei KA-nifi irianelf qf-f 1 n-finnrft 0/_1 P-1 1 nnnfinnrff 0/-1 1 M3 Y -.027 -.027 0 0 2 M4 Y -.027 -.027 0 0 3 M5 Y -.027 -.027 0 0 4 M6 Y -.027 -.027 0 0 5 M7 Y -.027 -.027 0 0 Basic Load Cases Load Combinations Description S ... P ... SR..B... Factor BILC Factor BILC Fa ... B ... Fa ... B... Fa ... B ... Fa ... B... Fa ... B... Fa ... B ... Fa ... B ... Fa... DL+LL+SEISMIC Y ... Y1 1 1 1 1 2 � 1 � � I I � I I � I I � I I I L-] Joint Reactions I (I 1-iM I �K-1 v riki v riki 7 riki RAv rL,-f+i RAv rL,-f+i KA7 rL,-f+i 1 1 N1 -20.952 102.7�9 0 0 0 0 2 1 WN2 W -99.348 437.221 0 0" 0 3 1 Totals: -120.3 540 0 4 1 COG (ft): X 2 Y: 4 Z: 0 Member Section Forces I (. Marnhar I nhal -q�r Ayininhi %/ -qhanrr1h1 7 -qhanrrlhl Tnmi arV-ftl %I-v hAnmPntrV-ft1 7-7 KAnmantrV-ftl 1 1 M1 1 102.779 21.128 0 0 0 0 2 2 89.352 40.165 0 0 0 -.025 3 3 75.594 31.086 0 0 0 -.045 4 4 31.793 -9.537 0 0 0 -.024 5 5 0 0 0 0 0 0 6 1 M2 1 437.221 100.095 0 0 0 0 7 2 342.648 77.889 0 0 0 -.05 8 3 248.406 73.211 0 0 0 -.082 9 4 76.207 54.766 0 0 0 .003 10 5 0 0 0 0 0 0 11 1 M3 1 2.659 25.413 0 0 0 -.022 12 2 2.659 -1.587 0 0 0 -.033 13 3 2.659 -28.587 0 0 0 -.018 14 4 2.659 -55.587 0 0 0 .024 15 5 2.659 -82.587 0 0 0 .093 16 1 M4 1 15.457 18.388 0 0 0 -.036 RISA-3D Version 17.0.4 [X:\ ... \ ... \CALCS\R1SA3D\FRAME Al.r3d] Page PWeb� 53 Company Designer Job Number Model Name Joe P. Hill, P.E. CID FRAME Al- LONGITUDINAL Checked By: JPH Member Section Forces (Continued) I (I hA-k- I �knl (Z., A�;ninii (Zh-rrlkl� T--rL-ftl U--trl-ffl KA--trL-ftl 17 2 15.457 -8.612 0 0 0 -.041 18 3 15.457 -35.612 0 0 0 -.019 19 4 15.457 -62.612 0 0 0 .031 20 5 15.457 -89.612 0 0 0 .107 21 1 M5 1 4.484 13.758 0 0 0 -.045 22 2 4.484 -13.242 0 0 0 -.045 23 3 4.484 -40.242 0 0 0 -.019 24 4 4.484 -67.242 0 0 0 .035 25 5 4.484 -94.242 0 0 0 .116 26 1 M6 1 22.065 13.427 0 0 0 -.046 27 2 22.065 -13.573 0 0 0 -.046 28 3 22.065 -40.573 0 0 0 -.018 29 4 22.065 -67.573 0 0 0 .036 30 5 22.065 -94.573 0 0 0 .117 31 1 M7 1 54.682 31.794 0 0 0 -.01 32 2 54.682 4.794 0 0 0 -.028 33 3 54.682 -22.206 0 0 0 -.019 34 4 54.682 -49.206 0 0 0 .016 35 5 54.682 -76.206 0 0 0 .079 Joint Deflections I (I W�+ I K.1 Y rini v rinl 7 rinl Y Pn+n+inn r-r11 v Pmo+i- rr-Al 7 Pn+o+inn r-11 1 1 N1 0 b b 0 0 -1.717e-3 2 1 N2 0 0 0 0 0 -1.722e-3 3 1 N3 .141 0 0 0 0 -1.018e-3 4 1 N4 .14 0 0 0 0 -8.386e-4 5 1 N5 .01 0 0 0 0 -1.701 e-3 6 1 N6 .01 0 0 0 0 -1.646e-3 7 1 N7 .047 0 0 0 0 -1.699e-3 8 1 N8 .047 0 0 0 0 -1.63e-3 9 1 N9 .082 0 0 0 0 -1.514e-3 10 1 N10 .082 0 0 0 0 -1.441 e-3 11 1 N11 .112 0 0 0 0 -1.211 e-3 12 1 N12 .112 0 0 0 0 -1.169e-3 13 1 N14 .135 0 0 0 0 -1.018e-3 14 1 N15 .135 0 0 0 0 -8.386e-4 Member Section Deflections Service LC Member Label Sec x rinl y [inl z Finl x Rotate[radl (n) L/y' Ratio (n) LIZ Ratio F- No Data to Print ... Material Takeoff KAnt-ini Qi- Din- I n-f1'rff1 XA/ni�hfrk'l i General 2 STL 25HD-shelf-N 1 5 F 1 20 .08 3 STL GONDOLA UPRIGHT OPIN 2 16 .041 4 Total General 7 36 .122 RISA-3D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME Al.r3d] Page "edf 53 FRAME 131 WIDESPAN SHELVING 42`13 x 96" L x 120" H JOB: 20178 DATE: 05/07/2020 BY: CD CHD: JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 19 of 53 SEISMIC DESIGN FRAME B1 42"B x 96"L x 120"H SEISMIC FORCES Code Refrence ASCE 7 & RMI (AS IT APPLIES) EQUIVALENT LATERAL FORCE PROCEDURE FOR SHELVING Dimension Frame: 131 Max. Shelving Height: 120 in Width: 42 in Levels : 4 Length : 96 in shelf type : WIDESPAN Site parameters (ASCE 7 section 11.4.1) Site class D Mapped acceleration parameters at short periods Ss = 1.261 at 1 sec. period S, = 0.492 Site coefficient at short periods Fa = 1.000 at 1 sec. period Fv = 1.508 Spectral response accelaration parameters (ASCE 7 section 11.4.3) at short periods SMS = 1.261 at 1 sec. period Smi = 0.742 Design spectral acceleration parameters (ASCE 7 section 11.4.4) at short periods SDS = 0.841 at 1 sec. period SD1 = 0.495 Seismic design category (ASCE 7 section 1.2.1 & 11.6) Risk Category 11 Seismic design category D Approximate fundamental period (ASCE 7 section 12.8.2.1) Height above base to highest level hn = 10.00 ft Structure Type 4 Long -period transition TL = 6 Figs. 22-14 thru 22-17 Building period parameter Ct Ct = 0.020 Building period parameter x X = 0.75 Building fundamental period T = Ta = 0.112 sec. Exponent related to structure period k = 1 since Ta!� 0.50 sec Seismic response coefficient (ASCE 7 section 15.5.3.5 & RMI 2.6.3) Response modification factor (Transverse) R = 4 Response modification factor (Longitudinal) R = 6 Seismic importance factor le = 1.5 (ASCE 7 15.5.3,RMI Sec. 2.6.2) Cd = 3.5 JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 20 of 53 Operating Weight (RMI 2.1 & ASCE 7 section 15.5.3.6) Loads DL: 3 DSf Height/LVL (in) Input Shelf Load (PL) (lbs.) Calculate d (lbs.) LEVEL 4 40 400 1 400 3 38 400 400 2 38 600 600 1 4 600 600 Total PL 2000 DL= 3 PSFx3.5 FTx8 FTx4 SHELVES 336.00 lbs PL = 2000 LBS x 0.67 1340.00 lbs PL (top shelf) 400.00 lbs Effective seismic weight of the structure (Ws) Ws = DIL + 67%PL (every shelf loaded 67% of its reated load) Ws = DIL + 1 00%PL (top shelf only loaded 100% of its reated load) VBASE = CS WS JOB: 20178 DATE: 05/07/2020 BY: CD CHID: JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 21 of 53 Seismic base shear (ASCE 7 section 12.8) Seismic response coefficient Seismic response coefficient max. Seismic response coefficient min. Seismic response coefficient (Governs) LOAD COMBINATION (RMI 2.1) DL+PL+0.75(0.7E) (1+0-105SDs)DL+0.75[(1.4+0.14SDS)0.7PL+0.7E] (1 +0. 14SDs)DL+(0.85+0.14SDS)0.7PL+0.7E Seismic base shear Anchors in accordance with AC1318 Appendix D JOB: 20178 DATE: 05/07/2020 BY: CD CHD: JPH Cs = CS, MAX = CS, MIN = Cs = Transverse Longitudinal 0.315 0.210 1.649 1.099 0.055 0.055 0.315 VBASE VBASE Ws E (factor) I I � Transverse Longitudinal 1676.00 0.525 277 185 1890.94 0.525 313 209 1672.25 0.700 369 246 VBASE MAX. 369 246 W, = 1672.25 LBS no = 2.0 (ASCE 7 Table 15.4-1) I Transversel VBASE67%PL � 369 246 lbs VBASE 1 00%PL TOP x 0.7= 163 109 lbs JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 22 of 53 SEISMIC LATERAL FORCE DISTRIBUTION - FRAME 1131 (CONTINUED) L 1672.25 L 7712.87 Base: 369.02 246.02 PSTATIC � 836.13 lbs per post COMP -MAX = 1168 lbs per post VBASE 67%PL (Transverse): 369 lbs Y- (Fx* h) (Transverse) 32571.07 lbs-in VBASE 67%PL (Longitudinal): 246 lbs E (Fx* h) (Longitudinal) 21714.05 lbs-in UPLIFT FORCES (RIVII 2.1.3 Seismic Uplift) w = (0.6-0.14SDS)DL + (0.6-0.14SDS)PL Lw = 42 in LL = 96 in TRANSVERSE: W = 808 —lbs M GRAVITY = W (Lw/2) = 16975 lbs-in Uplift Plate Conn.= Y-(F. x h) - MGRAVITY/ Lw = 371 lbs M SEISMIC Y (Fx *h) = 32571 lbs-in M GRAVITY M SEISMIC ING HOLD DOWNS ARE REQD TENSION = I(MSEISMIC-M GRAVITY)/ Lwl f2o 743 Ibs (UPLIFT) LONGITUDINAL: W = 808 —lbs M GRAVITY = W (LL/2) = 38801 lbs-in Uplift Plate Conn.= Z(F. x h) - MGRAVITY/ Lw = 0 lbs M SEISMIC 1: (Fx *h) = 21714 lbs-in M GRAVITY M SEISMIC OK NO HOLD DOWNS REQD TENSION = I(MSEISMIC-MGRAVITY)/ LLI f2o = 0 lbs (UPLIFT) JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 23 of 53 Lu (j) W Lu 1101 0 al-oll TR15UTARY AREA LONGITUCANAL PLAN VIEW OF 1rFICAL LA'rQUl FOR FRAME "51" LEVEL 3 LEVEL 2 co LEVEL I TyF. FRONT PROFILE OF FRAME ML F x (4) FX(3) 50E 5RACES F x (2) (TYF.) F x (1) TYF. END FROFIL OF: FRAME 115111 JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 24 of 53 SEISMIC LATERAL FORCE DISTRIBUTION TOP SHELF LOADED - FRAME B1 (CONTINUED] I Y- 736.00 Y- 5722.00 Base : 163.00 109.00 VBASE 100%PL TOP (Transverse): 163 LBS Y- 736.00 Y- 5722.00 Base : 163.00 109.00 VBASE 100%PL TOP (Transverse): 163 LBS Y- (Fx* h) (Transverse) 18176.12 lbs-in 'BASE 100%PL TOP (Longitudinal): 109 LBS Y- (Fx* h) (Longitudinal) 12154.59 lbs-in UPLIFT FORCES (RIVII 2.1.3 Seismic Uplift) w = (0.6-0.14SDS)DL + (0.6-0.14SDS)PL Lw = 42 IN ILL = 96 IN TRANSVERSE: W = 355 lbs LOAD TOP SHELF ONLY M GRAVITY = W (Lw/2) = 7455 lbs-in Uplift Plate Conn.= I(F. x h) - MGRAVITY/ Lw = 255 lbs M SEISMIC Y- (Fx *h) = 18176 lbs-in M GRAVITY M SEISMIC NG HOLD DOWNS ARE REQD TENSION = I(MSEISMIC-MGRAVITY) / Lw] f2o = 511 LBS (UPLIFT) LONGITUDINAL: W = 355 lbs LOAD TOP SHELF ONLY M GRAVITY = W (LL/2) = 17039 lbs-in Uplift Plate Conn.= Y-(Fx x h) - MGRAVITY/ Lw = 0 lbs M SEISMIC Y- (Fx *h) = 12155 lbs-in M GRAVITY M SEISMIC OK NO HOLD DOWNS REQD TENSION = I(MSEISMIC-MGRAVITY)/ LLI f2O = 0 LIBS (UPLIFT) JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 25 of 53 BEAM DESIGN FOR FRAME Bl SECTION PROPERTIES: MAX L: 96 in Size: 3.25"xl 6ga H 3.25 1 N t 16 GA Fy: 45000 PSI Area 0.413 1 N 2 E : 29500 KSI Ix: 0.572 1 N 4 ly: 0.116 1 N 4 Sx: 0.318 1 N 3 Sy: 0.096 1 N 3 rx : 1.176 IN ry : 0.529 IN MAX ALLOWABLE LOAD - BENDING: (AISI Sec. C3.1.3) Mn (MAX) 0.6 * Sx * Fy 8586 LBS-IN CAPACITY = 2(8 - M / L) = 1431.00 LBS MAX ALLOWABLE LOAD - DEFLECTION (L/180): (RMI Sec. 5.3) ALLOW DEFLECTION = 5wL 4 /384 E I CAPACITY = 2 [(384 E 1) / (5� 1 8WL 2) ] = 1562.41 LBS Y, 1 205 0 482 BEAM SECTION MAXIMUM STATIC ALLOWABLE LOAD PER LEVEL= 1431.00 LBS ALLOWABLE AND ACTUAL BENDING MOMENT PER LEVEL (RMI Sec.2.1.5 & 2.3) MAX BENDING MOMENT Wstatic = (DL + LL + 0.88PL) / 96" = 6.38 LBS/IN MSTATIC (DL + LL + 0.88PL) = WSTATIc L 2 / 8 = 7344.00 LBS-IN PVERTICAL IMPACT = Wstatic x 25% = 19.13 LBS MVERTICAL IMPACT = PVERTICAL IMPACT x L A = 459.00 LBS-IN MSTATIClIMPACT = 7803.00 LBS-IN ALLOWABLE BENDING MOMENT MALLOW(STATIC)= 17172.00 LBS-IN --- lk MSTATIC+IMPACT "� MALLOW(STATIC) OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 26 of 53 WS STD UPRITE DESIGN FOR FRAME - 131 SECTION PROPERTIES MAX HT = 120 IN SIZE = 1.625xl.75xl4ga Fy = 45 ksi t = 14 GA E = 29500 ksi AREA 0.372 2 in IY= 4 0.133 in Ix 0.202 in 4 Sy = 0.151 i n3 Sx 0.231 in' ry = 0.597 in - - - --- --- --------- rx 0.738 in Qc= 1.80 Cmx= 1.00 f2b= 1.67 Unbrace Lx-x = 37 in Kx = 1.7 Unbrace Ly-y = 38 in Ky = 1.0 6SE = 0.36 IN 6X = 0.84 IN < 5% Structural Height OK COLUMN SECTION PSTATIC 836.13 lbs kLx — (1.7)(36.75) 84.65 kLy — (1)(38) rx 0.738in ry 0.597in Fax - 7E 2 * E 40628 PSI Fay - 7r 2 * E (Klx/rx)2 (Kly/ry)2 kc (Fy / Fax)' 12 1.05 <1.5 kc (Fy / Fay)' 12 Fn kc < 1.5 (0.658 lc2)Fy 28306 psi Fn kc < 1.5 (0.658 ?,c2)Fy kc > 1.5 (0.877/ kC2)Fy kc > 1.5 (0.877/ kC2)Fy Pn = AREA * F, 10530 lbs Pn = AREA * Fn PEX = (T[2 EIx) / (KxL X)2 15068 lbs PEY = (T[2 Ely) / (KyLy )2 ax = I — (4P/Pex) 0.90 ay = I — (4P/Pey) MAX MOMENT IN COLUMN MX = MSTATIC + MSEISMIC = 16.00 lbs-ft MY = MSTATIC + MSEISMIC = 261.00 lbs-ft COMBINED STRESS (fa/Fa + fb/Fb) (f2CP/Pn) + (f2bC,xMx/Mn(Xx) + (K2bCnyMy/M"yay) = 0.99 < 1.0 63.65 71863 psi 0.79 <1.5 34625 psi 12880 Ibs 26817 Ibs 0.94 Mnx = Sx * Fy = 866.25 lbs-ft M,Y= Sy * Fy = 566.25 lbs-ft THEREFORE UPRITE IS OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 27 of 53 TRANSVERSE BRACING - FRAME Bl SECTION PROPERTIES: VBASE � 369 LBS - WORST CASE HORIZONTAL BRACINGS: AREA = 0.115 IN 2 rx = 0.453 IN d = 42 IN kIx (0.8)(421N) rx 74.17 0.453IN -Nl-x- < 200 OK rx 7C2 E Fa = (kl/r)2 = 52025 PSI fa —a VBASE —AREA If x Fa 0.062 < 1.0 OK DIAGONAL BRACING: AREA = 0.115 IN 2 rx = 0.453 IN d = 42 IN I = 38 IN THE LENGTH OF THE BRACE: L = (d 2+ 60.5 = 4.72 FT L = 56.64 IN VDIAG = VBASE * (LENGTH OF THE BRACE/ DEPTH) 498 LBS kl,, = (1)(56.641N) 125.03 rx 0.4531N kI &- < 200 OK rx ,2 E Fa - 18309 PSI -(k—1 / —r)2 VDIAG -fa F a AREA x Fa 0.236 < 1.0 OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 28 of 53 BEAM TO COLUMN CONNX - FRAME Bl BEAM To COLUMN CONNECTION PROVIDE ADEQUATE MOMENT CAPACITY TO STABLIZE THIS SYSTEM, ALTHOGH IT DOES NOT PROVIDE 100% FIXITY. THUS, THE BEAMS WILL BE ANALYSED ASSUMING THEY HAVE PINNED ENDS. FOR THE COMPUTATION OF BEAM TO COL. MOMENT CAPACITY, THE PARTIAL FIXITY OF THE BEAM,(ASSUMED AT AN ARBITRARY 25% OF THE FIXED END MOMENT OR 2000 IN -LB WHICH EVER IS SMALLER) WILL BE ADDED CAPACITY OF CONNECTOR: BEAM LOCKING DEVICE (TWO CLIPS) (RMI 7.1.2) AREA = 7/16 * 0.03 *2 = 0.026 IN 2 Fy = 50000 PSI Fv = 2 * 0.4 * A * Fy VmAx = 1050 LBS >1000 LBS OK BEAM TO BRACKET WELD CAPACITY 1/8" * 14.84 KSI = 1855 LBS/IN <--- CONTROLS 0.061" * 26 KSI * 1.33 = 2109 LBS/IN LWELD = 3 IN CAPACITY = 5565 LBS a) SHEAR CAPACITY OF 1/2" TAB AREA = 0. 105" * 1/2" = 0.053 IN 2 Fy = 50000 PSI Fv= 0.4*A*Fy VMAX = 1050 LBS b) BEARING ON COLUMN D = 0.420 IN t = 0.072 IN BEARING AREA = t * D = 0.030 IN 2 Fy = 50000 PSI PMAX BEARING = BRG AREA * 1.2 * Fy = 1814 LBS SINCE SHEAR GOVERNS Pl = 1050 LBS M CONN CAPACITY = (Pl * 2") = 2100 LBS-IN M CONN SEISMIC = 1.33 * M CONN CAPACITY = 2793 LBS-IN FROM MODEL RISA MMAX BEAM 25% = 863 LBS-IN < M CONN SEISMIC OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 29 of 53 27 26 NN 4fl, N25 22 14 N24 78 m 23 15 30 N13 N10 40 N12 21 20 41 7 �59 h39 7 Wo N36 38 9 a 37 h53 �54 33 35 q34 q48 N47 ,&9 Envelope Only Solution Joe P. Hill P.E. FRAME E NODE AND MEMBER LAYOUT SK- 1 CID JO-ANN FRAME B1-WS-42x96x120.r3d Page 30 of .53 28.011 b 2&011lb 6711, 56. 18.671b 56. 13.5 28. 13.531b 37. b 28. 27. 1,291b 18. 27. 18. 13. 2. 13. Loads: BLC 2, ELX Envelope Only Solution Joe P. Hill P.E. SK-3 CID FRAME E JO-ANN SEISMIC X-DIRECTION FRAME Bl-WS-42x96xl2O.r3d Page 32 of 58, 42 011b 42.011b 28.011b 84,021b 28.011b 4.021b 20.31b 56.021b 4 011b 20.31b 56.02lb 1.931b 42.0111, 40.61b 1.931b 28 01 lb 40.611, 28.0111, 3.861b 2 311, 3.861b 20.31b 1.931b 1.931b Loads: BLC 3, ELZ Envelope Only Solution Joe P. Hill P.E. SK-4 CID FRAME E JO-ANN SEISMIC Z-DIRECTION FRAME Bl-WS-42x96xl2O.r3d Page 33 of 58, Company Designer Job Number Model Name Joe P. Hill P.E. CD JO-ANN FRAME E (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (in,12) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? Yes Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec'2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane xz Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASID Adjust Stiffness? Yes(Iterative) RISAConnection Code None Cold Formed Steel Code None Wood Code None Wood Temperature < 10OF Concrete Code None Masonry Code None Aluminum Code None - Building Stainless Steel Code AISC 14th( 60-10): ASID Adjust Stiffness? Yes(Iterative) Number of Shear Regions —4 Region Spacing Increment (in) 4 Biaxial Column Method Exact Integration Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diarn. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 Checked By: JPH RISA-31D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME B1-WS-42x96x12O.r3d] Page Nedf 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E (Global) Model Settings, Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? Yes Ct x .02 Ct z .02 T X (sec) Not Entered T Z (sec) Not Entered R X 4 R Z 4 Ct Exp. X .75 Ct Exp. Z .75 SID1 1 SIDS 1 S1 1 TL (sec) 5 Risk Cat I or 11 Drift Cat Other Orn Z 1 Orn X 1 Cd Z 1 Cd X 1 Rho Z 1 Rho X 1 General Material Properties Label E rksil G rksil Nu Therm (/1 E5 F) Densityrk/ftA 31 gen Steel 29000 11154 —.3 .65 .49 General Section Sets I K.1 Qh— T—. Unf—i.l A riw:n i.... rinAl i— rinAl i rinAl 1 COLUMN WS UPRITE 14GA (0.072") Column gen Steel .372 .133 .202 .000633 2 BEAM WS BEAM SECTION 16GA (0.061 Beam gen Steel .439 .128 .621 .000533 3 BRACE WS BRACINGS 9QQA HRrqrim npn Rtpiml 11r; ni n9A A. 1 e-5 Member Primary Data I h.1 I Ininf I Inint k' Ininf Pnfnf� q—fi—Iqh— T—Q r)—i— 1 i.f RA.fQ,i.1 r)—i- 1 M 1 N 1 N3 COLUMN Colu ... No- ne en Steel DR1 6 2 M2 N2 N4 COLUMN Colu ... None cien Steel DRII 6 3 M3 N3 N4 BEAM Beam None gen Steel DR1 6 4 M4 N5 N6 180 COLUMN Colu ... None cien Steel DRII 6 5 M5 N7 N8 BRACE HBra ... None gen Steel DR1 6 6 M6 N9 N12 BRACE HBra ... None cien Steel DRII 6 7 M7 N13 N16 BRACE HBra ... i None gen Steel DR1 6 8 M8 N15 N14 BRACE HBra ... None cien Steel DRII 6 9 M9 N10 N11 BRACE HBra ... None gen Steel DR1 6 10 M10 N17 N18 180 COLUMN Colu ... None cien Steel DRII 6 11 Mil N19 N20 BRACE HBra ... None gen Steel DR1 6 12 M12 N21 N24 BRACE HBra ... None cien Steel DRII 6 13 M13 N25 N28 BRACE HBra ... None gen Steel DR1 6 14 M14 N27 N26 BRACE HBra ... None cien Steel DRII 6 15 M15 N22 N23 BRACE HBra ... None gen Steel DR1 6 16 M16 N18 N6 BEAM Beam None gen Steel DRII 6 17 M17 N29 N30 COLUMN Colu... None cien Steel DR1 6 RISA-31D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME B1-WS-42x96x12O.r3d] Page l'J'Sedf 53 Company Designer Job Number Model Name Joe P. Hill P.E. CD JO-ANN FRAME E Member Primary Data (Continued) I �k.l I i�i�f i I�int V lni�f Checked By: JPH 18 M18 N4 N30 BEAM Beam None gen Steel DR1 6 19 M19 N31 N32 180 COLUMN Colu ... None qen Steel DR1 6 20 M20 N33 N34 BRACE HlBra ... None gen Steel DR1 6 21 M21 N35 N38 BRACE HBra ... None gen Steel DR1 6 22 M22 N39 N42 BRACE HBra ... None gen—Steel DRII 6 23 M23 N41 N40 BRACE HBra ... None qen Steel DR16 24 M24 N36 N37 BRACE HlBra ... None gen Steel DRII 6 25 M25 N6 N32 BEAM Beam None -gen Steel DR1 6 26 M26 N43 N44 BEAM Beam None gen Steel DRII 6 27 M27 N46 N45 BEAM Beam None gen Steel DR1 6 28 M28 N44 N47 BEAM Beam None gen Steel DR1 6 29 M29 N45 N48 BEAM Beam None qen Steel DR1 6 30 M30 N49 N50 BEAM Beam None ge DR1 6 31 M31 N52 N51 BEAM Beam None _Steel qen Steel DR1 6 32 M32 N50 N53 BEAM Beam None gen Steel DR1 6 33 M33 N51 N54 BEAM Beam None qen Steel DRII 6 34 M34 N55 N56 BEAM Beam None gen Steel DRII 6 35 M35 N58 N57 BEAM Beam None gen Steel DR1 6 36 M36 N56 N59 BEAM [Beam None gen Steel DR1 6 37 M37 N57 N60 BEAM I Beam None qen Steel DR1 6 Joint Coordinates and Temperatures I ;�ihpl Y rftl Y rftl 7 rftl T,-mn rpi nptqr-h Fmm ninn 1 N1 0 0 0 0 2 N2 8 0 0 0 3 N3 0 10 0 0 4 N4 8 10 0 0 5 N5 8 0 3.5 0 6 N6 8 10 3.5 0 7 N7 8 1 0 0 8 N8 8 1 3.5 0 9 N9 8 1.5 3.5 0 10 N10 8 5.042 0 0 11 N11 8 5.042 3.5 0 12 N12 8 4.542 0 0 13 N13 8 5.542 0 0 14 N14 8 9.083 0 0 15 N15 8 9.083 3.5 0 16 N16 8 8.583 3.5 0 17 N17 0 0 3.5 0 18 N18 0 10 3.5 0 19 N19 0 1 0 0 20 N20 0 1 3.5 0 21 N21 0 1.5 3.5 0 22 N22 0 5.042 0 0 23 N23 0 5.042 3.5 0 24 N24 0 4.542 0 0 25 N25 0 5.542 0 0 26 N26 0 9.083 0 0 27 N27 0 9.083 3.5 0 28 N28 0 8.583 3.5 0 29 N29 16 0 0 0 30 N30 16 10 0 0 31 N31 16 0 3.5 0 32 N32 16 10 3.5 0 RISA-31D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME Bl-WS-42x96xl2O.r3d] Page FAeb� 53 Company Designer Job Number Model Name Joe P. Hill P.E. CD JO-ANN FRAME E Checked By: JPH Joint Coordinates and Temperatures (Continued) I �h.l Y rfti v rftl 7 rf+i T.- rri n.t-h P- ni- 33 N33 16 1 0 0 34 N34 16 1 3.5 0 35 N35 16 1.5 3.5 0 36 N36 16 5.042 0 0 37 N37 16 5.042 3.5 0 38 N38 16 4.542 0 0 39 N39 16 5.542 0 0 40 N40 16 9.083 0 0 41 N41 16 9.083 3.5 0 42 N42 16 8.583 3.5 0 43 N43 0 0.333333 0 0 44 N44 8 0.333333 0 0 45 N45 8 0.333333 3.5 0 46 N46 0 0.333333 3.5 0 47 N47 16 0.333333 0 0 48 N48 16 0.333333 3.5 0 49 N49 0 3.5 0 0 50 N50 8 3.5 0 0 51 N51 8 3.5 3.5 0 52 N52 0 3.5 3.5 0 53 N53 16 3.5 0 0 54 N54 16 3.5 3.5 0 55 N55 0 6.666667 0 0 56 N56 8 6.666667 0 0 57 N57 8 6.666667 3.5 0 58 N58 0 6.666667 3.5 0 59 N59 16 6.666667 0 0 60 N60 16 6.666667 3.5 0 Joint Boundary Conditions Anint I nhPI Y rk/inl Y rk/inl 7 rkAnI Y Rnt rk-ft/rnril Y Pnt rk-ft/rnril 7 Rnt rk-ft/rnril 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 N5 Reaction Reaction Reaction 4 N17 Reaction Reaction Reaction 5 N29 Reaction Reaction Reaction 6 N31 Reaction Reaction Reaction Joint Loads and Enforced Displacements (BLC 2: ELX) I�inf I h.1 i n RA nir-finn hAnnnif-InUlk lk-ftl /in rnrl� tjh*cA9/ft jh*cA9*ftNj 1 N3 L x 28.01 2 N18 L x 28.01 3 N4 L x 28.01 4 N6 L x 28.01 5 N4 L x 28.01 6 N6 L x 28.01 7 N30 L x 28.01 8 N32 L x 28.01 9 N55 L x 18.67 10 N58 L x 18.67 11 N56 L x 18.67 12 N57 L x 18.67 13 N56 L x 18.67 14 N57 L x 18.67 RISA-3D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME B1-WS-42x96x12O.r3d] Page PRed 53 Company Joe P, Hill P,E, Designer CID Job Number JO-ANN Model Name FRAME E Joint Loads and Enforced Displacements (BLC 2: ELX) (Continued) Checked By: JPH Joint Label L.D.M Direction Maanitudel(lb.lb-ft). (in.rad). (lb* SA2/ft. lb* SA2*ft)l 15 N59 L x 18.67 16 N60 L x 18.67 17 N49 L x 13.53 18 N52 L x 13.53 19 N50 L x 13.53 20 N51 L x 13.53 21 N50 L x 13.53 22 N51 L x 13.53 23 N53 L x 13.53 24 N54 L x 13.53 25 N43 L x 1.29 26 N46 L x 1.29 27 N44 L x 1.29 28 N45 L x 1.29 29 N44 L x 1.29 30 N45 L x 1.29 31 N47 L x 1.29 32 N48 L x 1.29 Joint Loads and Enforced Displacements (BLC 3: ELZ) Joint Label L,D,M Direction Maanitudef(lb,lb-ft), (in,rad), (lb*s'2/ft, lb*sA2*ft)l 1 N3 L z 42.01 2 N18 L z 42.01 3 N4 L z 42.01 4 N6 L z 42.01 5 N4 L z 42.01 6 N6 L z 42.01 7 N30 L z 42.01 8 N32 L z 42.01 9 N55 L z 28.01 10 N58 L z 28.01 11 N56 L z 28.01 12 N57 L z 28.01 13 N56 L z 28.01 14 N57 L z 28.01 15 N59 L z 28.01 16 N60 L z 28.01 17 N49 L z 20.3 18 N52 L z 20.3 19 N50 L z 20.3 20 N51 L z 20.3 21 N50 L z 20.3 22 N51 L z 20.3 23 N53 L z 20.3 24 N54 L z 20.3 25 N43 L z 1.93 26 N46 L z 1.93 27 N44 L z 1.93 28 N45 L z 1.93 29 N44 L z 1.93 30 N45 L z 1.93 31 N47 L z 1.93 32 N48 L z 1.93 RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3D\FRAME B1-WS-42x96x12O.r3d] ' Be& 53 Page �J Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E Member Distributed Loads (BLC I: DL+LL) KApmhpr I nhPI nirpntinn qtqrt KAnnnihirlprOft F kczfl Pnrl KAPnnifiirIPrk/f qtnrf I nnntinnrft OM Pnrl I nnntinnrft OM 1 M3 y -.022 -.022 0 0 2 M16 y -.022 -.022 0 0 3 M18 y -.022 -.022 0 0 4 M25 y -.022 -.022 0 0 5 M34 y -.022 -.022 0 0 6 M35 y -.022 -.022 0 0 7 M36 -.022 -.022 0 0 8 M37 -Y y -.022 -.022 0 0 9 M26 y -.03 -.03 0 0 10 M27 y -.03 -.03 0 0 11 M28 y -.03 -.03 0 0 12 M29 y -.03 -.03 0 0 13 M30 y -.03 -.03 0 0 14 M31 y -.03 -.03 0 0 15 M32 y -.03 -.03 0 0 16 M33 y -.03 -.03 0 0 Basic Load Cases - BLC Description Category GravitvY GravitvZ Gravity Joint Point Distribu ... Area(M... Surface.. 1 DL+LL None 1 16 2 ELX None 32 3 ELZ None 32 Load Combinations Load Combination Deshan Envelope Joint Reactions I�i�t Y nki I (I v rw I r, 7 nF,1 i (, RAY riK-ffl i r, RAv nK-fti 1 r' KA7 riK-ftl i r, 1 N1 max 213.612 2 270.158 1 .033 1 0 2 0 2 0 2 2 4EW- min 197.296 1 -28.179 2 -154.163-2 --W--O 1 0 1 0 1 3 N2 max 0 2 894.88 1 -.177 1 0 2 0 2 0 2 4 min -213.366 1 154.848 2 -279.598 2 0 1 0 1 0 1 5 N5 max 0 2 1635.721 2 .034 1 0 2 0 2 0 2 6 min -213.344 1 895.25 1 -67.217 2 0 1 0 1 0 1 7 N17 max 213.909 2 796.894 2 .042 1 0 2 0 2 0 2 8 min 197.271 1 269.846 1 -41.429 2 0 1 0 1 0 1 9 N29 max -213.612 2 499.041 1 .009 1 0 2 0 2 0 2 10 min -229.916 1 -28.179 2 -154.163 2 0 1 0 1 0 1 11 N31 max - 3.909 2 796.894 2 .059 1 0 2 0 2 0 2 12 min -229.941 1 498.824 1 -41.429 2 0 1 0 1 0 1 13 Totals: max 0 2 3328 2 0 1 14 min -492 1 3328 1 -738 2 RISA-3D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME B1-WS-42x96x12O.r3d] Page l'W& 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E Envelope Member Section Forces Member Sec Axialllbl LC v Shear[lbl LC z Shear[lbI LC Toraue[lb... LC v-v Mome... LC z-z Mom... LC i M1 1 Imax 270.1581 1 -196.801 1 .037 1 0 2 0 2 0 2 2 -28.179 2 -213.622 2 �-1 53.956 2 0 1 0 1 0 1 3 --min 2 max 187.486 1 36.297 1 49.339 2 .029 2 .032 1 23.143 2 4 min -116.606 2 -34.928 2 .072 1 0 1 -36.836 2 -9.059 1 5 3 max, 117.036 1 1 20.098 1 -.025 1 -.009 1 14.002 2 -6.832 2 6 min 15.634 2 1-30.382 2 -195.437 2 -.022 2 .174 1 -10.601 1 7 4 max 67.074 2 1 -1.105 1 27.851 2 0 1 .054 1 -4.335 1 8 min 63.712 1 -30.917 2 -.074 1 -.045 2 -16.123 2 -19.545 2 9 5 max 76.91 2 -1.107 1 .007 1 .131 2 .005 2 57.792 2 10 min 63.743 1 -30.966 2 -44.096 2 0 1 0 1 -1.571 1 11 M2 1 maxi 894.88 1 214.613 1 -.145 1 0 2 0 2 0 2 12 min 154.848 2 0 2 -281.675 2 0 1 0 1 0 1 13 2 max 641.191 1 1102.312 1 89.635 2 0 2 .033 1 0 2 14 min -53.534 2 0 2 .324 1 0 1 -67.615 2 -57.98 1 15 3 max 383.841 1 87.509 1 -.417 1 .03 1 25.44 2 3.606 1 16 min 125.253 2 0 2 -351.526 2 0 2 .612 1 0 2 17 4 maxi 197.566 1 52.199 1 49.932 2 0 2 .134 1 35.917 1 18 180.25 2 0 2 -.194 1 0 1 -28.233 2 0 2 19 --min 5 max 198.18 2 52.028 1 -.019 1 0 1 0 1 0 2 20 min 197.671 1 0 2 -80.344 2 0 2 -.01 2 -94.423 1 21 M3 1 max 30.998 2 76.91 2 .007 1 0 1 .131 2 57.792 2 22 min 29.232 1 63.744 1 -2.065 2 -.005 2 0 1 -1.571 1 23 2 maxi 30.998 2 32.91 2 .007 1 0 1 .014 1 -52.028 2 24 min 29.232 1 19.744 1 -2.065 2 -.005 2 -3.999 2 -85.058 1 25 3 max 30.998 2 1 -11.09 2 .007 1 0 1 .028 1 -73.849 2 26 min 29.232 1 1-24.256 1 -2.065 2 -.005 2 -8.129 2 -80.545 1 27 4 max 30.998 2 1 -55.09 2 .007 1 0 1 .043 1 11.967 1 28 min 29.232 1 -68.256 1 -2.065 2 -.005 2 -12.26 2 -7.67 2 29 5 maxi 30.998 2 -99.09 2 .007 1 0 1 .057 1 192.48 1 30 min 29.232 1 -112.256 1 -2.065 2 -.005 2 -16.39 2 146.509 2 31 M4 1 max 1635.721 2 0 2 87.977 2 0 2 0 2 0 2 32 min 895.25 1 1-214.592 1 -.067 1 0 1 0 1 0 1 33 2 max 899.8 2 0 2 -.342 1 .017 1 133.168 2 57.959 1 34 min 641.211 1 -102.303 1 -45.794 2 0 2 .037 1 0 2 35 3 maxi 642.044 2 0 2 -.35 1 0 2 -.83 1 0 36 min 383.172 1 -87.269 1 -87.544 2 0 1 -43.938 2 -3.64 -2 1 37 4 max 449.922 2 0 2 .262 1 .004 1 -.073 1 0 2 38 min 197.384 1 -52.24 1 -40.54 2 0 2 -65.323 2 -35.926 1 39 5 max 197.671 1 0 2 80.838 2 0 2 .039 2 94.461 1 40 min 197.261 2 -52.038 1 .018 1 0 1 0 1 0 2 41 M5 1 maxi -.469 1 .17 1 0 2 0 2 .002 1 .303 42 min -365.779 2 -45.202 2 -.018 1 0 1 0 2 -75.217 -1 2 43 2 max -.469 1 .17 1 0 2 0 2 0 2 .153 1 44 min -365.779 2 1-45.202 2 -.018 1 0 1 -.014 1 -35.666 2 45 3 max -.469 1 1 .17 1 0 2 0 2 0 2 3.886 2 46 min -365.779 2 1-45.202 2 -.018 1 0 1 -.03 1 .004 1 47 4 maxi -.469 1 .17 1 0 2 0 2 0 2 43.438 2 48 min �-365.779 2 -45.202 2 -.018 1 0 1 -.046 1 -.145 1 49 5 max -.469 1 .17 1 0 2 0 2 0 2 82.99 2 50 min -365.779 2 -45.202 2 -.018 1 0 1 -.061 1 -.294 1 51 M6 1 max 648.092 2 15.921 2 .035 1 0 1 0 2 42.818 2 52 min 1.016 1 1 .034 1 0 2 0 2 -.107 1 .058 1 53 2 max 648.092 2 15.921 2 .035 1 0 1 0 2 24.361 2 54 m n .016 1 .034 1 0 2 0 2 -.067 1 .019 1 55 3 max� 648.092 2 15.921 2 .035 1 0 1 0 2 5.904 2 1 56 1 lmin� 1.016 1 .034 1 1 0 2 1 0 1 2 -.026 1 -. 02 __L_1 __1 RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3D\FRAME B1-WS_42x96x12O.r3d] Page WO'df 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E Envelope Member Section Forces (Continued) Member Sec Axiairlbl LC v ShearrIbI LC z Shearflbl LC Torquerlb... LC v-v Morne... LC z-z Mom... LC 57 4 max 648.092 2 15.921 2 .035- 1 0 1 .015 1 -.059 1 58 min 1.016 1 .034 1 0 2 0 2 0 2 -12.553 2 59 5 max 648.092 2 15.921 2 .035 1 0 1 .056 1 -.098 1 60 min 1.016 1 .034 1 0 2 0 2 0 2 -31.01 2 61 M7 1 max .573 1 .022 1 0 2 0 2 .178 1 .075 1 62 min 1-343.372 2 -12.711 2 -.044 1 0 1 0 2 -28.563 2 63 2 max .573 1 .022 1 0 2 0 2 .127 1 .049 1 64 min -343.372 2 -12.711 2 -.044 1 0 1 0 2 -13.829 2 65 3 max .573 1 .022 1 0 2 0 2 .076 1 .905 2 66 min -343.372 2 -12.711 2 -.044 1 0 1 0 2 .023 1 67 4 max .573 1 .022 1 0 2 0 2 .025 1 15.639 2 68 min -343.372 2 -12.711 2 -.044 1 0 1 0 2 -.003 1 69 5 max .573 1 .022 1 0 2 0 2 0 2 30.373 2 70 min -343.372 2 -12.711 2 -.044 1 0 1 -.027 1 -.029 1 71 M8 1 max 130 2 17.908 2 .005 1 0 2 0 2 39.821 2 72 min -.175 1 .105 1 0 2 0 1 -.016 1 .178 1 73 2 max 130 2 17.908 2 .005 1 0 2 0 2 24.152 2 74 min -.175 1 .105 1 0 2 0 1 -.012 1 .086 1 75 3 max 130 2 17.908 2 .005 1 0 2 0 2 8.483 2 76 min -.175 1 .105 1 0 2 0 1 -.008 1 -.006 1 77 4 max 130 2 17.908 2 .005 1 0 2 0 2 -.098 1 78 min -.175 1 .105 1 0 2 0 1 -.004 1 -7.187 2 79 5 max 130 2 17.908 2 .005 1 0 2 0 1 -.19 1 80 min -.175 1 .105 1 0 2 0 1 0 2 -22.856 2 81 M9 1 max -.624 1 .046 1 .018 1 0 2 0 2 .078 1 82 min -97.769 2 -6.776 2 0 2 0 1 -.062 1 -21.692 2 83 2 max -.624 1 .046 1 .018 1 0 2 0 2 .038 1 84 min -97.769 2 -6.776 2 0 2 0 1 -.046 1 -15.763 2 85 3 max -.624 1 .046 1 .018 1 0 2 0 2 -.003 1 86 min -97.769 2 -6.776 2 0 2 0 1 -.03 1 -9.834 2 87 4 max -.624 1 .046 1 .018 1 0 2 0 2 -.043 1 88 min -97.769 2 -6.776 2 0 2 0 1 -.015 1 -3.905 2 89 5 max -.624 1 .046 1 .018 1 0 2 0 1 2.024 2 90 min -97.769 2 -6.776 2 0 2 0 1 0 2 -.083 1 91 M10 1 max 796.894 2 213.64 2 46.978 2 0 2 0 2 0 2 92 min 269.846 1 196.775 1 -.046 1 0 1 0 1 0 1 93 2 max 415.84 2 35.16 2 -.088 1 .043 2 72.972 2 9.043 1 94 min 187.221 1 -36.295 1 -24.889 2 0 1 -.029 1 -23.429 2 95 3 max 304.718 2 30.911 2 -.075 1 0 1 -.23 1 10.555 1 96 min 116.704 1 -20.11 1 -48.039 2 -.064 2 -23.977 2 6.894 2 97 4 max 217.539 2 31.814 2 .089 1 -.004 1 -.013 1 20.048 2 98 min 63.602 1 1.087 1 -22.694 2 -.047 2 -35.979 2 4.33 1 99 5 max 77.37 2 31.619 2 44.732 2 .158 2 0 1 1.594 1 100 min 63.738 1 1.118 1 -.007 1 0 1 -.019 2 -59.224 2 101 Mil 1 max -.037 1 .064 1 .032 2 0 1 0 1 .112 1 102 min -201.157 2 -24.793 2 0 1 0 2 -.056 2 -41.244 2 103 2 max -.037 1 .064 1 .032 2 0 1 0 1 .056 1 104 min -201.157 2 -24.793 2 0 1 0 2 -.028 2 -19.55 2 105 3 max -.037 1 .064 1 .032 2 0 1 0 2 2.143 2 106 min -201.157 2 -24.793 2 0 1 0 2 0 1 0 1 107 4 max -.037 1 .064 1 .032 2 0 1 .028 2 23.837 2 108 min -201.157 2 -24.793 2 0 1 0 2 -.001 1 -.056 1 109 5 max -.037 1 .064 1 .032 2 0 1 .056 2 45.53 2 110 min -201.157 2 -24.793 2 0 1 0 2 -.002 1 -.112 1 ill M12 1 max 360.251 2 8.787 2 .014 2 0 1 -.003 1 23.579 2 112 min .113 1 .006 1 -.004 1 0 2 -.016 2 .005 1 1 113 1 1 2 imaxi 360.251 1 2 1 8.787 1 2 1 .014 1 2 1 0 1 1 1 0 1 2 1 13.392 1 2 RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3D\FRAME Bl-WS-42x96xl2O.r3d] Page "& 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E Envelope Member Section Forces (Continued) Member Sec Axiairlbl LC v Shearrlbl LC z Shearflbl LC Torauerlb... LC v-v Mome... LC z-z Mom... LC 114 min .113 1 .006 1 -.004 1 0 2 -.008 1 -.001 1 115 3 max 360.251 2 8.787 2 .014 2 0 1 .018 2 3.205 2 116 min .113 1 .006 1 -.004 1 0 2 -.012 1 -.008 1 117 4 max 360.251 2 8.787 2 .014 2 0 1 .034 2 -.014 1 118 min .113 1 .006 1 -.004 1 0 2 -.017 1 -6.982 2 119 5 maxi 360.251 2 8.787 2 .014 2 0 1 .051 2 -.021 1 120 min .113 1 .006 1 -.004 1 0 2 -.021 1 -17.17 2 121 M13 1 max .242 1 .01 1 .049 2 0 2 .103 1 .03 1 122 min -190.614 2 -7.068 2 -.016 1 0 1 -.141 2 -15.922 2 123 2 max .242 1 .01 1 .049 2 0 2 .085 1 .019 1 124 min -190.614 2 -7.068 2 -.016 1 0 1 -.084 2 -7.729 2 125 3 maxi .242 1 .01 1 .049 2 0 2 .067 1 .464 2 126 min -190.614 2 -7.068 2 -.016 1 0 1 -.027 2 .007 1 127 4 max .242 1 .01 1 .049 2 0 2 .049 1 8.657 2 128 min -190.614 2 -7.068 2 -.016 1 0 1 .029 2 -.004 1 129 5 max .242 1 .01 1 .049 2 0 2 .086 2 16.849 2 130 min -190.614 2 -7.068 2 -.016 1 0 1 .031 1 -.015 1 131 M14 1 maxi 71.888 2 9.83 2 .09 2 0 2 .018 1 21.928 2 132 min -.081 1 .03 1 -.005 1 0 1 -.14 2 .049 1 133 2 max 71 . 888 2 9.83 2 .09 2 0 2 .013 1 13.327 2 134 min -.081 1 .03 1 -.005 1 0 1 -.061 2 .023 1 135 3 max 71.888 2 9.83 2 .09 2 0 2 .018 2 4.726 2 136 min -.081 1 .03 1 -.005 1 0 1 .008 1 -.004 1 137 4 maxi 71.888 2 9.83 2 .09 2 0 2 .097 2 -.031 1 138 min -.081 1 .03 1 -.005 1 0 1 .004 1 -3.875 2 139 5 max 71.888 2 9.83 2 .09 2 0 2 .177 2 -.057 1 140 min -.081 1 .03 1 -.005 1 0 1 -.001 1 -12.476 2 141 M15 1 max -.148 1 .015 1 .038 2 0 1 -.018 2 .028 1 142 min -54.097 2 -3.863 2 .017 1 0 2 -.061 1 -12.217 2 143 2 maxi -.148 1 .015 1 .038 2 0 1 .015 2 .015 1 144 min -54.097 2 -3.863 2 .017 1 0 2 -.046 1 -8.837 2 145 3 max -.148 1 .015 1 .038 2 0 1 .047 2 .002 1 146 min -54.097 2 -3.863 2 .017 1 0 2 -.03 1 -5.457 2 147 4 max -.148 1 .015 1 .038 2 0 1 .08 2 -.011 1 148 min -54.097 2 -3.863 2 .017 1 0 2 -.015 1 -2.077 2 149 5 maxi -.148 1 .015 1 .038 2 0 1 .113 2 1.303 2 150 min -54097 2 -3.863 2 .017 1 0 2 0 1 -.024 1 151 M16 1 max 31.653 2 77.371 2 .007 1 0 1 .158 2 59.224 2 152 min 29.242 1 63.739 1 -2.443 2 -.019 2 0 1 -1.594 1 153 2 max 31.653 2 33.371 2 .007 1 0 1 .015 1 -51.518 2 154 min 29.242 1 19.739 1 -2.443 2 -.019 2 -4.728 2 -85.071 1 155 3 maxi 31.653 2 -10.629 2 .007 1 0 1 .029 1 -74.26 2 156 min 29.242 1 -24.261 1 -2.443 2 -.019 2 -9.613 2 -80.548 1 157 4 max 31.653 2 -54.629 2 .007 1 0 1 .044 1 11.975 1 158 min 29.242 1 -68.261 1 -2.443 2 -.019 2 -14.498 2 -9.002 2 159 5 max 31.653 2 -98.629 2 .007 1 0 1 .059 1 192.498 1 160 min 29.242 1 -112.261 1 -2.443 2 -.019 2 -19.384 2- 144.256 2 161 M17 1 maxi 499.041 1 230.495 1 .021 1 0 2 0 2 0 2 162 min -28.179 2 213.622 2 -153.956 2 0 1 0 1 0 1 163 2 max 355.058 1 106.516 1 49.339 2 0 1 .045 1 -23.143 2 164 min -116.606 2 34.928 2 .147 1 -.029 2 -36.836 2 -55.68 1 165 3 max 203.845 1 81.64 1 -.105 1 .022 2 14.002 2 6.832 2 166 min 15.634 2 30.382 2 -195.437 2 .021 1 .319 1 3.156 1 167 4 maxi .536 1 61.69 1 27.851 2 .045 2 .084 1 35.362 1 168 67.074 2 30.917 2 -.115 1 0 1 -16.123 2 19.545 2 169 --min 5 max 90.586 1 61.57 1 .006 1 0 1 .005 2 -57.792 2 1 170 1 min 76.91 1 2 1 30.966 1 2 1 -44.096 1 2 1 -.131 1 2 1 0 1 1 1-1 18.754Ll __1 RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3D\FRAME B1-WS_42x96x12O.r3d] Page W2& 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E Envelope Member Section Forces (Continued) Member Sec Axiairlbl LC v ShearrIbI LC z Shearflbl LC Torquerlb... LC v-v Morne... LC z-z Mom... LC 171 M18 1 max 33.475 1 99.09 2 2.06-5 2 .005 2 .058 1 146.509 2 172 min 30.998 2 85.413 1 -.007 1 0 1 -16.39 2 98.057 1 173 2 max 33.475 1 55.09 2 2.065 2 .005 2 .043 1 -7.67 2 174 min 30.998 2 41.413 1 -.007 1 0 1 -12.26 2 -28.769 1 175 3 max 33.475 1 11.09 2 , 2.065 2 .005 2 .029 1 1-67.595 1 176 min 1 30.998 2 -2.587 1 -.007 1 0 1 -8.129 2 -73.849 2 177 4 max 33.475 1 -32.91 2 2.065 2 .005 2 .014 1 -18.42 1 178 min 30.998 2 -46.587 1 -.007 1 0 1 -3.999 2 -52.028 2 179 5 max 33.475 1 -76.91 2 2.065 2 .005 2 .131 2 118.754 1 180 min 30.998 2 -90.587 1 -.007 1 0 1 0 1 57.792 2 181 M19 1 max 796.894 2 -213.64 2 46.978 2 0 2 0 2 0 2 182 min 1498.824 1 -230.52 1 -.071 1 0 1 0 1 0 1 183 2 max 415.84 2 -35.16 2 -.168 1 .016 1 72.972 2 55.653 1 184 min 354.845 1 -106.526 1 -24.889 2 -.043 2 -.029 1 23.429 2 185 3 max 304.718 2 -30.911 2 -.146 1 .064 2 -.417 1 -3.2 1 186 min 203.402 1 -81.513 1 -48.039 2 0 1 -23.977 2 -6.894 2 187 4 max 217.539 2 -31.814 2 .149 1 .047 2 -.031 1 -20.048 2 188 min 1 90.382 1 -61.723 1 -22.694 2 .003 1 -35.979 2 -35.359 1 189 5 max 90.592 1 -31.619 2 44.732 2 0 1 0 1 118.777 1 190 min 77.37 2 -61.571 1 -.006 1 -.158 2 -.019 2 59.224 2 191 M20 1 max -.13 1 .11 1 -.016 1 0 2 .056 2 .194 1 192 min -201.157 2 -24.793 2 -.032 2 0 1 .001 1 -41.244 2 193 2 max -.13 1 .11 1 -.016 1 0 2 .028 2 .097 1 194 min 1-201.157 2 -24.793 2 -.032 2 0 1 -.013 1 -19.55 2 195 3 max -.13 1 .11 1 -.016 1 0 2 0 2 2.143 2 196 min -201.157 2 -24.793 2 -.032 2 0 1 -.027 1 .001 1 197 4 max -.13 1 .11 1 -.016 1 0 2 -.028 2 23.837 2 198 min -201.157 2 -24.793 2 -.032 2 0 1 -.042 1 -.095 1 199 5 max -.13 1 .11 1 -.016 1 0 2 -.056 2 45.53 2 200 min 1-201.157 2 -24.793 2 -.032 2 0 1 -.056 1 -.192 1 201 M21 1 max 360.251 2 8.787 2 .03 1 0 1 .016 2 23.579 2 202 min .316 1 .013 1 -.014 2 0 2 -.099 1 .017 1 203 2 max 360.251 2 8.787 2 .03 1 0 1 0 2 13.392 2 204 min .316 1 .013 1 -.014 2 0 2 -.064 1 .002 1 205 3 max 360.251 2 8.787 2 .03 1 0 1 -.018 2 3.205 2 206 min 1 .316 1 .013 1 -.014 2 0 2 -.029 1 -.013 1 207 4 max 360 . 251 2 8.787 2 .03 1 0 1 .005 1 .028 1 208 min .316 1 .013 1 -.014 2 0 2 -.034 2 -6.982 2 209 5 max 360.251 2 8.787 2 .03 1 0 1 .04 1 -.043 1 210 min .316 1 .013 1 -.014 2 0 2 -.051 2 -17.17 2 211 M22 1 max .379 1 .015 1 -.037 1 0 2 .156 1 .046 1 212 min 1-190.614 2 -7.068 2 -.049 2 0 1 .141 2 -15.922 2 213 2 max .379 1 .015 1 -.037 1 0 2 .113 1 .03 1 214 min -190.614 2 -7.068 2 -.049 2 0 1 .084 2 -7.729 2 215 3 max .379 1 .015 1 -.037 1 0 2 .07 1 .464 2 216 min -190.614 2 -7.068 2 -.049 2 0 1 .027 2 .013 1 217 4 max .379 1 .015 1 -.037 1 0 2 .026 1 8.657 2 218 min 1-190.614 2 -7.068 2 -.049 2 0 1 -.029 2 -.004 1 219 5 max .379 1 .015 1 -.037 1 0 2 -.017 1 16.849 2 220 min -190.614 2 -7.068 2 -.049 2 0 1 -.086 2 -.021 1 221 M23 1 max 71.888 2 9.83 2 .003 1 0 2 .14 2 21.928 2 222 min -.121 1 .05 1 -.09 2 0 1 -.011 1 .083 1 223 2 max 71.888 2 9.83 2 .003 1 0 2 .061 2 13.327 2 224 . -.121 1 .05 1 -.09 2 0 1 -.008 1 .039 1 225 3 max 71.888 2 9.83 2 .003 1 0 2 -.005 1 4.726 2 226 min -.121 1 .05 1 -.09 2 0 1 -.018 2 -.005 1 227 4 max 71.888 1 2 1 9.83 1 2 1 .003 1 1 1 0 1 2 1 -.002 1 1 1 -.049 1 1 RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3D\FRAME Bl-WS-42x96xl2O.r3d] PageW3 & 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E Envelope Member Section Forces (Continued) Member Sec Axiairlbl LC v Shearrlbl LC z Shearflbl LC Torauerlb... LC v-v Mome... LC z-z Mom... LC 228 min -.121 1 .05 1 -.09 2 0 1 -.097 2 -3.875 2 229 5 max 71.888 2 9.83 2 .003 1 0 2 .001 1 -.093 1 230 min -.121 1 .05 1 -.09 2 0 1 -.177 2 -12.476 2 231 M24 1 max -.277 1 .029 1 .017 1 0 2 .018 2 .052 1 232 min -54.097 2 -3.863 2 -.038 2 0 1 -.059 1 -12.217 2 233 2 maxi -.277 1 .029 1 .017 1 0 2 -.015 2 .027 1 234 min -54.097 2 -3.863 2 -.038 2 0 1 -.044 1 -8.837 2 235 3 max -.277 1 .029 1 .017 1 0 2 -.029 1 .001 1 236 min -54.097 2 -3.863 2 -.038 2 0 1 -.047 2 -5.457 2 237 4 max -.277 1 .029 1 .017 1 0 2 -.013 1 -.024 1 238 min -54.097 2 -3.863 2 -.038 2 0 1 -.08 2 -2.077 2 239 5 maxi -.277 1 .029 1 .017 1 0 2 .002 1 1.303 2 240 min -54.097 2 -3.863 2 -.038 2 0 1 -.113 2 -.05 1 241 M25 1 max 33.475 1 98.629 2 2.443 2 .019 2 .058 1 144.256 2 242 min 31.653 2 85.408 1 -.007 1 0 1 -19.384 2 98.037 1 243 2 max 33.475 1 54.629 2 2.443 2 .019 2 .044 1 -9.002 2 244 min 31.653 2 41.408 1 -.007 1 0 1 -14.498 2 -28.778 1 245 3 maxi 33.475 1 10.629 2 2.443 2 .019 2 .029 1 -67.593 1 246 min 31.653 2 -2.592 1 -.007 1 0 1 -9.613 2 -74.26 2 247 4 max 33.475 1 -33.371 2 2.443 2 .019 2 .014 1 -18.408 1 248 min 31.653 2 -46.592 1 -.007 1 0 1 -4.728 2 -51.518 2 249 5 max 33.475 1 -77.371 2 2.443 2 .019 2 .158 2 118.777 1 250 min 31.653 2 -90.592 1 -.007 1 0 1 0 1 59.224 2 251 M26 1 maxi 234.231 1 113.215 2 0 1 0 1 .027 2 123.748 2 252 min 178.704 2 82.609 1 -.31 2 -.03 2 0 1 -3.87 1 253 2 max 234.231 1 53.215 2 0 1 0 1 .002 1 -42.682 2 254 min 178.704 2 22.609 1 -.31 2 -.03 2 -.594 2 -109.089 1 255 3 max 234.231 1 -6.785 2 0 1 0 1 .003 1 -89.112 2 256 min 178.704 2 -37.391 1 -.31 2 -.03 2 -1.215 2 -94.307 1 257 4 maxi 234.231 1 -66.785 2 0 1 0 1 .005 1 40.475 1 258 min 178.704 2 -97.391 1 -.31 2 -.03 2 -1.835 2 -15.542 2 259 5 max 234.231 1 -126.785 2 0 1 0 1 .007 1 295.256 1 260 min 178.704 2 -157.391 1 -.31 2 -.03 2 -2.456 2 178.028 2 261 M27 1 max 234.199 1 113.274 2 0 1 0 1 .025 2 123.981 2 262 min 178.718 2 82.611 1 -.294 2 -.029 2 0 1 -3.861 1 263 2 maxi 234.199 1 53.274 2 0 1 0 1 .001 1 -42.566 2 264 min 178.718 2 22.611 1 -.294 2 -.029 2 -.564 2 -109.083 1 265 3 max 234.199 1 -6.726 2 0 1 0 1 .003 1 -89.113 2 266 min 178.718 2 -37.389 1 -.294 2 -.029 2 -1.153 2 -94.305 1 267 4 max 234.199 1 -66.726 2 0 1 0 1 .005 1 40.473 1 268 min 178.718 2 -97.389 1 -.294 2 -.029 2 -1.741 2 -15.66 2 269 5 maxi 234.199 1 -126.726 2 0 1 0 1 .006 1 295.251 1 270 min 178.718 2 -157.389 1 -.294 2 -.029 2 -2.33 2 177.793 2 271 M28 1 max 178.704 2 126.785 2 .31 2 .03 2 .006 1 178.028 2 272 min 123.43 1 96.127 1 0 1 0 1 -2.456 2 60.58 1 273 2 max 178.704 2 66.785 2 .31 2 .03 2 .004 1 -15.542 2 274 min 123.43 1 36.127 1 0 1 0 1 -1.835 2 -71.673 1 275 3 maxi 178.704 2 6.785 2 .31 2 .03 2 .003 1 -83.926 1 276 123.43 1 -23.873 1 0 1 0 1 -1.215 2 -89.112 2 277 --min 4 max 178.704 2 -53.215 2 .31 2 .03 2 .002 1 23.821 1 278 min 123.43 1 -83.873 1 0 1 0 1 -.594 2 -42.682 2 279 5 max 178.704 2 -113.215 2 .31 2 .03 2 .027 2 251.568 1 280 min 123.43 1 -143.873 1 0 1 0 1 .001 1 123.748 2 281 M29 1 maxi .718 2 126.726 2 .294 2 .029 2 .009 1 177.793 2 282 min 123.437 1 96.128 1 -.001 1 0 1 -2.33 2 60.584 1 283 2 max 178.718 2 66.726 2 .294 2 .029 2 .006 1 -15.66 2 1 284 1 min 123.437 1 1 1 36.128 1 1 1 -.001 1 1 1 0 L 1 -1.741 1 2 1 -71.671 L 1 _J RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3D\FRAME B1-WS_42x96x12O.r3d] PageWC* 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Checked By: JPH Model Name FRAME E Envelope Member Section Forces (Continued) Member Sec Axiairlbl LC v ShearrIbI LC z Shearflbl LC Torquerlb... LC v-v Morne... LC z-z Mom... LC 285 3 max 178.718 2 6.726 2 .294- - 2 .029 2 -.003 1 -83.927 1 286 min 123.437 1 -23.872 1 -.001 1 0 1 -1.153 2 -89.113 2 287 4 max 178.718 2 -53.274 2 .294 2 .029 2 0 1 23.818 1 288 min 123.437 1 -83.872 1 -.001 1 0 1 -.564 2 -42.566 2 289 5 max 178.718 2 1-113.274 2 .294 2 .029 2 .025 2 .251.563 1 290 min 123.437 1 -143.872 1 -.001 1 0 1 -.002 1 123.981 2 291 M30 1 max 4.587 2 110.754 2 .013 1 0 2 .09 2 110.54 2 292 min -2.396 1 70.528 1 -1.226 2 0 1 -.007 1 -64.907 1 293 2 max 4.587 2 50.754 2 .013 1 0 2 .019 1 -50.968 2 294 min -2.396 1 10.528 1 -1.226 2 0 1 -2.362 2 -145.9631 1 295 3 max 4.587 2 -9.246 2 .013 1 0 2 .045 1 -92.4761 2 296 min -2.396 1 -49.472 1 -1.226 2 0 1 -4.814 2 -107.019 1 297 4 max 4.587 2 -69.246 2 .013 1 0 2 .072 1 51.925 1 298 min -2.396 1 -109.472 1 -1.226 2 0 1 -7.266 2 -13.985 2 299 5 max 4.587 2 -129.246 2 .013 1 0 2 .098 1 330.868 1 300 min -2.396 1 -169.472 1 -1.226 2 0 1 -9.718 2 184.507 2 301 M31 1 max 4.194 2 111.122 2 .011 1 .002 2 .107 2 111.851 1 2 302 min -2.366 1 70.518 1 -1.694 2 0 1 0 1 -64.9471 1 303 2 max 4.194 2 51.122 2 .011 1 .002 2 .023 1 -50.394 2 304 min -2.366 1 10.518 1 -1.694 2 0 1 -3.281 2 -145.983 1 305 3 max 4.194 2 -8.878 2 .011 1 .002 2 .045 1 -92.638 2 306 min -2.366 1 -49.482 1 -1.694 2 0 1 -6.669 2 -107.018 1 307 4 max 4.194 2 -68.878 2 .011 1 .002 2 .067 1 51.946 1 308 min -2.366 1 -109.482 1 -1.694 2 0 1 -10.057 2 -14.882 2 309 5 max 4.194 2 -128.878 2 .011 1 .002 2 .09 1 330.911 1 310 min -2.366 1 -169.482 1 -1.694 2 0 1 -13.444 2 182.874 2 311 M32 1 max 10.766 1 129.246 2 1.226 2 0 1 .11 1 184.507 2 312 min 4.587 2 88.57 1 -.015 1 0 2 -9.718 2 36.156 1 313 2 max 10.766 1 69.246 2 1.226 2 0 1 .08 1 -13.985 1 2 314 min 4.587 2 28.57 1 -.015 1 0 2 -7.266 2 -80.9841 1 315 3 max 10.766 1 9.246 2 1.226 2 0 1 .05 1 -78.124 1 1 316 min 4.587 2 -31.43 1 -.015 1 0 2 -4.814 2 -92.4761 2 317 4 max 10.766 1 -50.754 2 1.226 2 0 1 .021 1 44.736 1 318 min 4.587 2 -91.43 1 -.015 1 0 2 -2.362 2 -50.968 2 319 5 max 10.766 1 -110.754 2 1.226 2 0 1 .09 2 287.5951 1 320 min 4.587 2 -151.43 1 -.015 1 0 2 -.009 1 110.54 1 2 321 M33 1 max 10.795 1 128.878 2 1.694 2 0 1 .107 1 182.874 2 322 min 4.194 2 88.557 1 -.015 1 -.002 2 -13.444 2 36.105 1 323 2 max 10.795 1 68.878 2 1.694 2 0 1 .076 1 -14.882 2 324 min 4.194 2 28.557 1 -.015 1 -.002 2 -10.057 2 -81.009 1 325 3 max 10.795 1 8.878 2 1.694 2 0 1 .045 1 -78.123 1 326 min 4.194 2 -31.443 1 -.015 1 -.002 2 -6.669 2 -92.6381 2 327 4 max 10.795 1 -51.122 2 1.694 2 0 1 .014 1 44.763 1 328 min 4.194 2 -91.443 1 -.015 1 -.002 2 -3.281 2 -50.394 2 329 5 max 10.795 1 -111.122 2 1.694 2 0 1 .107 2 287.648 1 330 min 4.194 2 -151.443 1 -.015 1 -.002 2 -.017 1 111.8511 2 331 M34 1 max -.454 2 82.751 2 .02 1 0 1 .148 2 89.121 2 332 min -2.278 1 53.143 1 -1.882 2 -.004 2 -.026 1 -38.67 1 333 2 max -.454 2 38.751 2 .02 1 0 1 .015 1 -32.382 2 334 min -2.278 1 9.143 1 -1.882 2 -.004 2 -3.617 2 -100.955 1 335 3 max -.454 2 -5.249 2 .02 1 0 1 .055 1 -65.885 2 336 min -2.278 1 -34.857 1 -1.882 2 -.004 2 -7.381 2 -75.24 1 1 337 4 max -.454 2 -49.249 2 .02 1 0 1 .096 1 38.475 1 1 338 min -2.278 1 -78.857 1 -1.882 2 -.004 2 -11.145 2 -11.387 2 339 5 max -.454 2 -93.249 2 .02 1 0 1 .136 1 240.19 1 340 min -2.278 1 -122.857 1 -1.882 2 -.004 2 -14.909 2 131.11 2 341 1 M35 1 1 imaxi -.878 1 2 1 83.32 1 2 1 .014 1 1 1 0 1 1 1 .096 -L 2 91.215 2 1 RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3D\FRAME Bl-WS-42x96xl2O.r3d] Page2PS 8f 53 Company Designer Job Number Model Name Joe P. Hill P.E. CD JO-ANN FRAME E Checked By: JPH Envelope Member Section Forces (Continued) NA-k- 1Z., A �i� i n ii I (� %i �Zhnnrrw I (� � Qknorrikl I (� Tnr- inm� I hAnmn I (I - RA- 1 r, 342 min -2.296 1 53.117 1 -1.389 2 -.001 2 .004 1 -38.776 1 343 2 max -.878 2 39.32 2 .014 1 0 1 .033 1 -31.425 2 344 min -2.296 1 9.117 1 -1.389 2 -.001 2 -2.682 2 -101.009 1 345 3 max -.878 2 -4.68 2 .014 1 0 1 .062 1 -66.066 2 346 min -2.296 1 1-34.883 1 -1.389 2 -.001 2 -5.46 2 1-75.243 1 347 4 maxi -.878 2 -48.68 2 .014 1 0 1 .091 1 38.523 1 348 min -2.296 1 -78.883 1 -1.389 2 -.001 2 -8.239 2 -12.706 2 349 5 max -.878 2 -92.68 2 .014 1 0 1 .119 1 240.289 1 350 min -2.296 1 -122.883 1 -1.389 2 -.001 2 -11.017 2 128.654 2 351 M36 1 max .747 1 93.249 2 1.882 2 .004 2 .094 1 131.11 2 352 min -.454 2 62.98 1 -.007 1 0 1 -14.909 2 19.162 1 353 2 maxi .747 1 49.249 2 1.882 2 .004 2 .08 1 -11.387 2 354 min -.454 2 18.98 1 -.007 1 0 1 -11.145 2 -62.797 1 355 3 max .747 1 5.249 2 1.882 2 .004 2 .065 1 -56.757 1 356 min -.454 2 -25.02 1 -.007 1 0 1 -7.381 2 -65.885 2 357 4 max .747 1 -38.751 2 1.882 2 .004 2 .051 1 37.284 1 358 min -.454 2 -69.02 1 -.007 1 0 1 -3.617 2 -32.382 2 359 5 maxi .747 1 -82.751 2 1.882 2 .004 2 .148 2 219.325 1 360 min -.454 2 -113.02 1 -.007 1 0 1 .036 1 89.121 2 361 M37 1 max .731 1 92.68 2 1.389 2 .001 2 .115 1 128.654 2 362 min -.878 2 62.951 1 -.014 1 0 1 -11.017 2 19.052 1 363 2 max .731 1 48.68 2 1.389 2 .001 2 .087 1 -12.706 2 364 min -.878 2 18.951 1 -.014 1 0 1 -8.239 2 -62.849 1 365 3 maxi .731 1 4.68 2 1.389 2 .001 2 .058 1 -56.751 1 366 min -.878 2 -25.049 1 -.014 1 0 1 -5.46 2 -66.066 2 367 4 max .731 1 -39.32 2 1.389 2 .001 2 .03 1 37.348 1 368 min -.878 2 -69.049 1 -.014 1 0 1 -2.682 2 -31.425 2 369 5 max .731 1 -83.32 2 1.389 2 .001 2 .096 2 219.447 1 370 min -.878 2 -113.049 1 -.014 1 0 1 .002 1 91.215 2 Envelo,pe Joint Displacements Inint Y finl I (I. v rinI 1 r. 7 rinl 1 r. Y Pnfntinn 1 r. V Pnfntinn 1 r. 7 Pnfnfinn 1 r. 1 N1 max 0 2 0 2 0 2 7.421 e-3 2 1.218e-6 1 -2.915e-4 2 2 min 0 1 0 1 0 1 -1.448e-5 1 -3.768e-4 2 -1.794e-3 1 3 N2 max 0 2 0 2 0 2 1.354e-2 2 1.745e-7 1 0 2 4 min 0 1 0 1 0 1 -3.542e-5 1 0 2 -1.44e-3 1 5 N3 max .32 1 0 2 .199 2 1. 1 67e-3 2 1.093e-5 1 -9.711 e-4 2 6 min 0 2 -.001 1 0 1 7.833e-6 1 -2.522e-3 2 -1.773e-3 1 7 N4 max .319 1 0 2 .361 2 2.169e-3 2 2.129e-6 1 0 2 8 min 0 2 -.005 1 -.001 1 2.519e-5 1 0 2 -3.736e-4 1 9 N5 max 0 2 0 2 0 2 1.276e-2 2 2.791 e-7 1 0 2 10 min 0 1 0 1 0 1 -3.62e-5 1 0 2 -1.44e-3 1 11 N6 max .319 1 -.005 1 .428 2 8.403e-3 2 2.139e-6 1 0 2 12 min 0 2 -.008 2 -.001 1 2.063e-5 1 0 2 -3.738e-4 1 13 N7 max .024 1 0 2 .142 2 8.326e-3 2 0 2 0 2 14 min 0 2 0 1 0 1 -3.82e-5 1 -1.648e-5 1 -3.263e-3 1 15 N8 max .024 1 0 1 .147 2 1. 1 18e-2 2 3.433e-5 1 0 2 16 min 0 2 -.002 2 0 1 -3.502e-5 1 0 2 -3.263e-3 1 17 N9 max .047 1 -.001 1 .211 2 9.104e-3 2 6.859e-4 1 0 2 18 min 0 2 -.002 2 0 1 -4.128e-5 1 0 2 -4.121 e-3 1 19 N10 max .188 1 0 2 .255 2 5.207e-3 2 0 2 0 2 20 min 0 2 -.003 1 -.002 1 -8.888e-6 1 -3.422e-5 1 -3.82e-3 1 21 N11 max .188 1 -.003 1 .256 2 -1.086e-5 1 1.745e-5 1 0 2 22 min 0 2 -.005 2 -.002 1 -2.012e-3 2 0 2 -3.821 e-3 1 23 N12 max .165 1 0 2 .227 2 3.362e-3 2 2.688e-4 1 0 2 RISA-3D Version 17.0.4 [X:\ ... \ ... \CALCS\RISA3D\FRAME Bl-WS-42x96xl2O.r3d] PageW6 R 53 Company Designer Joe P. Hill P.E. CD Job Number JO-ANN Model Name FRAME E Envelope Joint Displacements (Continued) Checked By: JPH Joint X fin'l LC Y rin'l LC Z fin'l LC X Rotation... LC Y Rotation... LC Z Rotation... LC 24 min 1 0 2 -.003 1 -.002 1 -2.196e-5 1 0 2 -3.552e-3 1 25 N13 max .21 1 0 2 .286 2 4.625e-3 2 0 2 0 2 26 min 0 2 -.003 1 -.002 1 1.726e-6 1 -9.663e-4 1 -3.551 e-3 1 27 N14 max .305 1 0 2 .342 2 9.048e-4 2 6.753e-6 1 0 2 28 min 0 2 -.004 1 -.001 1 2.489e-5 1 0 2 -1.962e-3 1 29 N15 max .305 1 -.004 1 .34 2 7.132e-3 2 0 2 0 2 30 min 0 2 -.008 2 -.001 1 2.035e-5 1 -6.386e-6 1 -1.963e-3 1 31 N16 max .292 1 -.004 1 .301 2 5.505e-3 2 0 2 0 2 32 min 0 2 -.008 2 -.002 1 2.41 e-5 1 -1.72e-4 1 -2.377e-3 1 33 N17 max 0 2 0 2 0 2 6.989e-3 2 1.215e-6 1 -2.915e-4 2 34 min 0 1 0 1 0 1 -1.449e-5 1 -3.575e-4 2 -1.794e-3 1 35 N18 max .32 1 -.001 1 .236 2 4.647e-3 2 1. 1 25e-5 1 -9.974e-4 2 36 min 0 2 -.004 2 0 1 4.954e-6 1 -2.982e-3 2 -1.773e-3 1 37 N19 max .028 1 0 2 .078 2 4.563e-3 2 -3.739e-7 1 8.648e-5 2 38 min .003 2 0 1 0 1 -1.38e-5 1 -1.602e-5 2 -3.002e-3 1 39 N20 max .028 1 0 1 .081 2 6.136e-3 2 9.642e-7 1 8.954e-5 2 40 min .003 2 0 2 0 1 -1.365e-5 1 -1.614e-5 2 -3.002e-3 1 41 N21 max .047 1 0 1 .115 2 5.006e-3 2 2.153e-5 1 3.421 e-4 2 42 min .002 2 -.001 2 0 1 -1.488e-5 1 -3.275e-4 2 -3.447e-3 1 43 N22 max .191 1 0 2 .141 2 2.912e-3 2 2.166e-5 2 3.003e-4 2 44 min .002 2 0 1 0 1 -3.914e-6 1 -3.394e-5 1 -3.157e-3 I 45 N23 max .191 1 0 1 .141 2 -2.595e-6 1 1.772e-5 1 3.057e-4 2 46 min .002 2 -.003 2 0 1 -1.094e-3 2 -5.91 e-5 2 -3.159e-3 1 47 N24 max .172 1 0 2 .125 2 1.889e-3 2 -1.267e-4 1 1.389e-4 2 48 min .003 2 0 1 0 1 -7.261 e-6 1 -2.037e-4 2 -3.235e-3 1 49 N25 max .21 1 0 2 .158 2 2.588e-3 2 6.101 e-5 2 2.752e-4 2 50 min 0 2 -.001 1 0 1 -6.273e-7 1 -5.598e-4 1 -2.954e-3 1 51 N26 max .3 1 0 2 .188 2 4.725e-4 2 -1.974e-6 1 1.031 e-5 2 52 min -.004 2 -.001 1 0 1 7.933e-6 1 -6.362e-5 2 -1.82e-3 1 53 N27 max .3 1 -.001 1 .188 2 3.942e-3 2 1.231 e-5 1 9.496e-6 2 54 min -.005 2 -.004 2 0 1 5.058e-6 1 -3.239e-5 2 -1.821 e-3 1 55 N28 max .289 1 -.001 1 .166 2 3.039e-3 2 1.957e-4 1 2.831 e-4 2 56 min -.003 2 -.004 2 0 1 6.506e-6 1 1.495e-4 2 -1.856e-3 1 57 N29 max 0 2 0 2 0 2 7.421 e-3 2 3.768e-4 2 2.915e-4 2 58 min 0 1 0 1 0 1 -2.443e-5 1 -8.614e-7 1 -1.21 e-3 1 59 N30 max .319 1 0 2 1 .199 2 1. 1 67e-3 2 2.522e-3 2 9.711 e-4 2 60 min 0 2 -.002 1 0 1 1.261 e-5 1 -6.719e-6 1 1.975e-4 1 61 N31 max 0 2 0 2 0 2 6.989e-3 2 3.575e-4 2 2.915e-4 2 62 min 0 1 0 1 0 1 -2.459e-5 1 -6.817e-7 1 -1.21 e-3 1 63 N32 max .319 1 -.002 1 .236 2 4.647e-3 2 2.982e-3 2 9.974e-4 2 64 min 0 2 -.004 2 0 1 8.745e-6 1 -6.866e-6 1 1.972e-4 1 65 N33 max .022 1 0 2 .078 2 4.563e-3 2 1.602e-5 2 -8.648e-5 2 66 min -.003 2 0 1 0 1 -2.407e-5 1 -1.53e-5 1 -3.178e-3 1 67 N34 max .022 1 0 1 .081 2 6.136e-3 2 3.144e-5 1 -8.954e-5 2 68 min -.003 2 0 2 0 1 -2.33e-5 1 1.614e-5 2 -3.177e-3 1 69 N35 max .044 1 0 1 .115 2 5.006e-3 2 6.276e-4 1 -3.421 e-4 2 70 min -.002 2 -.001 2 0 1 -2.591 e-5 1 3.275e-4 2 -4.128e-3 1 71 N36 max .188 1 0 2 .141 2 2.912e-3 2 -2.166e-5 2 -3.003e-4 2 72 min -.002 2 -.002 1 -.001 1 -6.796e-6 1 -3.269e-5 1 -3.764e-3 1 73 N37 max .188 1 -.002 1 .141 2 -5.817e-6 1 5.91 e-5 2 -3.057e-4 2 74 min -.002 2 -.003 2 -.001 1 -1.094e-3 2 1.626e-5 1 -3.766e-3 1 75 N38 max .165 1 0 2 .125 2 1.889e-3 2 2.037e-4 2 -1.389e-4 2 76 min -.003 2 -.002 1 -.001 1 -1.318e-5 1 1.842e-4 1 -3.517e-3 1 77 N39 max .21 1 0 2 .158 2 2.588e-3 2 -6.101 e-5 2 -2.752e-4 2 78 min 0 2 -.002 1 -.001 1 -1.088e-6 1 -8.553e-4 1 -3.51 e-3 1 79 N40 max .309 1 0 2 .188 2 4.725e-4 2 6.362e-5 2 -1.031 e-5 2 1 80 1 1 min 1 .004 1 2 1 -.002 1 0 1 1 1 1.27e-5 1 1 1 4.965e-6 1 1 1-1.841e-3L1 I RISA-3D Version 17.0.4 [XA ... \ ... \CALCS\RISA3DTRAME Bl-WS-42x96xl2O.r3d] Pag(�w? b4f 53 Company Designer Job Number Model Name Joe P. Hill P.E. CD JO-ANN FRAME E Checked By: JPH Envelope Joint Displacements (Continued) Y ri'l I (I v ri�i I (1 7 ri�i 1 r, Y pnf�fi- i (' V Pnf�fl- i (' 7 Pnf�fl- 1 r, 81 N41 max .309 1 -.002 1 .188 2 3.942e-3 2 3.239e-5 2 -9.496e-6 2 82 min .005 2 -.004 2 0 1 8.843e-6 1 -3.409e-6 1 -1.841 e-3 1 83 N42 max .296 1 -.002 1 .166 2 3.039e-3 2 -1. 1 3e-4 1 -2.831 e-4 2 84 min .003 2 -.004 2 -.001 1 1.11e-5 1 -1.495e-4 2 -2.417e-3 1 85 N43 max .007 1 0 2 .029 2 7.101 e-3 2 1.218e-6, 1 -5.829e-4 2 86 min .001 2 0 1 0 1 -1.44e-5 1 -3.768e-4 2 -2.062e-31 1 87 N44 max .006 1 0 2 .054 2 1.296e-2 2 1.745e-7 1 0 2 88 min 0 2 0 1 0 1 -3.572e-5 1 0 2 -1.147e-3 1 89 N45 max .006 1 0 1 .051 2 1.258e-2 2 2.791 e-7 1 0 2 90 min 0 2 0 2 0 1 -3.606e-51 1 0 2 -1.147e-3 1 91 N46 max .007 1 0 1 .028 2 6.891 e-3 2 1.215e-6 1 -5.829e-4 92 min .001 2 0 2 0 1 -1.44e-5 1 -3.575e-4 2 -2.062e-3 -2 1 93 N47 max .005 1 0 2 .029 2 7.101 e-3 2 3.768e-4 2 5.829e-4 2 94 min -.001 2 0 1 0 1 -2.438e-5 1 -8.614e-7 1 -8.958e-4 1 95 N48 max .005 1 0 1 .028 2 6.891 e-3 2 3.575e-4 2 5.829e-4 2 96 min -.001 2 0 2 0 1 -2.444e-51 1 -6.817e-7 1 -8.957e-4 1 97 N49 max .132 1 0 2 .117 2 -1.25e-5 1 1.715e-5 1 -7.981 e-4 2 98 min 0 2 0 1 0 1 -3.847e-5 2 -1.493e-3 2 -3.003e-3 1 99 N50 max .132 1 0 2 .213 2 -4.267e-5 1 3.075e-6 1 0 2 100 min 0 2 -.003 1 -.002 1 -9.799e-5 2 0 2 -1.275e-3 1 101 N51 max .132 1 -.003 1 .295 2 -4.403e-5 1 2.908e-6 1 0 2 102 min 0 2 -.004 2 -.002 1 -8.645e-4 2 0 2 -1.275e-3 1 103 N52 max .132 1 0 1 .162 2 -1.27e-5 1 1.684e-5 1 -8.084e-4 2 104 min 0 2 -.002 2 0 1 -4.567e-4 2 -2.069e-3 2 -3.003e-3 1 105 N53 max .132 1 0 2 .117 2 -2.327e-5 1 1.493e-3 2 7.981 e-4 2 106 min 0 2 -.001 1 -.001 1 -3.847e-5 2 -1.256e-5 1 -1.395e-3 1 107 N54 max .132 1 -.001 1 .162 2 -2.373e-5 1 2.069e-3 2 8.084e-4 2 108 min 0 2 -.002 2 -.001 1 -4.567e-4 2 -1. 111 e-5 1 -1.395e-3 1 109 N55 max .244 1 0 2 .182 2 9.865e-4 2 1.972e-5 1 -4.617e-4 2 110 min 0 2 -.001 1 0 1 5.535e-6 1 -2.29e-3 2 -2.052e-3 1 ill N56 max .244 1 0 2 .33 2 1.766e-3 2 2.544e-6 1 0 2 112 min 0 2 -.004 1 -.002 1 1.937e-5 1 0 2 -9.923e-4 1 113 N57 max .244 1 -.004 1 .243 2 4.562e-4 2 2.825e-6 1 0 2 114 min 0 2 -.007 2 -.002 1 2.117e-5 1 0 2 -9.934e-4 1 115 N58 max .244 1 -.001 1 .134 2 2.549e-4 2 2.199e-5 1 -4.733e-4 2 116 min 0 2 -.003 2 0 1 6.395e-6 1 -1.694e-3 2 -2.054e-3 1 117 N59 max .244 1 0 2 .182 2 9.865e-4 2 2.29e-3 2 4.617e-4 2 118 min 0 2 -.002 1 -.001 1 9.037e-6 1 -1.767e-5 1 -1. 1 15e-3 1 119 N60 max .244 1 -.002 1 .134 2 2.549e-4 2 1.694e-3 2 4.733e-4 2 120 min 0 2 -.003 2 -.001 1 1.025e-5 1 -1.528e-5 1 -1. 1 16e-3 1 Material Takeoff Mqtprinl qi7l- pipr-,-, I i-nnthrftl IA/Pinhtwl 1 General 2- gen Steel WS BEAM SECTION 16GA (... 16 128 .191 3- gen Steel WS BRACINGS 20GA 15 59.3 .023 4- gen Steel WS UPRITE 14GA (0.072") 6 60 .076 5 Total General 37 247.3 .29 RISA-31D Version 17.0.4 [X:\ ... \ ... \CALMIRISAMTRAME Bl-WS-42x96xl2O.r3d] PageW8 & 53 BASE PLATE DETAIL & DESIGN FOR GONDOLA SHELVING: MIN. BENDING DUE TO TYP. INSTALLATION /x— UPRITE W/O P 0 S T EXIST. CONC. MAX. V FLOOR --N � /// //--(SHEAR) WASHER ANCHOR FOOT PAD BOLTS (1.5" DIA) REFER TO APPENDIX A: SPEC'ED MATERIAL MUST BEND 1800 FLAT ON ITSELF IN ANY DIRECTION WITHOUT CRACKING OUTSIDE MATERIAL. MAX. FRAME UPLIFT (LBS.) Al 139x2=278 'HOR PLATE SHEAR CHECK: ATL: 12 GA. CRS; Fy = 38,000 psi; - 0. 1046" (M I N.) :-A = 0. 1046 (1.5") = 0. 1569 SQ. I N .OW. V @ CTR = 0.4 * AREA * Fy = 0.4 (0.1569) 38000 = 2385 LBS ALLOW. V > MAX. UPLIFT LOADS OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 49 of 53 ANCHOR PLATE DESIGN FOR WIDE SPAN SHELVING: 0.10 (12 C FRAME MAX. SHEAR (LBS.) MAX. UPLIFT (LBS.) MAX. COMP. (LBS.) Bl 369 743 1168 5116 " - I a x 21/2 11 'ARRIAGE 50LT , NUT / \ \— ANCHOR 5OLT AS REQD. ANCHOR PLATE SHEAR CHECK: WIDE SPAN SHELVING UPRITE POST I-5/8"xl-3/4" C-SECT. (14 GA. - O.OroqO" THICK) EXIST. CONC. FLOOR qllro " 0 HOLE (T'rP 2 PLS) MATL: 12 GA. HRS; Fy 30,000 psi; thickness = 0.1084" (MIN.) ALLOW. V = 0.4 * AREA 30 KSI = 0.4*((1-3/8"-0.5")* 0.1084")*30 KSI = 1138 LBS ALLOW. V OF ANCHOR PL > MAX. UPLIFT LOADS OK LIPLIFT/TENSION FORCE MATL: 12 GA. HRS; Fy = 30,000 psi; thickness = 0.1084" (MIN.); S = 0.194 in3 ALLOW M = 0.6 30 KSI * 0.194 in3 3492 LBS-IN ALLOW UPLIFT ALLOW M * 2 / 1" 6984 LBS ALLOW UPLIFT > MAX. UPLIFT LOAD OK CHECK OF THE MAXIMUM DOWNWARD VERTICAL FORCE BASED ON THE BEARING STRESS IN CONCRERTE: F'p = 0.35 f'c = 0.35 x 3000 = 1050 psi Aeff = 3.75 x 2.25 = 8.44 in A 2 ALLOW. P = F'p x Aeff = 8862 LB ALLOW. P > MAX. COMPRESSION AT THE BASE OF THE COLUMN OK WIDE SPAN UPRITE SHEAR CHECK: MATIL: 14 GA. A653; Fy 30,000 psi; thickness 0.072" (MIN.) ALLOW. V = 0.4 * AREA 30 KSI = 0.4 * (.372) * 30 KSI 4464 LBS ALLOW. V OF UPRITE > MAX. UPLIFT LOADS OK CARRIAGE BOLT BEARING CHECK: CONNECTION BOLT SHEAR CHECK: ASTM A307 0 5/16"-18"x2l" BOLT; Fu=45 KSI (14ga MATL) ASTM A307 0 5/16"-18"x2l" BOLT; Fnv=24 KSI 2 2 ALLOW. V = 2.37K / 2.5 948 LBS (TABLE IV-7c, AISI ALLOW. V = 1.84K / 2 = 920 LBS MANUAL 2002) (TABLE IV-6, AISI MANUAL 2002) => ALLOW. V (SEISMIC) 1.0 (ALLOW. V) = 948 LBS => ALLOW. V (SEISMIC) = 1.0 (ALLOW. V) = 920 LBS ALLOW. V (SEISMIC) > MAX. UPLIFT LOADS OK ALLOW. V (SEISMIC) > MAX. UPLIFT LOADS OK JOB: 20178 DATE: 05/07/2020 BY: CD CHD: JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 50 of 53 SLAB PUNCH SHEAR FOR FRAME Al ASSUME CONCRETE IS AS FOLLOW THICK CONCRETE SLAB (t) = 4.0 in d 2 in f'c = 3000 PSI MIN (NO INSPECTION) LLOWABLE SOIL BEARING PRESSURE = 500 PSF Pmax (DL+LL+SEISMIC) < P = 1240 LBS 4REA REQ'D = 1240 / 500 = 2.48 FT A 2 BEARING PLATE = 1.50 in TYP. AREA = 1.77 in 2 2" 1.5" 2" AREA USED BEARING PRESSURE FT FT (FT 2) (LBS/FT 2) 1.67 1.67 2.79 444.62 FACTOR OF SAFETY = 500 PSF / 444.62 PSF = 1. 12 ............... 4" 2" 5.5" FOR TWO WAY DIAGONAL TENSION ACTION SHEAR Vu = 1.7 x TI-max x (EFFECTIVE AREA) Vu = 1.7 x 444.6 PSF x (2.79 FT A 2 - 0.165 FT A 2) Vu = 1983 LBS d = 2.00 IN bo = (2 x PI x 2.75") bo = 17.28 IN Vallow = 0.85 x 2 x sqrt( 3000 PSI ) x 17.28 x 2" = 3218 LBS Vallow > vu OK OK LENGTH = ( 2 x PI x 2.75" ) = 17.28" AREA = L x d = 17.28" x 2" = 34.56 1 N 2 vL, = 1983 LBS / 34.56 IN A 2 = 57.39 PSI Vallow = 0.85 x 2 x sqrt( 3000 PSI = 93.11 PSI Vallow > vu OK JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CD CHD: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 51 of 53 SLAB PUNCH SHEAR FOR FRAME Bl ASSUME CONCRETE IS AS FOLLOW THICK CONCRETE SLAB (t) = 4.0 in d 2 in fc = 3000 PSI MIN (NO INSPECTION) kLLOWABLE SOIL BEARING PRESSURE = 500 PSF Pmax (DL+LL+SEISMIC) < P = 2500 LBS 8,REA REQ'D = 2500 / 500 = 5 FT A 2 BEARING PLATE 3.75 x 2.25 in TYP. AREA = 8.44 in 2 2" 3.75" 2" rr - - - - - - - - 2 1 2.25" 1 1 2" 1 -t-6 - - - - - - - - - - - - --1 ------------------------ 4" 2" 3.75" 2" (2.25") -TZT-- 7.75" (6.25") FOR TWO WAY DIAGONAL TENSION ACTION AREA USED BEARING PRESSURE FT FT (FT 2) (LBS/FT 2) 2.25 1 2.25 5.06 493.83 FACTOR OF SAFETY = 500 PSF / 493.83 PSF = 1.01 OK SHEAR Vu = 1.7 x TLmax x (EFFECTIVE AREA) Vu = 1.7 x 493.8 PSF x (5.06 FT A 2 - 0.3364 F T A 2) Vu = 3968 LBS d = 2.00 IN bo = [ 2 (2.25" +4")] + [ 2 (3.75" +4")] bo = 28.00 IN Vallow = 0.85 x 2 x sqrt( 3000 PSI ) x 28 x 2" = 5214 LBS Vallow > v, OK JOB: 20178 DATE: 05/07/2020 BY: CID CHID: JPH LENGTH = ( 7.75" x 2) + (6.25" x 2) = 28" AREA= Lxd =28"x2" = 56.00 IN 2 V, = 3968 LBS / 56 IN A 2 = 70.85 PSI Vallow = 0.85 x 2 x sqrt( 3000 PSI = 93.11 PSI Vallow > vu OK JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Page 52 of 53 Point Load on Slab File= C:\JPH-CD-I\JPH\Projects\19-MAL-1\CALCS\SLAB-ON-GRADE.ec6 Software copyright ENERCALC, INC. 1983-2019, Build: 12.19.8.31 DESCRIPTION: SLAB ON GRADE FOR FRAME Al, B1 Code References Calculations per ACI 318-14, IBC 2015, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 Analytical Values d - Slab Thickness 4.0 in FS - Req'd Factor of Safety 3.0 : 1 Analysis Formulas Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fir d A 2 Ks = Soil modulus of subgrade reaction R1 = 50% plate average dimension = sqrt( PlWid PlLen) /2 Ec = Concrete elastic modulus Fr - Concrete modulus of rupture = 7.5 * sqrt( fc d - Slab Thickness Load & Capacity Table Plate (in) R1 Applied Concentrated Load on Plate - Load ID Wid Len (in) D Lr L S W Al 1.50 1.50 0.75 1.24 131 2.25 3.75 1.45 2.50 Ks - Soil Modulus of Subgrade Reaction 50.0 pci Ec - Concrete Elastic Modulus 3,122.0 ksi f c - Concrete Compressive Strength 2.50 ksi Poisson's Ratio 0.150 -RFD Reduction Factor 0.850 Min. Adjacent Load Distance 36.239 in Min Adjacent Column Distance = 1.5 Ec c113 / (12 1- u12 ) Ks ] 1 1/4 Ec = Concrete elastic modulus d - Slab Thickness u - Poisson's ratio Ks = Soil modulus of subgrade reaction E Governing Pu Phi*Pn Ld Comb (kip) (kip) +1.20D+0.5OLr+1.60L 2.0 32.6 +1.20D+0.5OLr+1.60L 4.0 33.6 JOB: 20178 DATE: 05/07/2020 JOE P. HILL, P.E. BY: CID CHID: JPH CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Check Pass, FS=16.45 - 3 Pass, FS= 8.40 - 3 Page 53 of 53 APPENDIX A TYPICAL LOZIER TECHNICAL SPECIFICATIONS JOB: 20178 DATE: 05/07/2020 BY: CID CHID: JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com %TA BASIC SHELVING SYSTEM DIMENSIONS [-ADD 2" TOTAL TO OVERALL NOM. RUN LENGTH UPRITE SLOTS 24",30", 36" OR 48" O.C. -21-1 r TOP RAIL I 0 0 0 0 t-09/1611 -1v 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 :�Z0 0 P E GOB OA R D - 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 BASE 9DECK ` BASE FRONT BASE END TRIM FRONT VIEW @2002 LOZIER CORP. 'NUSTYLE SIZES: 7", 10", 13", 15", 16", 17". 19". 22",25" NOMINAL SHELF DEPTH 2 17/32" 1/32" I- I . NOM. DEPTH - r SIDE VIEW /32" 6336 PERSHING DR. OMAHA, NE 68110 1-800-228-9882 FTAMA Th15 drawin6j and It5 content5 are the exclu5ivc and confidential property of Loz,er Corporation and it5 affiliated companic5. The drawin6j 15 provided only for the purpo5e5 intencled and 5hall at all timc5 Lie kept confidential by the CIJ5t0mer or 5upplier, who 5hall not, without the prior written con5ent of Lozier, Jiclo5c, u5c or di55eminatc, in whole or in part, thi5 drawinL3, it5 content5, or concelpt5, and 51hall promptly return the drawin6j upon requC5t without retainin6j any copic5 thereof. RECOMMENDED LOAD CAPACITIES SHOWN ARE BASED ON EVENLY DISTRIBUTED STATIC LOAD. ALL SHELVES AND DECKS ARE FINISHED WITH A DURABLE WEAR RESISTANT FINISH. CAPACITIES SHOWN ARE REDUCED BY 30% WHEN FRONT HALF ONLY IS LOADED. LOAD CAPACITIES MAX. EVENLY DISTRIBUTED BRUACKET PROFILE STYLE DEPTH STATIC LOAD CAPACITY FLAT (IN LBS.) Cm L STYLE 7" THRU 19" 300 2 500 31// 0 Cm TL STYLE 22" THRU 31 500 8 400 DL STYLE THRIJ 19' 300 2 500 CED DL STYLE 22", 25" 0 7 28", 31 500 2 8 400 Q2000 LOZIER, CORP. - OFArAWAM Ad&'� G33G PER,5HING DR- OMAHA, NE G(5 I 10 1-800-228-9882 MATERIAL: 11 CIA CRS BRACKET STEEL COLD ROLLED STEEL SPECIFICATIONS: COLD ROLLED STEEL SHEET, SAE #1022 FULL HARD TEMPER 107,000 PSI MINIMUM TENSILE STRENGTH (ANY DIRECTION) SURFACE: MATTE FINISH OR SMOOTHER, LIGHTLY OILED CARBON: .25% MAXIMUM SILICON: .15% TO .30% DL & TL STYLE SHELF BRACKETS 5�-IEET 1 Off I A5 Thi5 drawincj and t5 content5 are the CXCIU51ve and confidential property of Lozier Corporation and 1t5 affiliated companIC5. The drawing 15 provided only for the purF05C5 intended and 5hall at all tIMC5 be kept confidential by the cu5tomer or 5upplier. who 5hall not, without the prior written con5ent of Lozier, diclo5e, u5c or 61155Cminatc, in whole or in part, th15 drawincj, it5 content5, or ccnCCFt5, and 5hall promptly return the drawincj upon reque5t without retaining any colpie5 thereof. 5TIFfENEK 135 1427/8 144 123 13G 718 138 123 1307/8 132 1 17 1247/8 12G I i 1 1187/8 120 1 105 1 127/8 1 14 33 1 OG 7/8 108 33 1007/8 102 87 947/8 9G 81 887/8 NO. Of 5LD A I N I �mj TOP CA' 75 82718 84 G3 7G 7/8 78 G3 70 7J8 72 57 G4 718 GG 51 587/8 GO 45 527/8 54 33 4G 718 48 33 407/8 42 27 347/8 3G 21 28718 1 30 J5 22718 24 NO. Of 5LOT5 A I NOM I 5ECTION B-B LEVELING LEG A55EMBLY NOT 5HOWN 5TIFFENEK 5ECTION C-C LEVELING LEG A55EMBLY NOT 5HOWN ( 1- D2000 LOZIER CORP. fA'-[ CHANNEL 51Df CHANNEL A A 5ECTION A -A SEA AM&'� G33G FEK5HING DR. OMAHA, NE G81 10 1-800-228-9882 'InF rHAXIKI�i 1 11 rija JPR11 If LEVELER LEG A551-Y c 1/5 MAX 'ACE CHANNEL DffTAIL Off ffACff 5�10WING WffLD �Clf CHANNEL (ITEM 1) FlU5H 10 3/G4 MAX EXIENDED OP 1132 MAX PECE551f[) (EXCEPT TOP ") UPRITE DETAILS ZL 5flEET 1 o� 2 Wo Th15 crawincj and It5 content5 are the CXCIU5ive and confidential property of Lozier Corporation and 1t5 affiliated companIC5. The crawincj f5 provided only for the purrqo5c5 intended and 5hall at all tiMC5 19C kept confidential by the cu5tomer or 5Upplier, who 5hall not, without the prior written con5ent of Lozier, 611605C, 1-15C or 61155Cminate, in whole or in part, th15 drawincj, It5 content5, Or GOnCCFt5, and 5hall promptly return the crawincj upon recluC5t without retainincj any COFIC5 thereof. 18 GA. SIDE CHANNEL MATERIAL SPECIFICATION COLD ROLLED HIGH 5TRENGTH, LOW ALLOY (H5LA) GRADE 45 CLA55 11 5TEEL MATERIAL TO MEET A5TM 5PECIfICATION AG07. LIMITED TO 57000 P51 MAX YIELD, 22% MIN ELONGATION EXCEFT 24% NATIONAL AND U5 5TEEL. LIMITED TO 55000 P51 MIN TEN51LE ORDERTHICKNE55: .043 MINIMUM. 5/1 G TYP .375 I �—p I / I G MAx TYP 691 9132�tO I I 1 11 1.505 1.781 1 1 2 17/32 I.G43 tP3/32 1.935 J— P19/G4 TO 51-iARP CORNER DETAIL A I y" I " O.C. TYFICAL (;��"12000 LOZIER CORP. U .1" .jw.r.w,n G33G PER,5HING DR, OMAHA, NE G8 I 10 1-800-228-9882 TO START OF RADIU5 FACE CHANNEL MATERIAL SPECIFICATION VENDOR 5FECIFICATION5: 1 114 X 318 X LENGTH. A5TM 1044 5PECIAL HOT ROLLED 5TEEL WITH GO% TO.90% MAGANE5E (CALUMIFT) OR A5TM A572-GO HOT ROLLED 5TEEL (COURTICE) YIELD: GO,000 1`51 MINIMUM Jr- I Al L ur rA(-r- 5MOWING 5LOT5 ,.03: 1 +.020 1.275-010 5 MAXIMUM OVEKALL �.237 .730 WIDTH I MINIMUM FLAT I 2 25/32 1 518 112 UPRITE DETAILS 5�lffffT2 off 2 FTAVA Th15 drawm6j and 1t5 content5 are the CXCIU5ive and confidential property of Lozier Corporation and 1t5 affiliated companic5. The drawinj 15 provided only for the pui-F05C5 intended and 5hall at all tiMC5 be kept confidential Igy the cu5tomer or 5Upplier, who 5hall not, without the prior written COn5ent of Lozier, ClIC105C, U5C or C1155Cminatc, in whole or in part, thi5 drawm6j, It5 content5, or concept5, and 5hall promptly return the drawinq upon re6lue5t without retainin6l any COpIC5 thereof. 20 GA. MATERIAL SPECIFICATION 5f'ECIfICATION5: COLD POLLED COMMEPCIAL (DUALITY CLA55 I 5TEEL. MATEPIAL TO MEET A5TM 5PECIIFICATION A3G& OPDEP THICKNE55:.0329 MINIMUM. HAPDNE55: PI3 GO MAX (Pf 91 MAX) AIM I`OP LOW 51DE PI3 40 TO 50 PANGE. 28 3/1 G 31 E353 I OG 25 3/1 G 28 E3E32(50G 22 3/1 G 25 E3E3250G 19 3/1 G 22 BE3220G I G 3/1 G 15 BE31 9OG 13 3/1 G I G BE31 GOG 10 3/1 G 13 BE31 30G c NOM PART NUMBER TOP5 TO BE FLU51-1 WITHIN I/G4 BRACKET HOOK COLD ROLLED 5TEEL 5HEET, 5AE # 1022 FULL HARD TEMPER 107,000 P51 MINIMUM TEN51LE 5TRENGTH AREA DETAIL A / I G 5ECTION A -A E3A5E BRACKET HALF rOPENING TOP .,0. MIN BRACKET HALF TOP VIEW TOP Of BPACKET5 TO BE FLU5H WITHIN JIG4 c PlEf i BA5E BRACKET HALVE5 5EE HOOK DETAIL C, 0 0i 0 37 13/3 2 (WITH CAGED NUT AT TOP Of 5LOT) SIDE VIEW 17��12000 LOZIER CORF. 06 BASE BRACKET DETAILS G33G PER5HING DR. OMAHA, NE G(51 10 5Hff-ff-T I Of 1-600-226-9662 A8 Th15 clrawincj and It5 content5 are the CXCIU5ive and confidential property of Lozier Corporation and It5 affiliated companic5. The clrawin6j 15 provided only for the purp05C5 intended and 5hall at all timc5 be kept confidential by the cu5tomer or 5upplier, who 5hall not, without the prior written con5ent of Lozier, dic-lo5c, 1-15C or &55crmnatc, in whole or in part, thi5 drowincj, it5 content5, or caricept5, and 51hall promptly return the drawincj upon recluC5t without retairiin6j any COPIC5 thereof. BA5E DECK 4. NOTE: DOUBLE THICKNE55 13RACKET (DOUDLE TEN51ON AREA DETAIL A 11 GA. HOOK MATERIAL COLD POLLEE) 5TEEL 5HEET, 5AE # 1022 fULL HARD TEMPER 107,000 P51 MINIMUM TEN51LE 5TRENGTH CI-)2000 LOZIEF,' COKF. W�F. MWOR 33G FERS�iING DR. OMAHA, NE G8 I 10 1-800-228-9882 2 REf 18 GA HSLA MATERIAL COLD POLLED HIGH 5TRENGTH, LOW ALLOY (H5LA) GRADE 45 CLA55 11 5TEfL. MATERIAL TO MEET A5TIVI 5PECIfICATION AG07. LIMITED TO 57000 P51 MAX YIELD 289/32 31 13133 1113 259/32 25 BB28LD 22 9/32 25 13132515 19 9J32 22 BB22LD I G 9J32 19 ED 19113 )39/32 1 G B51 61-5 )09/32 13 551315 C NOM PART NUMBER 5A9F BRA(.KFT MAI F +1/32 C - 1IG 0 (* I 4.031 0.40GO WITH CAGED NUT AT TOP Of 5LOT I 5ECTION A -A LOW BASE BRACKET DETAILS 5�IEET 1 Of� 1_ 5.438±.020 1 2 -2 FLUSHNESS CHECK ZONE 2 FLUSHNESS HECK ZONE 170 MAX 1-105 MIN - - - - - - - - - - - - - - - - - FRONT EDGES - - - - - - - - - - - - - - - TO BE FLUSH TOP OF BRACKETS TO BE FLUSH 10 TOP OF BRACKETS WITHIN 3/32 WITHIN 1/64 TO BE FLUSH WITHIN 1/64 -A REF SEE NOTE 2 .,r-SEE NOTE 3 13/32 (WITH CAGED NUT] AT TOP OF SLOT) ±8 -fHANG ANGLE TOLERANCE - OPTIONAL SE NC 5.938 SEE NOTE I P-01, 05-0525 RAWING NO, PAGE 2 OF 2 m 0 0 0 u m w U) I 1j; C) S-652-50-1 kF —.690 R.062 NOTES RAWING NO- '�V_ .630 1 . MATERIAL: 11 GA (63040) PAGE OF (4) PLS OP-nONAL: 12 GA (63040). 2. LASER, OPTION A: 25.5154 3. AREA, OPT10N A: 16,2743 4. ALL RADII ARE .063 UNLESS OTHERWISE u- u. SPECIFIED. 5 .438 5. .094 X 45' CHAMFERS MAY BE USED 'a 9 d IN PLACE OF .094 RADII, AS SHOWN AT A J OPTION B. 563 BASE LINE LASER, OPTION B: 25.4567 .265 X 1.040 OBROUND AREA, OPTION 8: 16.2743 — 3 OoO-- -2.320 1 165- BASE 1.446 �-2.063 LINE D �IA 1.414— .4 .2 -R.125 0. 188 R.094 Ul u (D D 0 R.094 .094 x 45' CHAM (4) PLS--'/ z z: 0 0 Ld z -R.094 R.0 41 .094 uj 0 of _c( 5. 74 j x 5.656 5.4741 E La 6.374 5.281 uj 0 V) !R " < REF 5.031 .551 5.031 uj rn R.094-\ A > W R. 125 El < x �e CD CD L' W Ei 0 ---- I �-R.0941 w m 1.110 1.110 .56�L -239 .56 L 5 0- -1,400 1—.124 BASE LINE OPTION .031 (ALL OTHER .197 FEATURES SAME) T �-0124 13 1 9 7 �--l.BBqj I 1�' �i <1 0 2.356 1.017-- .063 — QPT[Q-N-A y �� W CD ;Q fTl L4 0, CD rn L4 CO C13 Ln 'a z c: m rn m C) z 003 rri n 0;0 z " rl rn c: (p z 00 K 0 rri rn mo .0 — U:zx z -u L/) > 0 rn m ::E 1E rnX -u ;o z -n o Z 0 x :L 0 00 m 0 0 r V) 0 u 0 m m x c: z m (A M > F rn 0 t'l -u V) > D UPDATED PICTURE PER COMPON 6— C) a) Q 59565 ENT CHANCE AF THIS 3AAWLW IS THE DMUSK PROPERTY OF 49D97 C WELD LOCATION WAS 1 5/32 X 1 27/32 -RLE Z m M U=X CORP. "D 13 1`09 THE SOLE USE OF --T 4� THE CUSTOM roR wwom IT is wnmxm 4BB31 B UPDATED DING TO MATCH NEW PROFILE FROM S-6525D-1 --67F Z — N _ 0 z TOLERANCES UNLESS SPECIFIED: 47262-1 A RELEASED, LIKE S-64472-1. SUPERSEDES S-64472-1 ROC o mxa" w - *,"* PCO REV REVISION DESCRIPTION DRAFTER CHKR,APPV WNm TITLE: AOWJLA& 0 I/W bwn=. *I w — wcam ASSEMBLY — BASE BRACKET HOOK, 06HD .110 ±.020 SEE NOTE 5 .46 .70 'ION 4A 1 1/16 REF-� 9/16 REF TYP- 3/16 TYP—::;��— F2131�;32 ±1/16 4 15/16 TYP 5 15/16 ±1/16 Typ 13/16 MAX —3/4 1 11 /32 VR.06 MAX T SECTION A - NOTES: 1. CENTERLINE OF HEAVY DUTY STAMP (HD) AND NUMERIC SIZE STAMP (XX) TO LIE WITHIN THIS REGION. CHARACTER HEIGHT TO BE 1/4' TO 1/2" AND EMBOSSING DEPTH TO BE .005" TO .020". EMBOSSING MAY BE IN EITHER DIRECTION, 2. WHEN ADJUSTMENTS TO DIMPLE HEIGHr ARE MADE A WELDED BASE BRACKET MUST BE INSPECTED FOR CONFORMANCE TO FRONT 8 GAP SEPECIFICATION AND LEVELING LEG MOVEMENT. A±3/64 3/32 MIN 5/32 MAX a 1/8 4 3/4 1 9/16 TYP TYP A TYP 1� 7 Ll/4 - - - -- - - J-- -T i L— A DETAIL 416 (a F -1 SEE NOTE 1 B 13 ATOM W R.21 8 ___1.100±.015 '110 ±.020 .85 SEE NOTE 5 .50 .82 REF SECTION B- 1 S-69019-8 15 15/32 19 S-65234-8 1 S-69019-7 28 15/32 32 S-65234-7 1 S-69019-6 21 15/32 25 S-65234-6 1 S-690119-5 32 15/32 36 S-65234-5 1 S-69019-4 30 15/32 34 S-65234-4 1 � S-69019-3 27 15/32 31 S-65234-3 I S-69019-2 24 15/32 28 S-65234-2 I S-69019-1 18 15/32 22 S-65234-1 oTY WEM —1 BRACKET BLANK A NOM PART NUMBER S-65234 RAWING NO. PAGE 1 OF C14 C*4 D3 D 'o I u z 9 �6 (n oll z z rL iR �o L'i z 1�1 Ld Eli o o oto Ll af w bi -:d V) LJ -i V) �J Q En uj 0 IL CL (00 z 0 z o E6 uj V) + m 00. Ld w 00 0 0 < < uj is. < LLI; -j �e � � = w m 0 rz —c'j pl) —0 —m 00 N 'o 00 ul Ln Ln ul ul y CA) PROCURMENT SPECIFICATIONS - ' 563 1.031 3- ±11Z += B- B R. 060 NOM. 1.216 (NOM,) .730 Mir FLj WI( �= B 13 .187 ±.010 "B" CORNERS WILL VARY FROM SHARP TO SLIGHTLY ROUNDED. CALUMET" 91 .125 —7 f +.020 1.275 —olo 4. MAX. kT OVERALL )TH WIDTH -7 219 i NOES: 1. MATERIAL: 1 1/4 X 9/16 X LENGTH, ASTM 1044 SPECIAL HIRS. WITH .60 TO .90% MANGANESE (CALUMET) 2. FINISH: AS ROLLED. 3. SURFACES MARKED * MUST BE FLAT. 4. CHANNEL MUST BE BALANCED IN RESPECT TO WEIGHT ON EITHER SIDE OF CENTER LINE. 5. UNLESS OTHERWISE SPECIFIED ASTM A-29-67 WILL APPLY. 6. AREA=.352 SQ. IN. FT. WGT.=1.197 LBS. 7. CUT ENDS MUST BE SQUARE WITHIN 1/32. B. BUNDLES ARE NOT TO EXCEEO 8000# MAX 9. LENGTH OPTIONS: 252" & 288" 10. TOLERANCE FOR ALL LENGTHS IS +3 -0 63777 E-2 PACE 0 R 12 ui w 0 w 8 0 9 IA ?3 z 0 V) cr Lj z z C -j Lj Lj 0 �j �— V) IL Fa C-4 1/32 MAXIMUM; NO PART OF THE TOP EDGE OF THE CHANNEL IS TO BE FARTHER AWAY FROM THE HIGHEST sio, FPOINT OF THE FOUR CORNERS THAN 1/32- MAXIMUM. T- go- DETAIL 245t:00'105 (TOP WEB ONLY) NON ACCUMULATIVE OVER A -L OTHER WEBS SEE NOTE 7-�L� p.245±.030 E:a C��C .755�YFF7� TYP 1-11,000 TYPICAL SLOTS ON I' STRAIGHT CENTERS ±.005 PER SLOT WITH ±.015 ACCUMULATED ERROR PER (4) HOLES NOTES: 1. MAXIMUM TOLERANCE ACCEPTABIE FOR BOWED CHANNEL IS 1/4 (.250) IN 60-. 2. EVERY 5TH SLOT CANNOT BE OUT OF LINE FROM THE PREVIOUS SLOT MORE THAN ±.021. 3. EACH SLOT MUST BE PARALLEL TO THE EDGE OF THE CHANNEL WITHIN .008 4. AREA OF AVERAGE SECTION FOR (63777) IS .352 SQ IN. 5. WEIGHT PER LINEAR FOOT FOR (63777) IS 1.197 LBS, 6. STRAJGHTNESS (BOW) OF THE CHANNEL IN THE BOTTOM 12" CAN NOT EXCEEO 1/64- (.016-) FROM THE TRUE PLANE OF THE CHANNEL FACE. 7. SLOTS TO BE CENTERED ON FACE OF CHANNEL ±.020. A±.031 7.875 REF 6.625- - 4.500— .375 2.778 875 -.360 TYP .438 15 6 .812 1--.750 3.375- 1.625 -.500 -.279±.007 1/16 X 45- CHAMFER MAX (4) CORNERS EACH SLOT - - - - - - - - - --- - - - - - - - - - - - - - - - - - - - - - - - - --_j -- T-563 REIF 1 63777 135 142 7/81 144 S-64303-21 1 63777 129 136 7/0 1,38 S -64303--20 1 63777 123 130 7/8 132 S-64303-19 1 63777 117 124 7/8 126 S-64303-18 1 83777 111 118 7/8 120 S-84303-17 1 63777 105 1112 7/8 114 S-64303-16 1 63777 99 1106 7/8 108 S-64303-15 1 63777 93 100 7/8 102 S-64,303-14 1 63777 87 94 7/8 96 S-64303-13 1 63777 81 88 7/8 90 1 S-64303-121 ITEM 1 CHANNEL C NO.OF SLOTS A NOM PART NO I 1 63777 75 82 7/8 84 S-64303-11 1 63777 69 76 7/8 78 S-64303-10 1 63777 63 70 7/8 72 9� -64,503-9 1 63777 57 64 7/8 66 S-64303-8 1 63777 51 58 7/8 60 S-64303-7 1 63777 45 52 7/8 54 S-64303-6 1 63777 39 46 7/8 48 S-64303-5 1 63777 33 40 7/8 42 S-64303-4 1 1 63777 27 34 7/8 36 S-64303-3 1 63777 21 28 7/8 30 S 64303-2 1 63777 15 22 7/8 24 S-64303-1 QTY Cl, TEM I INOCOF PART NO S-64303 I PAGE 1 OF 1 1 �flw I N U) (A) 0 L� Z > < LAJ LAJ Ul Lj m 0 z < —7-- Ld � 0 ul 10 t7 M 01 gig Ul I S-62994 AJ A REF f ORA—WING NO. REV PAGE 2 OF5 +005 --c +.06 —.242 REF .30q_:_L35_ 11.438— —.793+.031 .218 X .468 OBROUNO LANCES SPACED AT 6.000±.015 TYP- (SEE NOTE 7) "D" TOTAL INCHES D 0 1.386±.031 C E E TOLERANCE NON -ACCUMULATIVE A r.427±.031 .7 c —_ �-1.281 �250 -f.944 1 1.532 .766 TYP Typ �.500 REF 25 A A 0.188 .110 ±.015 0406 8 (4) PLS SECTION 6- 6 (2.PLS) 1.563- 1.563— DIE FORME SE NO 0EIALL-A Typ 300 REF L'i -.135 Is I-_ SEE NOTE 1 5/16 TO START TYP OF RADIUS 187 .080±. 15-1 SEE'NOTE 4 .375 C SEE N8TE 4 r I (it .298 Ld SECTION C- SECTION Q- 0 Typ Rl/16 B REF .375 MAX TYP C REF 0 2.531 1.5051 1.563 1.281 q SEE 1.781 1.643 REF R1/4 (4) PLS 37'�� 5 P_ C R S)l M AX 1 6 Typ J O� 31 _ 1 1 - 1 ' ,_ E 1 T N TE L SEE 0.250 REF OTE 5 OPTIONAL: SQUARE 2 N '5 1 935 REF g I CORNER W/ BREAK r. 8 298 REF 3/32 R3/32 R9/64 LSL32 Tc E NOTE 3 _j R9/64 TO SHARP C/L SAP HOLES \—TOP OF CORNER C/L FOR HOLES ULLA SLOT SECTION 8- SEQ-_UQN__F_F TYP 0') MAXIMUM (2 15/16 IN TOP 1") F 11/64 REF jjt �7 2 7/8 1/8 MIN DIAMETER SPOTWELD TO BE LOCATED IN THIS ZONE.] 2 MIN 2 1/2 MAX (SEE NOTE 6) 3 1/2 (MUST CONTAIN (4) WELDS) A 2 ±1/8 NOM GENERAL SPACING (SEE NOTE 5) /-ALL LANCES MIN OPENING AFTER WELDING 15 .080" (2) PLS --------SIDE RAIL MUST BE FLUSH WITH TOP OF CHANNEL TO 1/32 MAX IN DOWNWARD DIRECTION ONLY (TYP BOTH CHANNELS) CiD C:D C:D C-) =1 CiD C:D FILE SHARP CORNERS TO APPROX Rl/16 TYP (4) PILS - TOP CORNERS OF CHANNELS A REF WELD INSERT TO FACE THRU SLOTS TYP (2) PILS -UET MUST FIT OVER WELD WITHOUT DEFORMING OR SNAGGING UNWELDED ENDS OF ULLA UP TO 1 /8 MAX (SEE NOTE 15) DETAIL FAC SHOWING WELD 9 TO 14 (SEE NOTE 2) (SEE NOTE 16) AA (SEE NOTE 16) 0 o 5/8±1/4 ONE S MUS7 OF-1 SPOTWELDS T BJE LOCATED IN THIS AREA 7/16 MIN 1 1/8 MAX UH_ RAWING NCY PAGE 3 OF 3 INSERT FLUSH ±1/16 TO END OF FACE CHANNEL 3/16 MIN 9/16 MAX OF BUTTERFLY SLOTS FOR "AA" TOP OF BOTTOM SLOT FOR "138" U3 SCREW LEVELING LEG IN WITHIN 1/8 - 1/4 TURN NOTE: EDGE OF INSERT FROM TIGHT MUST BE �MUST NOT BE VISIBLE ADJUSTABLE BY HAND IN FACE CHANNEL SLOTS C) >: > Li IL 6<0 Uprite/Base Bracket Anchor Plates 7/16" Multi -Purpose Anchor Plate Wall -Mount Slotted 1" on center Attaching hardware not included WMU actual size is 1 " shorter than nominal size For pricing see section 100, pg 88 T/16" ise Bracket ichor Plate Anchor Plates Anchor Plates used when Shelving Unit exceeds height to depth ratio limits Required for Shelving over 5'H in certain seismic zones (Contact local building officials for fastener requirements) Accepts 1/4" or 3/8" dia. anchor bolts Secures Leveling Leg to floor using anchor bolts (not included) Multi -Purpose Anchor for end of run, Wall End Display or limited access applications For pricing see section 100, pg 88 Uprite Anchor Plate DC1241 Base Bracket Anchor Plate DC1242 Multi -Purpose Anchor Plate DC1248 INISH: Galvanized Wall -Mount Uprite EXAMPLE PART NO. STANDARD FINISH: I WMU 1487 E�]_ WMQ = Wall Mounted Uprite . Optional Tier I & 11 colors 48 = Height: 48", 60", 72", 84", 90" Wall -Mount Bracket Wall -Mount Bracket: Connect standard Uprites to building walls Two Brackets are required for Uprites to 96"H 00 Three Brackets r one piece Uprites over 96 H Extension Uprites require one Bracket for Uphtes to 36"H; two for Extensions over 36" Fasteners not included For pricing see section 100, pg 88 STANDARD FINISH: Galvanized P 0. BOX 3448 - OMAHA, NEBRASKA 68103-0448 - (800) 228-9882 6/1/10 ;ffMArAWM This is a copyrighted work of Lozier Corporation. Any unauthorized reproduction, — —, __ — co. poration distribution or use is expressly prohibited. A18 ANCHOR CHANNEL: DC1240 SEISMIC ANCHOR PLATE MATERIAL, 0.165 GALVANIZED CQ STEEL CHANGED MATERIAL, WAS 3/16' JJ 2-3-09 7.063' 3.063'— 4.0' 0.42' 0.56' 1.375' 0.400' +) UPLIFT 2.ro4" I MAX UPLIFT CHECK: MALLOW'= UPLIFT * d = UPLIFT * (2.64") 07/16' (2) PLS 3.4411 ALLOW M = 0.6 * Fy * Sx = 0.6 * 60 KSI * 0.026 = 0.936 K-IN T IF MALLOW = MMAX ==' MAX. UPLIFT = (0.936)/(2.64") = 0.354 KIPS = 354 LBS MAX CAPACITY @ GIVEN LOCATIONS = 354 LBS —3.439 r 1.125' 1 A19 Includes four basic components: Uprite Frames Beams Shelf Supports Shelves Dimensional Information: Clear opening between posts: Nominal shelf width plus 1/2" Overall length: (Nominal section width + 1/2") times the number of sections, + 1 3/4" for each post in the run Overall depth: 2 1/4" greater than the nominal depth of the unit Vertical clearance between shelves: Regular Duty Beam: 3 1/4" less than the center -to -center shelf spacing Heavy Duty Beam: 4 3/4" less than the center -to -center shelf spacing Shelves adjustable 2" on center No cross bracing required Welded Uprite Frame WARNING: Multi -Function Beams are intended to be used with Multi - Function Shelf Supports. If Shelf Supports are not installed then the beams MUST utilize a Widespan Multi -Function Beam Locking Clip (WS 1291 or WS91 11 pg.706) depending on the beam location. Failure to do this could allow the Beam to become disengaged causing product damage or personal injury. iz)ia( Pallet Loaded Widespan Considerations: WARNING: Forklifts must not be used, Only hand loader/stacker can be safely used Order "RE" Reinforced Uprite Frames when using hand loader/stacker Shelf supports are required for all applications to stabilizi beam, if not used then beam locking clip is required Aisle side Uprite posts must be anchored to floor Total weight of palletized goods MUST NOT exceed L, 14: 4: *4!- 1 A; + U, + A D ;+ one a v un nny a, ue Vol I I %,ova%, Y Allow at least 3" clearance between pallet & Uprite Frame, at least 4" clearance between pallets Pallets should overhang both Beams by at least 2", otherwise Particleboard or Wiregrid Shelves must be used C-1, I W4 P.O. BOX 3448 - OMAHA, NEBRASKA 68103-0448 - (800) 228-9882 3/13/13 This is a copyrighted work of Lozier Corporation. Any unauthorized reproduction, XEY!?� oration distribution or use is expressly prohibited. A20 This dr.-tiri43 and its contents are the exclusr. E: and confidential property of Lover Corroration and its affiliated companies. The drawmej is provided only for the purposes intended and shall at all times be kept confidential 17y the customer or supplier, who shall not, without the prior wrtten consent of Lozier, diclose. use or disseminate, in whole or in Fprt, this drawin.3, its contents, or concepts, and shall promptly return the drawing upon request without retainin.3 any copies thereof. 3/4 -1 5/5 L 3/,5 3 1/4 3/8 j SECTION A -A I r. GA. HOT ROLLED 5TEEL ;:�5TM AG07 GF 45, CLA55 2, OP 5AE J 1392 045X 45,000 P51 MIN `r1ELD ,.IRE —ELD "ILTERNATE WELMAENT OPTION TYP BOTH EN-95 112 2 112 HOOK DETAIL 12 Gk- HOT ROLLED 5TEEL 115LA GRADE 50 PEP A5TIA 5PECfFICATION A71 5 50,000 P51 1 lINIMUWr1ELD 5TKENGTH A 9r. 1/8 9r. 112 V-15139r. 94 1,8 94 112 V'51594 92 IP3 92 112 V/51392 84 1/8 1 84 112 %'5584 79 /8 79 112 �--,51379 78 1/8 1 78 112 W-957 77 1/8 77 112 W-91377 74 l.8 74 112 V-151374 72 1/8 72 112 W5572 70 1/8 70 i 12 W51370 C.8 1/8 G8 112 W-9E3r8 CG 1/8 r. r. 112 W513rr. I C.4 1/8 C.4 112 W513(;4 CO 1/8 CO 112 V,513r.0 59 1/8 59 W 7-51359 5r. 1/8 5r. 112 W5135G 54 )12 W5554 48 f/2 W5548 1 44 1/8 44 112 W5544 42 1/8 42 1 r. W5134 2 41 1/8 41 1 /2 V,51341 34 1/8 28 1/8 34 112 28 112 W51334 W51328 22 112 %1-51322d A PART NO. 5 13EAM LENGTH (C,2000 LOZIER CORP. STANDARD DUTY BEAM . . . . . . . . . . . . . . . . . . . . . . . . . - - - - - - - - KWAR WIDESPAN BEAM DETAILS G-53G PERS�IING DR. OMA�IA, Nff G5 I I C 1-500-225-5552 A21 This clrawim3 and its contents are the exclusive and confidential property of Lozier Corporation and its affil*ted companies. The drawin.3 19 FrOlAdI only for the purposes intended and shall at all times be kept Gonfidential t�y the customer or supplier, who shall not, without the prior written consent of I diclo5e, use or disseminate, in whole or in Fart, this drawim3, its content5, or concepts, and shall promptly return the dr--a�,-m3 upon reclive5t without retainina any copes thereof. TYF (G) P L5 1/8 5/8 MIN LENGTH 65) PLS 1/8 5/8 MIN LENGTH DETAIL A 5 1/2 C ± TH15 WELIDMENT 15 FOP, (�)2000 L071EP, CORP. Effln PERSHING DK. OMAHA, NE G5 I 10 1-500-225-0552 Ef, P115 WELCINIENT 15 FOR UPRITES 9'H THROUGH : 2'H. D t 5 112 II III � l�� !I, Kj 1,:j :4 k � 1 111 1 1 KA11 III THIS WELDNIENT 15 FOP, URITE5 ABOVE 12' SHEET 1 of= 4 A22 This drawing and its contents are. the exclusive and confidential property of Lozier Corporation and its .--ffiliated companies. The dramncj is provided only for the purposes intended and 5hall ot all times be kept confidential �--! the customer or supplier, who shall not, without the prior written consent of Lover. diclose, use or disseminate, in ,*hole or in part. this dra-,ving, its contents, or COnCCpt5, 3nd 5ha(I promptly return the drawmZ upon request without retainin,3 any copies thereof. 3G G 42 32 1/8 W5U30042 3G G 42 2G 1/8 I VISU240,42 3G G 42 20 118 W5U_)8042 --- 3G G 42 10 1/8 W5UO8042 --- 34 G 40 50 1/8 W5U48040 32 G 38 32 1/8 WSU-30038 --- 30 G 3G GO 1/8 --i WSU5803G --- 30 G 3G 50 1/8 W5U4803G --- 30 G 3G 44 1/8 V,'5L)4203G 30 G 36 38 1/8 W5U3G03G 30 G 3G 32 1/8 WSU3003G 30 G 3G 2G 1/8 VA5U2403G --- 30 G 3G 20 1/8 W-9Ul&03G --- 30 G 3G 17 115 W5U I 503G --- 2G G 32 14 1/8 W5U12032 24 G 30 50 118 WSU48030 24 G 30 44 1/8 WSU42030 --- 24 G 30 38 1/8 W5U3G03O --- 24 G 30 32 118 WSU30030 24 G W 2G 1/8 WSU24030 24 G 1 30 20 118 WSU18030 --- 28 50 1/8 WSU48028 18 G 24 50 118 WSU48024 18 G 24 44 1/8 W5U42024 18 G 24 38 1/8 WSU3GO24 18 G 24 32 1/8 W5L)30024 6 24 30 1/8 WSU28024 ]a G 24 2G 1/8 W5U24024 G 24 23 1/8 W5U21024 H]a 18 G 24 20 1/8 W5U[8024 18 G 24 17 118 W5U[5024 12 G 18 20 1/8 W5U[8018 E 1 1 B NOM lrltl(�,H I A PART NUMBER ,�C)2000 LOZIEP, CORP. .. . ........ 'r An 33GAWPER5MING DR. OmAt!A, NE G6 � � 0 ! -500-225-��552 54 G GG 38 1/8 V-5U3GOGG --- 54 G GG 2G 1/8 WSU240GG --- GO G GG 17 118 W5U 1 50GG --- 54 G GG 14 1/8 VISU 1 20GG --- 54 G GO GO 1/8 W5U58OGO 54 G GO 50 1/8 WSU48OGO 54 G GO 44 1/8 WSU420GO --- 54 hG GO 38 1/8 W5U3GOGO --- 54 G GO 32 1/8 W5U300GO --- 1 54 G GO 2G 118 WSU240GO --- 54 1 G GO 24 118 W5U220GO --- 54 G GO 22 1/8 W5U200GO 54 G GO 20 1/8 W5Uli3OG 0 --- 54 G GO 17 1/8 W5U I 50GO --- 54 G GO 14 118 W5U12OGO --- 48 G 54 50 1/8 W5U48054 48 G 54 44 118 WSU42054 --- 48 G 54 38 1/8 W5U,3G054 --- 48 G 54 32 118 VV5U30054 48 G 54 2G 1/8 WSU24054 42 G 4 a 50 118 WSU48048 42 G 48 44 118 V.15U42048 42 G 48 38 1/8 Vr5U3GO48 42 G 48 3G 1/8 W5U34048 42 G 48 35 1/8 VVSU33048 --- 42 G 48 32 1/8 WSU30048 42 G 48 2G 1/8 W5U24048 ... 42 G 48 22 1/8 W-5U20048 42 G 48 20 1/8 W5UI8048 --- 42 G 48 18 1/8 w5uircl,48 42 G 48 17 1/8 kk5U 15048 ... 42 G 48 14 1/8 WSU12048 3G G 42 50 1/8 WSU48042 --- 3G G 42 44 1 A5 WSU42042 3G G 42 38 1/8 WSU3G042 D _f C N& HEIGHT A PART NUMBER 5"-Iff-ET2 of= 4 A23 This drawing and its contents are the evclusive and confidential property of Lazier Corporation and its �,ffiliated companies. The drxkinej is prc.,ided only for the purposes intended and shall at all times boe kept confidential by the customer or supplier, who shall not, without the prior I.ntten consent of Lazier, diclo5e, use or disseminate, in whole or in part, this drawinej, its contents, or concepts, and sh,ill promptly return the dr.!ving upon request v.-ithout retainincj any copies thereof. 78 12 9G 32 1/8 W51-13009G 78 12 9G 2G 1/8 W5U2409G --- 78 12 9G 20 1/8 W5UI809G 78 12 9G 17 1/8 W!5U1509G --- 78 12 9G 14 1/8 W51-11209G --- 78 12 90 50118 W51-148090 --- 78 12 90 44 1/8 W51-142000 --- 78 12 90 38 1/8 VV51-13GO90 --- 72 12 84 GO 1/8 W51-158084 72 12 84 50 118 WSU48084 72 12 84 4G 1/8 W51-144084 --- 72 12 84 44 1/8 W5U42084 --- 72 12 84 38 1/8 1 W5U3GO84 --- 72 12 84 32 1/8 V5L130084 --- 72 12 84 2G 1/8 W51-124084 72 12 84 20118 W51-118084 1 72 12 84 18 1 A5 W5UIG084 72 1 12 84 �7 � /8 W51-115084 --- 72 12 84 4 /8 WSU12084 --- GG 114 12 78 1/4 38 1/8 W51-13GO78.25 GG 114 12 781/4 32 1/8 W51.130078.25 GG 114 12 7& 1/4 2G 1/8 W51.124078.25 GG 12 78 GO 1/8 W51.158078 GG 12 78 38 1/8 VvSU3GO78 G G 12 78 32 1/8 11 W5U3007& --- GO 12 72 50 1/8 W51-148072 GO 12 72 4G 1/8, W51-144072 T GO 12 72 44 i/b W51.142072 --- GO 12 72 38 1/8 V51-13GO72 --- GO 12 72 32 1/8 1 W51.130072 --- GO 12 72 2G 1/8 W51.124072 GO 12 72 22 1/8 W51.120072 GO 12 72 20 1/8 W'51-118072 GO 12 72 17 1/8 VI-5U 15072 72 14 1/8 IASU 12072 E A� PIT ABEP, CC)2000 LOZIER CORP. MWXAffAn - G,33G I L-1,51 IING DR. OMAHA, NE G81 10 1-800-228-9882 4G 1/2 1 Go 12 180 50 1/8 W5U48180 42 112 150 G 15G 54 1/8 W5U52)5G 54 112 132 12 144 GO 1/8 W5U58144 54 112 132 12 144 50 1/8 W51.148144 54 112 132 12 144 4G 1/8 W51-144144 j 54 112 132 12 144 44 J118 kA,,5U42144 54 112 132 12 144 38 1/8 W51.13GI44 54 112 132 12 144 32 1/8 W51.130144 54 112 132 12 1 144 30 1 R3 W51-128144 54 112 132 12 144 48 f 12 114 G 12G 20 1/8 W5U 18 1 2G 42 112 108 12 120 GO U8 W5U58120 42 112 105 12 120 50 1/8 W51-148120 42 112 108 12 120 44 1/8 W51-142 120 42 112 108 12 120 38 1/8 W51-13G.120 42 112 108 12 120 32 1/8 W5U30120 42 112 108 12 120 30 1/8 W5U28120 42 112 1 Ob 12 120 2G 1 /8 w5u24120 42 112 108 12 120 20 1/8 WSU 18 120 42 112 108 12 120 14 1/8 1 W5U 12120 42 112 102 G 114 32 1/8 W5U30114 42 112 102 G 108 54 1/8 W5U52108 42 112 102 G 108 50 1/8 W5U481 08 42 112 102 G 108 1 44 1/8 W51.142 108 42 112 102 G I W 38 1/8 W5U3GlO8 42 112 102 G 108 32 )/8 W51.130108 42 112 102 G 108 30 )/b WSU281 08 42 112 102 G 108 27 )/8 W5U25108 42 112 102 G 108 26 1/8 W5U2410.5 42 112 102 G 108 20 1/8 w5ulalO8 42 112 102 G 108 17 1/8 WSU15108 39 112 9G G 102 2G )/b W51.124102 --- 78 12 9G GO 1/8 W5U5809G --- 7.5 12 9G 50 IA5 W51-14809G. --- 78 12 9G 44 118 WSU4209G --- 7.5 12 9G 38 1/8 W5U3GO9G If D C NOMI HEIGHT A PART NWABER WIDESPAN UPRITE 5HEET3 of: 4 A24 This drawmai and its contents are the exclusive and confidential property of Lover Corporation and its affiliated companies. The drawjn6j is prc,�ided only for the purposes intended and shall at all times be kept confidential by the customer or supplier, who shall not, without the prior written consent of Lozier, diGlose, use or disseminate, in whole or in part, this dramnej, its contents, or concepts, and shall promptly return the dravin6j upon request without retainirLej any copies there -of. 32 4 HORIZ. AND DIAG. BRACE MATERIAL 5PECIFICATION5: 1. 3/4 X 1 1 1/32 X 20 GA. WALL 5TEEL TU5ING. 375 150 REf 150 PEf 1 500 MAX I(AT 150 Of f5ET) 3 I/G4 TYP �.G2 1 5 2.000- 14 GA. POST MATERIAL SPECIFICATION TYF 5fECIfICATION5: 1-10T KOL�ED 1. 000 TYP A5TM A570 GP, 45 OP, EQUIVALENT, THICr\NE55: .0720 MINIMUM. .344 TYF' El t.312 TYP FRONT OF POST 5G2 TYP 1,750 ±.015 G.000 TYP IFI Li El 344 TYP SIDE OF POST 2. 000-� .344 TYP T)T �q-)2000 LOZIER CORP. NSTALLATION INSTFIJCT�ONS WIDE SPAN SHELVING NOTE: WIDE SPAN BEAMS ARE IDENTIFIED BY A FW7S STAMPED INTO THE RIGHT END OF EACH BEAM. See page 2 for Reinforced Uprite ITEM PART NUMBER DESCRIPTION 1 WSU_ Uprite Frame 2 WSB— Beam 3 WSSS— Shelf Support 4 j WSWG— Wiregrid Shelf 5 WSB—HD Heavy Duty Beam 6 WSSS—HD Heavy Duty Shelf Support 7 WSPB—HD Heavy Duty Shelf 8 WSUC Uprite Connector 9 WS1241 Floor Anchor 10 WS1251 Floor Protector/Shim 11 WS1291 Beam Locking Clip 12 50106 5/16"-18 x 2 1/2" Carriage Bolt 13 51005 5/16"-18 Hex Nut 14 WS1231 Back to Back Connector 15 WSU RE Reinforced Uprite Frame 16 WS1321 Top Cap 17 WS91 11 Beam Locking Hardware I PLEASE NOTE: Personnel must be provided with safe access to all elevations of storage equipment or display fixtures via ladders, stairways, or other means in accordance with applicable OSHA regulations. In NO case should anyone be allowed to climb or stand on storage or display equipment. 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 11-2A26) 02015 LOZIER CORPORATION (800) 228-9882 PAGE 1 OF 12 INSTALLATION INSTRUCTIONS M/ I F) F 0, Q A KI \/INI('- NOTE 1: Wide Span Uprite Frames are available in standard duty for normal use or reinforced for use with hand stockers. (See User Instructions on page 10 for capacities.) 48" Reinforced Uprite Frame (Item 15) NOTE 2: Either of two beam types may be used with the Wide Span System (See User Instructions on page 9 and page 10 for capacities). The Standard Duty Beam (Item 2) is 3 1/4" high. The Heavy Duty Beam (Item 5) is 4 3/4" high. Reinforced Uprite Frames (Item 15) have a channel shaped reinforcement member in the lower portion of each post. They also have a welded foot plate to secure the post to the floor. Standard Duty Uprite Frames (Item 1) DO NOT have the reinforcement member. e Standard Duty Beam (Item 2) e Heavy Duty Beam (Item 5) 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 --- A27 02015 LOZIER CORPORATION (800) 228-9882 PAGE 2 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING SELF —RETAINING WIDE SPAN BEAM INSTALLATION These Wide Span Beams are designed with Self —Retaining Lower Hooks on the End Connectors. The beam must be tilted so the lonaer lower hook can be inserted into the post slot first. CORRECT STEP 1: Tilt top of beam and insert lower hooks into slots. INCORRECT STEP 2: Rotate top of beam forward so top hooks are inserted into slots. STEP 3: Seat the hooks downward into the slots. —I,- TILT BACK ' N '*"'—START LOWER HOOK INTO SLOT ROTATE FORWARD BOTH HOOKS INTO SLOTS �jSEAT HOOKS 1 0 NT SLOTS 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 --- A28 02015 LOZIER CORPORAMN (800) 228-9882 PAGE 3 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING NOTE 3: Two styles of Shelf Supports may be used depending upon beam type: Standard Duty Shelf Supports (Item 3) are 2-17/32" high and "A" shaped. These are used with Standard Duty Beams. Heavy Duty Shelf Supports (Item 6) are 4" high and "A" shaped. These are used with Heavy Duty Beams. NOTE 4: Two Shelf types may be used: 3x3 Wire Grid (Item 4). Heavy Duty Shelves (Item 7) are 5/8" thick, h;rih—,z+rann+h nrir+;r-la knnreq 2 1 --� 1 13/16" �— Standard Duty Shelf Support (Item 3) 2 3/4" Heavy Duty Shelf Support (Item 6) 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 --- A29 02015 LOZIER CORPORATION (800) 228-9882 PAGE 4 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING 1. ASSEMBLY OF BASIC UNIT NOTE: To provide for beams height adjustments, allow a 2" gap between wall and face of uprite (See Detail B) or between faces of both uprites in back—to—back applications or use back—to—back connectors (Item 14) (See Detail C). WALL 2-J UPRITE J L 2" UPRITE UPRITE D ETAI L B DETAIL C Top View of Uprite Frames b a. Stand two frames vertically (NARROW ENDS OF SLOTS DOWNWARD). Diagonal bracing on alternate uprite assemblies should face opposite directions per illustration on page 1. WARNING: BE SURE REINFORCED UPRITES (Item 15) ARE INSTALLED IN AREAS WHERE HAND STACKERS ARE TO BE USED. b. Install one beam at lowest desired level. IF THE BOTTOM OF THIS BEAM IS MORE THAN 6" FROM THE FLOOR, THEN THE UPRITE MUST BE ANCHORED. Both ends of beam must be inserted into the uprite slots at the some time. (See Detail D) c. Install opposite side beam, following some procedure as outlined above. d. Install remaining beams at desired levels. Maximum beam spacing is 48" to maintain the uprite rated load capacities. CAUTION: IF CERTAIN LEVELS ARE TO BE HEAVY DUTY, BE SURE HEAVY DUTY BEAMS ARE INSTALLED AT THOSE LEVELS. REFER TO LOADING INFORMATION IN USER INSTRUCTIONS ON PAGES 9 AND 10. fc, " ". UPRITEW TOP CAP UPRITE HOOK HOOK QZI CORRECT D ETAI L D INCORRECT (Top View of Uprite Post and Left End of Beams) NOTE: Be sure that: BEAM —Hooks on all beams are properly seated and are square with uprites. (See Detail E) —All beams are installed parallel with the floor. U —UPRITE —Front and rear beams of each pair are installed at some height. —If top Lance in Uprite is going to be used remove Top Cap to insert D ETAI L E Beam Hook and reinsert Top Cap (See Detail Q. 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 ---A30 02015 LOZIER CORPORATION (800) 228-9882 PAGE 5 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING e. When shelves are used, install Shelf Supports per Details F, G, and H. Shelf Support locations in the beams are as shown in Details F. � x 2 Shelf Supports -.11 -Iv- 48: X=12" 60: X=12" 72: X=18" 96: X=24" 4 Shelf Supports 48: X=6";Y=12" 60: X=6";Y=12" 72: X=6";Y=20" 96: X=6";Y=28" x � DETAIL F (View From Top) � x 3 Shelf Supports Beam Length 48: X=8"; Y=16 60: X=8"; Y=22 72: X=12"; Y=24 96: X=12"; Y=36 5 Shelf Supports 48: X=6";Y=9" 60: X=6";Y=12" 72: X=6";Y=15" 96: X=6";Y=21 " f. Shelf Supports (Item 3) are installed by laying them sideways between the beam flanges, then rotating them to vertical (See Detail G and H). x � If outer supports fit to tightly, install them near center of the beams. Then slide them outward to the positions noted in Detail F above. BEAM (ITEM 2 OR 5) SHELF SUPPORT (ITEM 3 OR 6) DETAIL G fQP-AKA (ITP-KA -) r)p r,� SHELF SUPPORT (ITEM -" DETAIL H 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 ---A31 02015 LOZIER CORPORATION (800) 228-9882 PAGE 6 OF 12 NSTALLATION INSTRUCTIONS WIDE SPAN SHELVING 2. FLOOR ANCHOR Floor anchors are required when: a. The ratio of the height of the unit to the overall depth of the unit exceeds 6:1. b. Alignment of rows need to be maintained. c. When hand stackers are used. d. Post load needs to be spread over a larger area. e. When bottom of the bottom beam is more than 6" from the floor. Bolt floor anchor onto the bottom of the post using hardware provided as shown in Detail 1. Anchor to floor using a wedge —style anchor suitable for concrete. Anchor material, finish, diameter and embedment shall be determined by the customer for the specific site requirement. The minimum anchor diameter shall be 1/4" and the minimum embedment shall be 1 1/8". NUT FOR CONCRETE ANCHOR HEX NUT FLOOR ANCHOR (ITEM 9) CONCRETE ANCHOR 5/16"-18 X 2 CARRIAGE BOLT (ITEM 12) 3. FLOOR PROTECTOR/SHIMS �1� Floor protector/shims are used to protect floors when required and/or to aid in leveling the system when required (by stacking the shims). NOTE: FLOOR PROTECTOR/SHIMS CANNOT BE USED IN CONJUNCTION WITH FLOOR ANCHOR PADS. a. Install after assembly of basic unit by lifting one uprite at a time and then positioning shim (or shims) as shown in "Detail J". Do not exceed 5 shims under any post. UPRITE POST FLOOR PROTECTOR/SHIM (ITEM 10) DETAIL J 1/2" 6336 PERSHING DRIVE 01-60 REV. AA ��Yzs7cwlc� OMAHA, NEBRASKA 68110 LZPCOA-746 ---A32 02015 LOZIER CORPORATION (800) 228-9882 PAGE 7 OF 12 NSTALLATION INSTRUCTIONS WIDE SPAN SHELVING 4. UPRITE CONNECTOR Uprite connectors are required for two—piece uprite frames (those over 10' tall), and when adding height to existing installations. On two—piece uprite frames and on extension frames, the lower uprite frame should be equal to or greater in height than the upper uprite frame. a. Remove Top Caps from lower uprite frame. b. Slide a connector channel into the bottom of each leg of the upper uprite frame. MAKE SURE THE "C" CHANNEL SHAPE IS OPPOSITE THAT OF THE UPRITE POST. Slip the carriage bolt through the square hole at the front of the upper uprite post, then through the insert, then through the clamp. Install the nut loosely. When both connectors are installed, raise the upper uprite frame into place per Detail L and tighten nuts snug. DO NOT over tighten as it will deform the face of the post. CARRIAGE B; CLAMP CONNECTOR CHANNEL—"".' NUT (HOLE NOT USED)_�� D ETAI L K UPPER UPRITE POST CONNECTOR CHANNEL CLAMP UNUSED HOLE AT BOTTOM� �BOTTOM UPRITE POST DETAIL L 5. BACK—TO—BACK CONNECTORS Back—to—back connectors are used to space back—to—back sections of Wide Span to allow beam adjustment. a. Set Uprite Posts into slots in connector on floor (Detail M). (When floor anchors are used, lower back—to—back connector is not needed.) b. Place one connector over tops of back—to—back posts (Detail N), after removing Top Caps. DETAIL M DETAIL N BACK—TO—BACK CONNECTOR 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 --- A33 02015 LOZIER CORPORATION (800) 228-9882 PAGE 8 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING STEP 6: BEAM LOCKING: Beam locking clips (WS1291) or locking hardware (WS9111) must be used in the following applications: — When beams are used singly, not as a beam pair with connecting shelf supports — When hand stockers may be used to load and/or unload shelves — When beam pairs will be used as tire rocks Locking clips must be oriented so that their tapered legs align with the tapered sides of the shelf slots in the uprite post. The clips will not lock the beams unless they are correctly oriented when installed. Insert the beam locking clip into the portion of the uprite slot above the beam connector hook, as shown in Detail B. Always install the clip in the slots shown. AWARNING: DO NOT INSTALL THE LOCKING CLIP IN THE SLOT WITH BOTTOM HOOK OR THE TOP HALF SLOT OF THE UPRITE. THE CLIP WILL NOT LOCK THE BEAM IN THOSE SLOTS. TAPER BEAM LOCK WSB— CLIP WS1291 ;��(ITEM 11) LOCKING CLIP SLOT IN POST DO NOT INSTALL LOCKING CLIP HERE Position clip so toper of clips legs matches toper of the slot in post. 5/16-18 HEX NUT BEAM LOCK CLIP WS1291 (ITEM 11) EXTENSION CONNECTOR CLAMP DO NOT INSTALL WSB—HD A LOCKING CLIP IN TOP SLOT DO NOT INSTALL LOCKING CLIP SECURE WITH HERE 5/16 BOLT DETAIL P WSB— AT TOP OF WSU—: BEAM LOCKING HARDWARE WS9111 (ITEM 17) STEP 7:TIRE RACK ASSEMBLIES: The tire rack is assembled from standard components by following instructions on preceding pages. Use one shelf support near the center of each pair of beams to prevent the beams from spreading. WARNING: BEAM LOCKING CLIP MUST BE USED ON ALL TIRE RACK BEAMS TO RESTRAIN BEAMS FROM BECOMING DISLODGED. 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 --- A34 02015 LOZIER CORPORATION (800) 228-9882 PAGE 9 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING POST IN CONSPICUOUS PLACE WARNING: OVERLOADING, MISUSE, ABUSE OF THE WIDE SPAN SYSTEM CAN CONTRIBUTE TO COLLAPSE AND PERSONAL INJURY! PLEASE NOTE: Personnel must be provided with safe access to all elevations of storage equipment or display fixtures via ladders, stairways, or other means in accordance with applicable OSHA regulations. In NO case should anyone be allowed to climb or stand on storage or display equipment. A. LOADING AND CAPACITY LIMITATIONS 1. Uprite assembly - 10,000 pounds per uprite assembly maximum: - Beams spaced not more than 48" vertically on center. - Post anchored to floor if bottom of bottom beam is more than 6" from floor 2. Standard Duty Beams (Hand Loaded Only) WARNING: THESE CAPACITIES ARE FOR EVENLY DISTRIBUTED LOADS. CONCENTRATED LOADS REDUCE THESE CAPACITIES 50%. a. Maximum evenly distributed static load capacities per shelf with shelf supports (WSSS) and 5/8" thick particle board shelf (WSPB). Widespon Shelf Capacity (Uniformly Distributed Load) Section Section Width Number of Regular Duty Number of Heavy Duty Depth (Beam Length Shelf Supports with Shelf Supports with Regular Duty Beams Heavy Duty Beams 2 3 4 2 3 48" 1,600 2,400 3,000 3,000 - - - - Up to 60 1P 1 P600 2P400 2P400 ---- 3,000 36"D 72pp 1,600 2POOO 2P400 - - - - 3,000 84" 1,600 1,800 2,000 - - - - 3,000 96" 1,600 1,600 1 1,600 - - - - 3,000 48" 1,370 2,055 2,740 - - - - 3,000 Up to 60 1,370 2,055 2,400 - - - - 3,000 42"D 72" 1,370 2,000 2,200 - - - - 3,000 84" 1,370 1,800 1,600 - - - - 3,000 96 1,370 1,600 1,600 - - - - 3,000 48" 1,200 1,800 2,400 - - - - 3,000 Up to 60 1,200 1,800 2,400 - - - - 3,000 48"D 72" 1,200 1,800 2,000 - - - - 3,000 84" 1,200 1,700 1,800 - - - - 3,000 96" 1,200 , 1,600 , 1,600 3,000 b. Capacities per pair of beams (with the required number of shelf supports (WSSS) to tie beams together) when load is placed across beams with no shelf. Length Capacity No. of Shelf Supports (Std. Duty) Req. Per Pair of Beams 48" 3,000 lbs. 1 60 PP 2,500 lbs. 1 7 2" 2,000 lbs. 3 96 1,600 lbs. 3 3 Standard Duty Beam 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 --- A35 02015 LOZIER CORPORATION (800) 228-9882 PAGE 10 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING 3. Heavy Duty — Three (3) heavy duty shelf supports are required per pair of beams. a. Hand Loaded: 3,000 pounds per pair of beams (all lengths) — evenly distributed load. 4 r% of WAMNINU: UUNUUNIMIULU LUMU3 MLUUkL 1r113 WArMUl" DI 0 b. Hand Stocker Loaded: 2 — 1,000 pound pallets per pair of beams. 1 — 1,500 pound pallet per pair of beams. )uty Beam WARNING: HAND STACKERS (WALKER STACKERS) ONLY ARE ALLOWABLE. RIDER LIFT TRUCKS OF ANY TYPE ARE NOT ALLOWABLE. — Beams must be heavy duty (WSB_HD) — Beam locking clips are required on all aisle —side beams. — Floor anchors are required on all aisle —side posts. — Uprites (WSU_RE) with reinforcement members MUST be used. — Pallets MUST sit on front and rear beams. — Pallet sizes will be limited by the space between uprite posts. Approximately 3" renuired between nallets and between nallets and nnqtq- qW Hand Stocker Forklift Truck clearance is 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 - - - A36 02015 LOZIER CORPoRA-nON (800) 228-9882 PAGE 11 OF 12 INSTALLATION INSTRUCTIONS WIDE SPAN SHELVING B. SAFETY PRECAUTIONS — In order to assure that the Wide Span Shelving is used in a safe manner, the following safety precautions must be observed. 1. Racks MUST be installed strictly according to the manufacturers instructions. 2. Never overload the uprites or beams (See Section A on pages 10 and 11). 3. Be sure the shelving sections remain aligned. 4. When the height of the rack is more than 6 times the depth, floor anchors must be used. 5. Never use damaged parts. Damaged parts may cause shelving to be structurally unsafe or create exposure to sharp or pointed edges. If parts were damaged in shipment, do not use and contact your Lazier Customer Service Representative. If parts are damaged after shipment, discontinue use immediately and order replacement parts. 6. Never alter, modify or otherwise structurally change the shelving or any of its component parts. Modification or alteration may cause the shelving or component part to become structurally unsafe resulting in tipping, collapse or other failure of the fixture. 7. If any shelf support or beam becomes partially or completely dislodged, it must be corrected immediately. 8. Do not use the installed Wide Span Rack as a ladder, walkway, or work platform. 9. Do not lean tall or heavy items against shelving unless shelving is anchored to a suitable building wall, to the floor, or is otherwise braced to prevent overturning. The weight and force of leaning items on unanchored or unbraced shelving may cause the shelving to overturn or collapse. 10. Shelving (or racks) that are leaning or bending when loaded may indicate a dangerous overload or impending collapse. Loads should be immediately reduced, and the cause for this condition should be corrected, before reloading. Refer to appropiate installation instructions to assure shelving (or racks) are properly assembled, replace any damaged components or parts, and do not exceed recommended maximum loads or engage in any other unsafe use of the shelving (racks). 6336 PERSHING DRIVE 01-60 REV. AA OMAHA, NEBRASKA 68110 LZPCOA-746 ---A37 02015 LOZIER CORPORATION (800) 228-9882 PAGE 12 OF 12 APPENDIX B TYPICAL COMPONENT SECTION PROPERTIES JOB: 20178 DATE: 05/07/2020 BY: CID CHID: JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com Company Designer Job Number: Section Properties: HD BASE SECTION Section Information: Material Type Shape Type Number of Shapes Basic Properties: Total Width = General = Arbitrary = 4 = 1.675 in Total Height = 6.000 in Centroid, Xo = 0.150 in Centroid, Yo = 0.123 in X-Bar (Right) = 0.838 in X-Bar (Left) = 0.838 in Y-Bar (Top) = 2.565 in Y-Bar (Bot) = 3.435 in Max Thick = 0.047 in Equivalent Properties: Area, Ax = 0.662 in A 2 Inertia, lxx = 2.411 inA4 Inertia, lyy = 0.047 inA4 Inertia, Ixy = -0.000 inA4 Sx (Top) = 0.940 in A 3 Sx (Bot) = 0.702 in A 3 Sy (Left) = 0.056 in A 3 Section Diagram Sy (Right) = 0.056 in A 3 rx = 1.908 in ry = 0.266 in Plastic Zx = 1.108 in A 3 Plastic Zy = 0.121 in A 3 Torsional J = 0.000 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\GONDOLA-.nmsx B2 Company Designer Job Number: Section Properties: BASE SECTION Section Information: Material Type Shape Type Number of Shapes Basic Properties: Total Width = General = Arbitrary = 2 = 1.624 in Total Height = 6.000 in Centroid, Xo = 0.148 in Centroid, Yo = -0.000 in X-Bar (Right) = 0.812 in X-Bar (Left) = 0.812 in Y-Bar (Top) = 3.000 in Y-Bar (Bot) = 3.000 in Max Thick = 0.033 in Equivalent Properties: Area, Ax = 0.488 in A 2 Inertia, lxx = 2.011 inA4 Inertia, lyy = 0.025 inA4 Inertia, Ixy = 0.000 inA4 Sx (Top) = 0.670 in A 3 Sx (Bot) = 0.670 in A 3 Sy (Left) = 0.030 in A 3 Section Diagram Sy (Right) = 0.030 in A 3 rx = 2.029 in ry = 0.224 in Plastic Zx = 0.870 in A 3 Plastic Zy = 0.072 in A 3 Torsional J = 0.000 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\GONDOLA-.nmsx B3 Company Designer Job Number: Section Properties: 16-sheff Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 2 Total Width = 16.170 in Total Height = 1.400 in Centroid, Xo = 8.125 in Centroid, Yo = 1.249 in X-Bar (Right) = 8.085 in X-Bar (Left) = 8.085 in Y-Bar (Top) = 0.206 in Y-Bar (Bot) = 1.194 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 0.030 = 0.695 = 0.100 in in A 2 inA4 Inertia, lyy Inertia, Ixy Sx (Top) Sx (Bot) = 17.586 = -0.000 = 0.484 = 0.084 inA4 inA4 in A 3 in A 3 Sy (Left) = 2.175 in A 3 Section Diagram Sy (Right) = 2.175 in A 3 rx = 0.379 in ry = 5.031 in Plastic Zx = 0.136 in A 3 Plastic Zy = 2.937 in A 3 Torsional J = 0.000 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\GONDOLA-.nmsx B4 Company Designer Job Number: Section Properties: 19-sheff Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 3 Total Width = 19.170 in Total Height = 1.400 in Centroid, Xo = 9.646 in Centroid, Yo = 1.226 in X-Bar (Right) = 9.553 in X-Bar (Left) = 9.618 in Y-Bar (Top) = 0.208 in Y-Bar (Bot) = 1.192 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 0.030 = 0.864 = 0.115 in in A 2 inA4 Inertia, lyy Inertia, Ixy Sx (Top) Sx (Bot) = 29.272 = -0.007 = 0.555 = 0.097 inA4 inA4 in A 3 in A 3 Sy (Left) = 3.044 in A 3 Section Diagram Sy (Right) = 3.064 in A 3 rx = 0.365 in ry = 5.822 in Plastic Zx = 0.169 in A 3 Plastic Zy = 4.377 in A 3 Torsional J = 0.000 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\GONDOLA-.nmsx B5 Company Designer Job Number: Section Properties: 22-sheff Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 3 Total Width = 22.169 in Total Height = 1.400 in Centroid, Xo = 11.098 in Centroid, Yo = 1.242 in X-Bar (Right) = 11.116 in X-Bar (Left) = 11.054 in Y-Bar (Top) = 0.190 in Y-Bar (Bot) = 1.210 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 0.030 = 0.959 = 0.119 in in A 2 inA4 Inertia, lyy Inertia, Ixy Sx (Top) Sx (Bot) = 43.174 = 0.008 = 0.627 = 0.099 inA4 inA4 in A 3 in A 3 Sy (Left) = 3.906 in A 3 Section Diagram Sy (Right) = 3.884 in A 3 rx = 0.353 in ry = 6.710 in Plastic Zx = 0.172 in A 3 Plastic Zy = 5.600 in A 3 Torsional J = 0.000 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\GONDOLA-.nmsx B6 Company Designer Job Number: Section Properties: 25HD-sheff Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 4 Total Width = 25.675 in Total Height = 1.322 in Centroid, Xo = 12.873 in Centroid, Yo = 1.146 in X-Bar (Right) = 12.838 in X-Bar (Left) = 12.838 in Y-Bar (Top) = 0.229 in Y-Bar (Bot) = 1.093 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 0.030 = 1.182 = 0.161 in in A 2 in A 4 Inertia, lyy = 65.585 in A 4 Inertia, Ixy = -0.000 in A 4 Sx (Top) = 0.703 in A 3 Sx (Bot) = 0.147 in A 3 Sy (Left) = 5.109 in A 3 Section Diagram Sy (Right) = 5.109 in A 3 rx = 0.369 in ry = 7.450 in Plastic Zx = 0.257 in A 3 Plastic Zy = 7.531 in A 3 Torsional J = 0.000 in A 4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 Y4 - - - - - - - - - - - - - - - - - - - - - w - - - - - - - - - - -- x \Documents\RISA\RISASection Files\GONDOLA-.nmsx B7 Company Designer Job Number: Section Properties: GONDOLA UPRIGHT OPN Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 6 Total Width = 1.899 in Total Height = 2.593 in Centroid, Xo = 0.990 in Centroid, Yo = 1.372 in X-Bar (Right) = 0.950 in X-Bar (Left) = 0.950 in Y-Bar (Top) = 1.296 in Y-Bar (Bot) = 1.297 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 2.531 = 0.757 = 0.817 in in A 2 inA4 Inertia, lyy Inertia, Ixy Sx (Top) Sx (Bot) = 0.237 = 0.000 = 0.630 = 0.630 inA4 inA4 in A 3 in A 3 Sy (Left) = 0.250 in A 3 Section Diagram Sy (Right) = 0.250 in A 3 rx = 1.039 in ry = 0.560 in Plastic Zx = 0.746 in A 3 Plastic Zy = 0.406 in A 3 Torsional J = 0.005 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\GONDOLA-.nmsx B8 Company Designer Job Number: Section Properties: HD GONDOLA UPRIGHT OPN Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 6 Total Width = 1.861 in Total Height = 2.872 in Centroid, Xo = 1.870 in Centroid, Yo = 0.839 in X-Bar (Right) = 0.931 in X-Bar (Left) = 0.931 in Y-Bar (Top) = 1.435 in Y-Bar (Bot) = 1.437 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 2.531 = 0.866 = 1.083 in in A 2 inA4 Inertia, lyy Inertia, Ixy Sx (Top) Sx (Bot) = 0.273 = 0.000 = 0.754 = 0.753 inA4 inA4 in A 3 in A 3 Sy (Left) = 0.293 in A 3 Section Diagram Sy (Right) = 0.293 in A 3 rx = 1.118 in ry = 0.561 in Plastic Zx = 0.919 in A 3 Plastic Zy = 0.468 in A 3 Torsional J = 0.006 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\GONDOLA-.nmsx B9 Company Designer Job Number: Section Properties: WS BEAM SECTION 16GA (0.061') Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 5 Total Width = 1.689 in Total Height = 3.250 in Centroid, Xo = -0.282 in Centroid, Yo = 0.193 in X-Bar (Right) = 0.502 in X-Bar (Left) = 1.187 in Y-Bar (Top) = 1.433 in Y-Bar (Bot) = 1.817 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 0.061 = 0.439 = 0.621 in in A 2 inA4 Inertia, lyy = 0.128 inA4 Inertia, Ixy = -0.069 inA4 Sx (Top) = 0.433 in A 3 Sx (Bot) = 0.342 in A 3 Sy (Left) = 0.108 in A 3 Section Diagram Sy (Right) = 0.255 in A 3 rx = 1.190 in ry = 0.540 in Plastic Zx = 0.459 in A 3 Plastic Zy = 0.202 in A 3 Torsional J = 0.001 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\WIDESPAN BEAM.nmsx B10 Company Designer Job Number: Section Properties: INS UPRITE 14GA (0.072") Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 2 Total Width = 1.625 in Total Height = 1.750 in Centroid, Xo = 1.176 in Centroid, Yo = 0.446 in X-Bar (Right) = 0.878 in X-Bar (Left) = 0.747 in Y-Bar (Top) = 0.875 in Y-Bar (Bot) = 0.875 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 1.625 = 0.372 = 0.202 in in A 2 inA4 Inertia, lyy = 0.133 inA4 LL Inertia, Ixy = -0.000 inA4 Sx (Top) = 0.231 in A 3 Sx (Bot) = 0.231 in A 3 Sy (Left) = 0.178 in A 3 Section Diagram Sy (Right) = 0.151 in A 3 rx = 0.738 in ry = 0.597 in Plastic Zx = 0.265 in A 3 Plastic Zy = 0.200 in A 3 Torsional J = 0.001 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\WIDESPAN BEAM.nmsx B11 Company Designer Job Number: Section Properties: INS BRACINGS 20GA Section Information: Material Type = General Shape Type = Arbitrary Number of Shapes Basic Properties: = 2 Total Width = 0.750 in Total Height = 1.342 in Centroid, Xo = 2.804 in Centroid, Yo = 0.557 in X-Bar (Right) = 0.375 in X-Bar (Left) = 0.375 in Y-Bar (Top) = 0.671 in Y-Bar (Bot) = 0.671 in Max Thick Equivalent Properties: Area, Ax Inertia, lxx = 0.033 = 0.115 = 0.024 in in A 2 inA4 Inertia, lyy = 0.010 inA4 Inertia, Ixy = 0.000 inA4 Sx (Top) = 0.035 in A 3 Sx (Bot) = 0.035 in A 3 Sy (Left) = 0.027 in A 3 Section Diagram Sy (Right) = 0.027 in A 3 rx = 0.453 in ry = 0.298 in Plastic Zx = 0.046 in A 3 Plastic Zy = 0.032 in A 3 Torsional J = 0.000 inA4 As-xx Def = 1.000 As-yy Def = 1.000 As-xx Stress = 1.000 As-yy Stress = 1.000 C:\RISA Section Files\WIDESPAN BEAM.nmsx B12 APPENDIX C ANCHOR DESIGN & ICC ESR-3027 TECHNICAL SPECIFICATIONS JOB: 20178 DATE: 05/07/2020 BY: CID CHID: JPH JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com cl ANCHOR BOLT DESIGN FOR GONDOLA SHELVING: MAX. MAX. FRAME SHEAR UPLIFT (LBS.) (LBS.) Al 120 277 MAX. SHEAR (LBS.) FACTORED LOADS 120 EVERY OTHER FRAME: 356 JOB: 20178 DATE: 05/07/2020 BY: CID CHID: JPH MAX. UPLIFT (LBS.) 277 820 ANCHORS: USE TWO (2) 1/4" DIA. CARBON STEEL, HILTI KWIK HUS-EZ (KH-EZ) SCREW ANCHOR W/ AN ABSOLUTE MINIMUM OF 2.5" OF NOMINAL EMBEDMENT DEPTH IN TO THE CONCRETE MATERIAL, INSTALLATION PER ESR-3027. SEE NEXT PAGES FOR CALCS. JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com C2 L�i I EL-0 0 www.hilti.us Profis Anchor 2.8.8 Company: JOE P. HILL,P.E.,INC Page: 1 Specifier: CID Project: MALLORY PAINT Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No.: Phone I Fax: 972-283-5111 1972-283-5113 Date: 5/7/2020 E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Seismic loads (cat. C, D, E, or F) &" A, KWIK HUS-EZ (KH-EZ) 1/4 (2 1/2) 1 IL hef,act = 1.920 in., hnorn = 2.500 in. Carbon Steel ESR-3027 6/1/2019 112/1/2019 Design method ACI 318-14 / Mech. eb = 0-000 in. (no stand-off); t = 0.104 in. Ix X ly x t = 1.500 in. x 4.000 in. x 0.104 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f,' = 3,000 psi; h = 4.125 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.1b] Ci��o co . __y_ Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan C3 www.hilti.us Company: JOE P. HILL,P.E.,INC Page: Specifier: CID Project: Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No.: Phone I Fax: 972-283-5111 1972-283-5113 Date: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 410 178 178 0 2 410 178 178 0 max. concrete compressive strain: - 1061 max. concrete compressive stress: - [psi] resulting tension force in (x/y)=(0.000/0.000): 820 [lb] resulting compression force in (x/y)=(0.000/0.000): 0 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb] Steel Strength* 410 Pullout Strength* 410 Concrete Breakout Strength— 820 . anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N re ESR value refer to ICC-ES ESR-3027 0 Nsa Nua ACI 318-14 Table 17.3.1.1 Variables As.,N [in.2] f.t. [psi] 0.05 125,000 Calculations Nsa [lb] 5,660 Capacity + N, [I b] Utilization PN 3,679 12 623 66 1,810 46 Results N.. [lb] Steel nonductile Ns. [1101 Nue [lb] 5,660 0.650 1.000 3,679 410 I I EL-0 W1 Profis Anchor 2.8.8 2 MALLORY PAINT 5/7/2020 N, Status OK OK OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan www.hilti.us Company: Specifier: Address: Phone I Fax: E-Mail: 3.2 Pullout Strength Npn,f'. = Np,2500 X a � �5 � Npn,f. 2� Nua Variables f . [psi] 3,000 Calculations NQ 070 JOE P. HILL,P.E.,INC Page: CID Project: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No.: 972-283-5111 1972-283-5113 Date: refer to ICC-ES ESR-3027 ACI 318-14 Table 17.3.1.1 k a Np,2500 [lb] 1.000 1,166 1.095 Results N�,r,,f' [lb] concrete seismic nonductile N,,n,f, [lb] N.. [lb] 1,277 0.650 0.750 1.000 623 410 3.3 Concrete Breakout Strength ANc Ncbg � W ec,N W ed,N W c,N W cp,N IN b ( ACI 318-14 Eq. (17.4.2.1b) p� Nco) Ncbg �: Nua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2. 1, Fig. R 17.4.2.1 (b) AW = 9 h 2 ef ACI 318-14 Eq. (17.4.2.1c) �J ec,N = 1 , 2 eN ) 51-0 ( ACI 318-14 Eq. (17.4.2.4) 3_h�_f W ed,N = 0.7 + 0.3 (1 '5h�f) :5 1.0 ACI 318-14 Eq. (17.4.2.5b) W p,N = MAX SM�2' L�� 5 1.0 ACI 318-14 Eq. (17.4.2.7b) Cac Cac Nb = kc X a h' .5 ef ACI 318-14 Eq. (17.4.2.2a) Variables h.f [in.] ec,,N [in.] e, 2,N [in.] c.,.ir, [in.] c,N 1.920 0.000 0.000 1.000 ca. [in.] kc X a fc [psi] 2.780 17 1.000 3,000 Calculations AN, [in .2] AWO [in .2] 41 ecl,N ec2,N 41 ed,N 41 cp,N 49.74 33.18 1.000 1.000 1.000 1.000 Results Ncbg [lb] concrete seismic nonductile Ncbg [lb] N�a [lb] 3,714 0.650 0.750 1.000 1,810 820 I I WE ;n Profis Anchor 2.8.8 3 MALLORY PAINT 5/7/2020 Nb [lb] 2,477 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan www.hilti.us Company: JOE P. HILL,P.E.,INC Page: Specifier: CID Project: Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No.: Phone I Fax: 972-283-5111 1972-283-5113 Date: E-Mail: 4 Shear load Load V., [lb] Capacity + V, [I b] Steel Strength* 178 837 Steel failure (with lever arm)* N/A N/A Pryout Strength— 356 2,600 Concrete edge failure in direction N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq ESIR value refer to ICC-ES ESR-3027 � Vsteei Vua ACI 318-14 Table 17.3.1.1 Variables Ae,v [in .2] %t. [psi] 0tv'seis 0.05 125,000 0.900 Calculations Vsa,e, [lb] 1,395 Results Vsa,e, [lb] steel nonductile V.. [lb] V.. [lb] 1,395 0.600 1.000 837 178 4.2 Pryout Strength I I EL-0 W1 Profis Anchor 2.8.8 4 MALLORY PAINT 5/7/2020 Uti I ization PV =Vua/+Vn 22 N/A 14 N/A Status Vcp9 = kcp [( ANc ec,N XV ed,N W c,N XV cp,N Nb Awo I AC 1 318-14 Eq. (17.5.3.1 b) Vcpg �: Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2. 1, Fig. R 17.4.2.1 (b) A,, 9 h 2 ef ACI 318-14 Eq. (17.4.2.1c) 1 Y ec,N 1 , 2 eN :5 1-0 ( ) ACI 318-14 Eq. (17.4.2.4) 3-h—.f W ed,N 0.7 + 0.3 (1 '5he):5 1.0 ACI 318-14 Eq. (17.4.2.5b) W cp,N =MAX 2M�2' L�� :5 1. 0 ( ACI 318-14 Eq. (17.4.2.7b) Cac Cac Nb kc X. 4c h' .5 ef ACI 318-14 Eq. (17.4.2.2a) Variables k, hf [in.] ec, P N [in.] e.2,N [in.] ca,min [in.] 1 1.920 0.000 0.000 W c,N Ca. [in.] kc fc [psi] 1.000 2.780 17 1.000 3,000 Calculations AN. [in.2] AN.0 [iri ecl,N ec2,N kif ed,N IV cp,N Nb [lb] 49.74 33.18 1.000 1.000 1.000 1.000 2,477 Results V,, [lb] concrete seismic nonductile Vcpg [lb] V,. [lb] 3,714 0.700 1.000 1.000 2,600 356 OK N/A OK N/A Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan C6 I EL-0 W1 www.hilti.us Profis Anchor 2.8.8 Company: JOE P. HILL,P.E.,INC Page: 5 Specifier: CID Project: MALLORY PAINT Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No.: Phone I Fax: 972-283-5111 1972-283-5113 Date: 5/7/2020 E-Mail: 5 Combined tension and shear loads ON l3v 4 Utilization ON,V 1%] Status 0.658 0.213 5/3 58 OK ONV A - I3'V e-= 1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by wo. - Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions (MPII). ReferenceACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan C7 ANCHOR BOLT DESIGN FOR WIDE SPAN SHELVING: FRAME MAX. SHEAR (LBS.) MAX. UPLIFT (LBS.) Bl 369 743 MAX. MAX. SHEAR UPLIFT (LBS.) (LBS.) FACTORED LOADS 369 743 EVERY FRAME: 547 1100 JOB: 20178 DATE: 05/07/2020 BY: CD CHD: JPH ANCHORS: USE TWO (2) 3/8" DIA. CARBON STEEL, HILTI KWIK HUS-EZ (KH-EZ) SCREW ANCHOR W/ AN ABSOLUTE MINIMUM OF 2.5" OF NOMINAL EMBEDMENT DEPTH IN TO THE CONCRETE MATERIAL, INSTALLATION PER ESR-3027. SEE NEXT PAGES FOR CALCS. JOE P. HILL, P.E. CONSULTING STRUCTURAL ENGINEERING 1801 N. HAMPTON RD., SUITE 440 DESOTO, TX 75115-2399 972-283-5111 E-Mail:Joe@jphpe.com W-111 www.hilti.us Company: Specifier: Address: Phone I Fax E-Mail: Specifier's comments: 1 Input data Anchor type and diameter: Effective embedment depth: Material: Evaluation Service Report: Issued I Valid: Proof: Stand-off installation: Anchor plate: Profile: Base material: Installation: Reinforcement: Profis Anchor 2.8.8 JOE P. HILL,P.E.,INC Page: 1 CID Project: MALLORY PAINT 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No.: WS 972-283-5111 1972-283-5113 Date: 5/7/2020 Seismic loads (cat. C, D, E, or F) A KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) hef,act = 1.860 in., hnorn = 2.500 in. W 1W W Carbon Steel ESR-3027 6/1/2019 112/1/2019 Design method ACI 318-14 / Mech. eb = 0-000 in. (no stand-off); t = 0.108 in. Ix X ly x t = 2.250 in. x 4.250 in. x 0.108 in.; (Recommended plate thickness: not calculated no profile cracked concrete, 3000, f,' = 3,000 psi; h = 4.125 in. hammer drilled hole, Installation condition: Dry tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Tension load: yes (17.2.3.4.3 (d)) Shear load: yes (17.2.3.5.3 (c)) R - The anchor calculation is based on a rigid anchor plate assumption. Geometry [in.] & Loading [lb, in.1b] �X - Y I Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilti AG, FL-9494 Schaan Hilti is a registered Trademark of Hilti AG, Schaan www.hilti.us Company: JOE P. HILL,P.E.,INC Page: Specifier: CID Project: Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No Phone I Fax: 972-283-5111 1972-283-5113 Date: E-Mail: 2 Load case/Resulting anchor forces Load case: Design loads Anchor reactions [lb] Tension force: (+Tension, -Compression) Anchor Tension force Shear force Shear force x Shear force y 1 624 274 274 0 2 624 274 274 0 max. concrete compressive strain: 0.07 [%o] max. concrete compressive stress: 313 [psi] resulting tension force in (x/y)=(0.125/0.000): 1,249 [lb] resulting compression force in (x/y)=(1.051/0.000): 149 [lb] Anchor forces are calculated based on the assumption of a rigid anchor plate. 3 Tension load Load Nua [lb] Steel Strength* 624 Pullout Strength* N/A Concrete Breakout Strength— 1,249 . anchor having the highest loading "anchor group (anchors in tension) 3.1 Steel Strength N re ESR value refer to ICC-ES ESR-3027 0 Nsa Nua ACI 318-14 Table 17.3.1.1 Variables As.,N [in.2] f.t. [psi] 0.09 120,300 Calculations Nsa [lb] 10,335 Capacity + N, [I b] Utilization PN 6,718 10 N/A N/A 1,719 73 Results N.. [lb] Steel nonductile Ns. [1101 Nue [lb] 10,335 0.650 1.000 6,718 624 I I EL-0 W1 Profis Anchor 2.8.8 2 MALLORY PAINT WS 5/7/2020 N, Status OK N/A OK Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan C10 www.hilti.us Company: JOE P. HILL,P.E.,INC Page: Specifier: CID Project: Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No Phone I Fax: 972-283-5111 1972-283-5113 Date: E-Mail: 3.2 Concrete Breakout Strength ANc Ncbg � p� b ( Nco) W ec,N W ed,N W CA W cp,N IN Ncbg �: Nua ANc see ACI 318-14, Section 17.4.2. 1, Fig. R 17.4.2.1 (b) A,, 9 h 2 ef Y ec,N 1 , 2 eN :5 1 -0 ( 3 —h.f ) IV ed,N = 0.7+0.3 ( Caffin 1 .0 1 .5hel cip,N = MAX L� :5 1 .0 ( Cac Cac N, = kc X a ;f: h' .5 ef ACI 318-14 Eq. (17.4.2.1 b) ACI 318-14 Table 17.3.1.1 AC 1318-14 Eq. (17.4.2.1 c) AC 1318-14 Eq. (17.4.2.4) ACI 318-14 Eq. (17.4.2.5b) ACI 318-14 Eq. (17.4.2.7b) ACI 318-14 Eq. (17.4.2.2a) I I WE W1 Profis Anchor 2.8.8 3 MALLORY PAINT WS 5/7/2020 Variables h.f [in.] e.1,N [in.] ec2,N [in.] c.,.i,, [in.] C,N 1.860 0.000 0.000 1.000 ca. [in.] kc X a fc [psi] 2.920 17 1.000 3,000 Calculations AN. [in .2] ANcO [in _2] kV ecl,N kf eG2,N kif ed,N cp,N Nb [lb] 46.48 31.14 1.000 1.000 1.000 1.000 2,362 Results Ncb, [lb] concrete seismic nonductile N�bg [lb] N,a [lb] 3,526 0.650 0.750 1.000 1,719 1,249 Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan C1 1 www.hilti.us Company: JOE P. HILL,P.E.,INC Page: Specifier: CID Project: Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No Phone I Fax: 972-283-5111 1972-283-5113 Date: E-Mail: 4 Shear load Load V., [lb] Capacity + V, [I b] Steel Strength* 274 1,866 Steel failure (with lever arm)* N/A N/A Pryout Strength— 547 2,468 Concrete edge failure in direction N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq ESIR value refer to ICC-ES ESR-3027 � Vsteei Vua ACI 318-14 Table 17.3.1.1 Variables Ae,v [in .2] %t. [psi] 0tv'seis 0.09 120,300 0.600 Calculations Vsa,e, [lb] 3,110 Results Vsa,e, [lb] steel nonductile V.. [lb] V.a [lb] 3,110 0.600 1.000 1,866 274 4.2 Pryout Strength I I EL-0 W1 Profis Anchor 2.8.8 4 MALLORY PAINT WS 5/7/2020 Utilization PV = Vua/+ Vn 15 N/A 23 N/A Status Vcp9 = kcp [( ANc ec,N XV ed,N W c,N XV cp,N Nb KNCO I AC 1 318-14 Eq. (17.5.3.1 b) Vcpg �: Vua ACI 318-14 Table 17.3.1.1 ANc see ACI 318-14, Section 17.4.2. 1, Fig. R 17.4.2.1 (b) A,, 9 h 2 ef ACI 318-14 Eq. (17.4.2.1c) 1 Y ec,N 1 , 2 eN :5 1-0 ( ) ACI 318-14 Eq. (17.4.2.4) 3-h—.f W ed,N 0.7 + 0.3 (1 '5he):5 1.0 ACI 318-14 Eq. (17.4.2.5b) W cp,N =MAX 2M�2' L�� :5 1. 0 ( ACI 318-14 Eq. (17.4.2.7b) Cac Cac Nb kc X. 4c h' .5 ef ACI 318-14 Eq. (17.4.2.2a) Variables k, hf [in.] ec, P N [in.] e.2,N [in.] ca,min [in.] 1 1.860 0.000 0.000 W c,N Ca. [in.] kc fc [psi] 1.000 2.920 17 1.000 3,000 Calculations AN. [in.2] AN.0 [iri ecl,N ec2,N kif ed,N IV cp,N Nb [lb] 46.48 31.14 1.000 1.000 1.000 1.000 2,362 Results V,, [lb] concrete seismic nonductile Vcpg [lb] V,. [lb] 3,526 0.700 1.000 1.000 2,468 547 OK N/A OK N/A Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan C12 I EL-0 W1 www.hilti.us Profis Anchor 2.8.8 Company: JOE P. HILL,P.E.,INC Page: 5 Specifier: CID Project: MALLORY PAINT Address: 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX Sub -Project I Pos. No.: WS Phone I Fax: 972-283-5111 1972-283-5113 Date: 5/7/2020 E-Mail: 5 Combined tension and shear loads ON l3v 4 Utilization ON,V 1%] Status 0.726 0.222 5/3 67 OK ONV A - I3'V e-= 1 6 Warnings The anchor design methods in PROFIS Anchor require rigid anchor plates per current regulations (ETAG 001/Annex C, EOTA TR029, etc.). This means load re -distribution on the anchors due to elastic deformations of the anchor plate are not considered - the anchor plate is assumed to be sufficiently stiff, in order not to be deformed when subjected to the design loading. PROFIS Anchor calculates the minimum required anchor plate thickness with FEM to limit the stress of the anchor plate based on the assumptions explained above. The proof if the rigid anchor plate assumption is valid is not carried out by PROFIS Anchor. Input data and results must be checked for agreement with the existing conditions and for plausibility! Condition A applies when supplementary reinforcement is used. The 4) factor is increased for non -steel Design Strengths except Pullout Strength and Pryout strength. Condition B applies when supplementary reinforcement is not used and for Pullout Strength and Pryout Strength. Refer to your local standard. Refer to the manufacturer's product literature for cleaning and installation instructions. Checking the transfer of loads into the base material and the shear resistance are required in accordance with ACI 318 or the relevant standard! An anchor design approach for structures assigned to Seismic Design Category C, D, E or F is given in ACI 318-14, Chapter 17, Section 17.2.3.4.3 (a) that requires the governing design strength of an anchor or group of anchors be limited by ductile steel failure. If this is NOT the case, the connection design (tension) shall satisfy the provisions of Section 17.2.3.4.3 (b), Section 17.2.3.4.3 (c), or Section 17.2.3.4.3 (d). The connection design (shear) shall satisfy the provisions of Section 17.2.3.5.3 (a), Section 17.2.3.5.3 (b), or Section 17.2.3.5.3 (c). Section 17.2.3.4.3 (b) / Section 17.2.3.5.3 (a) require the attachment the anchors are connecting to the structure be designed to undergo ductile yielding at a load level corresponding to anchor forces no greater than the controlling design strength. Section 17.2.3.4.3 (c) / Section 17.2.3.5.3 (b) waive the ductility requirements and require the anchors to be designed for the maximum tension / shear that can be transmitted to the anchors by a non -yielding attachment. Section 17.2.3.4.3 (d) / Section 17.2.3.5.3 (c) waive the ductility requirements and require the design strength of the anchors to equal or exceed the maximum tension / shear obtained from design load combinations that include E, with E increased by wo. - Hilti post -installed anchors shall be installed in accordance with the Hilti Manufacturers Printed Installation Instructions (MPII). ReferenceACI 318-14, Section 17.8.1. Fastening meets the design criteria! Input data and results must be checked for agreement with the existing conditions and for plausibility! PROFIS Anchor ( c ) 2003-2009 Hilt! AG, FL-9494 Schaan Hilt! is a registered Trademark of Hilt! AG, Schaan C13 IMES Evaluation Report ESR-3027 Reissued December 2019 This report is subject to renewal December 2021. www.icc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Counc#0 DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILT[ KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ 1) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 EVALUATION SCOPE Compliance with the following codes: 0 2018, 2015, 2012, and 2009 International Building CodeO (IBC) 0 2018, 2015, 2012, and 2009 Intemational Residential Code� (IRC) 0 2013 Abu Dhabi Intemational Building Code (ADIBC)t fThe ADIBC is based on the 2009 113C. 2009 IBC code sections referenced in this report are the same sections in the ADIBC. For evaluation for compliance with codes adopted by the Los Angeles Department of Building and Safety (LADBS), see ESR-3027 LABC and LARC Supplement. Property evaluated: Structural 2.0 USES The Hilti KWIK HUS-EZ (KH-EZ), KWIKHUS-EZP (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ 1) screw anchors are used as anchorage in cracked and uncracked normal -weight and lightweight concrete having a specified strength, fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa); and cracked and uncracked normal -weight or sand -lightweight concrete over steel deck having a minimum specified compressive strength, fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1] to resist static, wind and seismic tension and shear loads. Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ 1) screw anchors are an alternative to anchors described in Section 1901.3 of the 2018 and 2015 IBC, Sections 1908 and 1909 of the 2012 IBC, Sections 1911 and 1912 of the 2009 IBC. The anchors may also be used where an engineered design is submitted in accordance with Section R301.1.3 of the IRC. 3.0 DESCRIPTION 3.1 KWIK HUS-EZ (KH-EZ): Hilti KWIK HUS-EZ (KH-EZ) anchors are comprised of a body with hex washer head. The anchor is manufactured from carbon steel and is heat -treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The anchoring system is available in a variety of lengths with nominal diameters of 1/4 inch, 3 /8 inch, 1/2 inch, 5/8 inch and 3/4 inch. A typical KWIK HUS-EZ (KH-EZ) is illustrated in Figure 2. The hex head is larger than the diameter of the anchor and is formed with serrations on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench or torque wrench. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. 3.2 KWIK HUS-EZ I (KH-EZ 1): The KWIK HUS-EZ I (KH-EZ 1) anchors are comprised of a body with a long internally threaded (1/4-inch , 3/8 -inch, or 1/2-inch internal thread) hex washer head. The anchor is manufactured from carbon steel and is heat -treated. It has a minimum 0.0003-inch-thick (8 prn) zinc coating in accordance with DIN EN ISO 4042. A typical KWIK HLIS-EZ I (KH-EZ 1) is illustrated in Figure 3. The over -sized hex head is larger than the diameter of the anchor and is formed with serrafions on the underside. The anchor body is formed with threads running most of the length of the anchor body. The anchor is installed in a predrilled hole with a powered impact wrench or torque wrench directly to the supporting member surface. The anchor threads cut into the concrete on the sides of the hole and interlock with the base material during installation. Shear design values in this report for the KWIK HUS EZ I (KH-EZ 1) are for threaded inserts with F. equal to or greater than 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 3.3 KWIK HUS-EZ P (KH-EZ P): The KWIK HUS-EZ P (KH-EZ P) anchors are comprised of a body with round pan style head with an indented area in ICC-ES Evaluation Reports are not to he construed as representing aesthetics or anY other attributes not specificall ' s, addressed, nor are the ' v to he construed lql- as an endorsement qf1he subject ofthe report or a recommendationfor its use. There is no warrantv bly ICC Evaluation Semice, LLC, express or implied, as to anyfinding or other matter in this report, or as to akvproduct covered by the 1. M. eporl. 9r., C14 Copyright@ 2019 ICC Evaluation Service, LLC. All rights reserved. Page I of 20 ESR-3027 I Most Widely Accepted and Trusted Page 2 of 20 the top of the head with a six point star configuration. The anchor is manufactured from carbon steel and is heat -treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KWIK HUS-EZ P (KH-EZ P) is available in 1/4 inch diameter. See Figure 4. 3.4 KWIK HUS EZ-E (KH.EZ E): The KWIK HUS-EZ E (KH-EZ E) anchors are comprised of a body with a long externally threaded (3/8 inch external thread) head. The anchor is manufactured from carbon steel and is heat -treated. It has a minimum 0.0003-inch-thick (8 pm) zinc coating in accordance with DIN EN ISO 4042. The KWIK HUS-EZ E (KH-EZ E) is available in Y4 inch diameter. See Figure 5. 3.5 Concrete: Normal -weight and lightweight concrete must conform to Sections 1903 and 1905 of the IBC. 3.6 Steel Deck Panels: Steel deck panels must comply with the configurations in Figure 8 and have a minimum base steel thickness of 0.035 inch (0.889 mm). Steel must comply with ASTIVI A653/A653M SS Grade 50 and have a minimum yield strength of 50,000 psi (345 MPa). 4.0 DESIGN AND INSTALLATION 4.1 Strength Design: 4.1.1 General: Design strength of anchors complying with the 2018 and 2015 IBC, as well as Section R301.1.3 of the 2018 and 2015 IRC must be determined in accordance with ACI 318-14 Chapter 17 and this report. Design strength of anchors complying with the 2012 IBC as well as Section R301.1.3 of the 2012 IRC must be determined in accordance with ACI 318-11 Appendix D and this report. Design strength of anchors complying with the 2009 IBC and Section R301.1.3 of the 2009 IRC must be determined in accordance with ACI 318-08 Appendix D and this report. Design parameters provided in Table 2 through Table 10 of this report are based on the 2018 and 2015 IBC (ACI 318-14) and 2012 IBC (ACI 318-11) unless noted otherwise in Sections 4.1.1 through 4.1.12. The strength design of anchors must comply with ACI 318-14 17.3.1 or ACI 318-11 D.4.1, as applicable, except as required in ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Strength reduction factors, 0, as given in ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, and noted in Tables 3, 4, 7 and 8 of this report, must be used for load combinations calculated in accordance with Section 1605.2 of the IBC and Section 5.3 of ACI 318-14 or Section 9.2 of ACI 318-11, as applicable. Strength reduction factors, 0, as given in ACI 318-11 D.4.4 must be used for load combinations calculated in accordance with ACI 318- 11 Appendix C. The value of f, used in the calculations must be limited to a maximum of 8,000 psi (55.2 MPa), in accordance with ACI 318-14 17.2.7 or ACI 318-11 D.3.7, as applicable. An example calculation in accordance with the 2018, 2015 and 2012 IBC is provided in Figure 9. 4.1.2 Requirements for Static Steel Strength in Tension, N.,.: The nominal static steel strength, Nsa, of a single anchor in tension calculated in accordance with ACI 318-14 17.4.1.2 or ACI 318-11 D.5.1.2, as applicable, is given in Tables 3 and 7 of this report. Strength reduction factors,0, corresponding to brittle steel elements must be used. 4.1.3 Requirements for Static Concrete Breakout Strength in Tension, NCb or Ncbg: The nominal concrete breakout strength of a single anchor or a group of anchors in tension, Ncb and N,bg, respectively, must be calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, with modifications as described in this section. The basic concrete breakout strength of a single anchor in tension, Nb, must be calculated in accordance with ACI 318-14 17.4.2.2 or ACI 318-11 D.5.2.2, as applicable, using the values of h,f and kc, as given in Tables 3 and 7 of this report. The nominal concrete breakout strength in tension in regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.2.6 or ACI 318-11 D.5.2.6, as applicable, must be calculated with the value of k,nc, as given in Tables 3 and 7 with WcN = 1 .0. For anchors installed in the lower or upper flute of the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 8, calculation of the concrete breakout strength in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, is not required. 4.1.4 Requirements for Static Pullout Strength in Tension, Np: The nominal pullout strength of a single anchor in accordance with ACI 318-14 17.4.3.1 and 17.4.3.2 or ACI 318-11 D.5.3.1 and D.5.3.2, as applicable, in cracked and uncracked concrete, Npc,, and Np,,,c,, respectively, is given in Tables 3 and 7. In lieu of ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, Wc,p = 1.0 for all design cases. In accordance with ACI 318-14 17.4.3 or ACI 318-11 D.5.3, as applicable, the nominal pullout strength in cracked concrete may be adjusted according to Eq.-1: n Np,f,, � Np,cr ( 2,5 c ) (lb, psi) (Eq-1) n Np,fc' � Np,cr .2) (N, MPa) where fc is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 1/4-inch-diameter anchor at 15/8 inches nominal embedment in cracked concrete, n is 0.3. For all other cases, n is 0.5. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 D.5.3.6, as applicable, the nominal pullout strength in tension may be adjusted according to Eq-2: ( fc, n (lb, psi) (Eq-2) Np,f,' � Np,uncr 2,500) n c (N, MPa) Np,fc' = NP,uncr 17.2) where fc is the specified concrete compressive strength and n is the factor defining the influence of concrete compressive strength on the pullout strength. For the 1/4-inch-diameter anchor at a nominal embedment of 15/8 inches in uncracked concrete, n is 0.3. For all other cases, n is 0.5. Where values for Np,cr or Np,uncr are not provided in Table 3 or Table 7 of this report, the pullout strength in tension need not be considered. The nominal pullout strength in tension of the anchors installed in the soffit of sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, as shown in Figure 8, is provided in Table 5 for KWIK HUS-EZ and KWIK HUS-EZ P and Table 9 for KWIK HUS-EZ I and KWIK HUS-EZ E. In accordance with ACI 318-14 17.4.3.2 or ACI 318-11 D.5.3.2, as applicable, the nominal pullout strength in cracked concrete must be calculated according to Eq-1, whereby the value of Npdckc, must be substitute for Np,c, and the value of 3,000 psi (20.7 MPa) n Z15 ESR-3027 I Most Widely Accepted and Trusted Page 3 of 20 substituted for the value of 2,500 psi (17.2 MPa) in the denominator. In regions where analysis indicates no cracking in accordance with ACI 318-14 17.4.3.6 or ACI 318-11 5.3.6, as applicable, the nominal strength in uncracked concrete must be calculated according to Eq-2, whereby the value of Np,dck,,,,,, must be substituted for Np,unc, and the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. 4.1.5 Requirements for Static Steel Shear Capacity, Vsa: The nominal steel strength in shear, Va, of a single anchor in accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable is given in Tables 4 and 8 of this report and must be used in lieu of the values derived by calculation from ACI 318-14 Eq. 17.5.1.2b or ACI 318-11 Eq. D-29, as applicable. The strength reduction factor,0, corresponding to brittle steel elements must be used. The nominal shear strength Vsa,deck, of anchors installed in the soffit of sand -lightweight or normal -weight concrete filled steel deck floor and roof assemblies, as shown in Figure 8, is given in Table 5 for KWIK HUS-EZ and KWIK HUS-EZ P and Table 9 for KWIK HUS-EZ I and KWIK HUS-EZ E. Shear values for KWIK HUS-EZ I are for threaded inserts with Fu � 125 ksi. For use with inserts with F, less than 125 ksi, the shear values are multiplied by the ratio of F,, of insert and 125 ksi. 4.1.6 Requirements for Static Concrete Breakout Strength in Shear, Vb or Vbg: The nominal concrete breakout strength of a single anchor or group of anchors in shear, Vcb or Vcbg, respectively, must be calculated in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2, as applicable, with modifications as described in this section. The basic concrete breakout strength in shear, Vb, must be calculated in accordance with ACI 318-14 17.5.2.2 or ACI 318-11 D.6.2.2, as applicable, using the values of t. and d. (do) given in Tables 4 and 8. For anchors installed in the lower or upper flute of the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 8, calculation of the concrete breakout strength in accordance with ACI 318-14 17.5.2 or ACI 318-11 D.6.2 is not required. 4.1.7 Requirements for Static Concrete Pryout Strength in Shear, V,,p or Vcpg: The nominal concrete pryout strength of a single anchor or group of anchors, Vp or Vopg, respectively, must be calculated in accordance with ACI 318-14 17.5.3 or ACI 318-11 D.6.3, as applicable, using the coefficient for pryout strength, kcp provided in Tables 4 and 8 and the value of Ncb or Nbg as calculated in Section 4.1.3 of this report. For anchors installed in the lower or upper flute of the soffit of sand -lightweight or normal -weight concrete -filled steel deck floor and roof assemblies, as shown in Figure 8, calculation of the concrete pryout strength in accordance with ACI 318-14 17.5.3 orACI 318-11 D.6.3 is not required. 4.1.8 Requirements for Seismic Design: 4.1.8.1 General: For load combinations including seismic, the design must be in accordance with ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable. Modifications to ACI 318- 14 17.2.3 shall be applied under Section 1905.1.8 of the 2018 and 2015 IBC. For the 2012 113C, Section 1905.1.9 shall be omitted. Modifications to ACI 318-08 D.3.3 shall be applied under Section 1908.1.9 of the 2009 IBC, as applicable. The anchors comply with ACI 318-14 2.3 or ACI 318-11 D.1, as applicable, as brittle steel elements and must be designed in accordance with ACI 318-14 17.2.3.4 or 17.2.3.5; ACI 318-11 D.3.3.4 or D.3.3.5; ACI 318-08 D.3.3.5 or D.3.3.6, as applicable. 4.1.8.2 Seismic Tension: The nominal steel strength and nominal concrete breakout strength for anchors in tension must be calculated in accordance with ACI 318-14 17.4.1 and 17.4.2 or ACI 318-11 D.5.1 and D.5.2, respectively, as applicable, as described in Sections 4.1.2 and 4.1.3 of this report. In accordance with ACI 318-14 17.4.3.2 or ACI 318- 11 D.5.3.2, as applicable, the appropriate value for pullout strength in tension for seismic loads, NP,eq or NP,deckcr described in Tables 3 and 5 for KINK HUS-EZ and KWIK HUS-EZ P; and in Tables 7 and 9 for KWIK HUS-EZ I and KWIK HUS-EZ E, must be used in lieu of Np. Np,,,q or Np,d,ck,cr may be adjusted by calculations for concrete compressive strength in accordance with Eq-1 of this report in addition for concrete -filled steel deck floor and roof assemblies the value of 3,000 psi (20.7 MPa) must be substituted for the value of 2,500 psi (17.2 MPa) in the denominator. Where values for Np,,q are not provided in Tables 3 or 7 of this report, the pullout strength in tension for seismic loads need not be evaluated. 4.1.8.3 Seismic Shear: The nominal concrete breakout strength and pryout strength in shear must be calculated in accordance with ACI 318-14 17.5.2 and 17.5.3 or ACI 318-11 D.6.2 and D.6.3, respectively, as applicable, as described in Sections 4.1.6 and 4.1.7 of this report. In accordance with ACI 318-14 17.5.1.2 or ACI 318-11 D.6.1.2, as applicable, the appropriate value for nominal steel strength for seismic loads, V.,.,.q or Vse,deckeq described in Tables 4 and 5 for KINK HUS-EZ and KWIK HUS-EZ P; and in Tables 8 and 9 for KWIK HUS-EZ I and and KWIK HUS-EZ E, must be used in lieu of V,,,,. 4.1.9 Requirements for Interaction of Tensile and Shear Forces: For anchors or groups of anchors that are subject to the effects of combined tensile and shear forces, the design must be determined in accordance with ACI 318- 14 17.6 or ACI 318-11 D.7, as applicable. 4.1.10 Requirements for Minimum Member Thickness, Minimum Anchor Spacing and Minimum Edge Distance: In lieu of ACI 318-14 17.7.1 and 17.7.3 or ACI 318-11 D.8.1 and D.8.3, as applicable, values of smin and cmin, respectively, as given in Tables 2 and 6 of this report must be used. In lieu of ACI 318-14 17.7.5 or ACI 318-11 D.8.5, as applicable, minimum member thicknesses, hmin as given in Tables 2 and 6 must be used. Additional combinations for minimum edge distance, cmi,,, and minimum spacing distance, smin, may be derived by linear interpolation between the given boundary values as defined in Tables 2 and 6 of this report. For anchors installed through the lower flute of the soffit of steel deck assemblies, the anchors must be installed in accordance with Figure 8 and shall have an axial spacing along the flute equal to the greater of 3hef or 1.5 times the flute width. For installations in the upper flute of the soffit of steel deck assemblies the anchors shall have an axial spacing along the flute equal to or greater than 3h�f. For 1/4-inch and 3/ 8-inch KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) anchors installed on the top of steel deck assemblies, values Of Cec.deck,top, Smin,deckjcp, and cmin,deckjop, as given in Table 10 of this report must be used. 4.1.11 Requirements for Critical Edge Distance, Cac: In applications where c < cac and supplemental reinforcement to control splitting of the concrete is not present, the concrete breakout strength in tension for uncracked concrete, calculated in accordance with ACI 318-14 17.4.2 or ACI 318-11 D.5.2, as applicable, must be furth'C16 ESR-3027 I Most Widely Accepted and Trusted Page 4 of 20 multiplied by the factor q-cp, N as given by Eq-3: q-,cp, N = C (Eq-3) Cac where the factor Wcp.N need not be taken as less than 111h-�. For all other cases, q-,p,N = 1.0. In lieu of using Cac ACI 318-14 17.7.6 or ACI 318-11 D.8.6, as applicable, values Of cac must comply with Tables 3 and 7. 4.1.12 Lightweight Concrete: For the use of anchors in lightweight concrete, the modification factor Aa equal to 0.8A is applied to all values of Ff" affecting Nn and Vn- For ACI 318-14 (2018 and 2015 IBC), ACI 318-11 (2012 IBC) and ACI 318-08 (2009 IBC), A shall be determined in accordance with the corresponding version ofACI 318. For anchors installed in the soffit of sand -lightweight concrete -filled steel deck and floor and roof assemblies, further reduction of the pullout values provided in this report is not required. 4.2 Allowable Stress Design (ASD): 4.2.1 General: Design values for use with allowable stress design load combinations calculated in accordance with Section 1605.3 of the IBC must be established using the following equations: T.11..b1e,ASD = ONn (Eq-4) a V.1k.able,ASD = On (Eq-5) a where: Tellowable,ASD = Allowable tension load (lb, N) VallowablaASD = Allowable shear load (I b, N) ONn Lowest design strength of an anchor or anchor group in tension as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable. For the 2012 IBC, Section 1905.19 shall be omitted. OVn Lowest design strength of an anchor or anchor group in shear as determined in accordance with ACI 318-14 Chapter 17 and 2018 and 2015 IBC Section 1905.1.8, ACI 318-11 Appendix D, ACI 318-08 Appendix D and 2009 IBC Section 1908.1.9, and Section 4.1 of this report, as applicable. For the 2012 IBC, Section 1905.19 shall be omitted. Conversion factor calculated as a weighted average of the load factors for the controlling load combination. In addition, a must include all applicable factors to account for nonductile failure modes and required over -strength. Limits on edge distance, anchor spacing and member thickness as given in Tables 2 and 6 of this report must apply. An example of Alowable Stress Design tension values is given in Table 11 and Figure 9. 4.2.2 Interaction of Tensile and Shear Forces: The interaction must be calculated and consistent with ACI 318-14 17.6 or ACI 318 (-11, -08) D.7, as follows: For shear loads V.Apffid :5 02Vallowable,ASD, the full allowable load in tension T.11babi.,ASD shall be permitted. For tension loads T.,ppfid :5 0.2TallowableAW, the full allowable load in shear Valbwabla,ASD shall be permitted. For all other cases: Tappliad + Vapplied < 1.2 (Eq-6) Tallowable,ASD Vallowable,ASD 4.3 Installation: Installation parameters are provided in Tables 1, 2, 6 and 10 and Figures 1, 7A, 7B, 7C, 7D and 8. Anchor locations must comply with this report and plans and specifications approved by the code official. The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) must be installed in accordance with the manufacturer's published instructions and this report. In case of conflict, this report governs. Anchors must be installed in holes drilled into concrete perpendicular to the surface using carbide -tipped masonry drill bits complying with ANSI B212.15-1994 or using the Hilti SafeSet SysteMTM . The Hilti SafeSet SysteMTM is comprised of Hilti TE-YD or TIE -CD Hollow Drill Bits with a Hilti vacuum with a minimum value for the maximum volumetric flow rate of 129 CFM (61 t1s). The Hollow Drill Bits are not permitted for use with the 1/4-inch- and 3/8-inch-diameter anchors. The nominal drill bit diameter must be equal to that of the anchor. The minimum drilled hole depth, ho, is given in Tables 2, 5, 6 and 9. When drilling dust is not removed after hole drilling, make sure to drill deep enough to achieve h., taking into account the depth of debris remaining in the hole. If dust and debris is removed from the drilled hole with the Hilti TE-YD or TE-CD Hollow Drill Bits or compressed air, vacuum, or a manual pump, h,,(,,, is achieved at the specified value of ho.. The anchor must be installed into the predrilled hole using a powered impact wrench or installed with a torque wrench until the proper nominal embedment depth is obtained. The maximum impact wrench torque, Timpactmax and maximum installation torque, Tinst,max for the manual torque wrench must be in accordance with Tables 2 and 6. The KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS- EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) may be loosened by a maximum of one turn and retightened with a torque wrench or powered impact wrench to facilitate fixture attachment or realignment. Complete removal and reinstallation of the anchor is not allowed. For installation in the soffit of concrete on steel deck assemblies, the hole diameter in the steel deck must not exceed the diameter of the hole in the concrete by more the 1/8 inch (3.2 mm). For member thickness and edge distance restrictions for installations into the soffit of concrete on steel deck assemblies, see Figure 8. For installation of 1/4-inch and 3/8-inch KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) anchors on the top of steel deck assemblies, see Table 10 for installation setting information. 4.4 Special Inspection: Periodic special inspection is required, in accordance with Section 1705.1.1 and Table 1705.3 of the 2018 and 2015 IBC and 2012 IBC; Section 1704.15 of the 2009 IBC, as applicable. The special inspector must be on the site periodically during anchor installation to verify anchor type, anchor dimensions, hole dimensions, concrete type, concrete compressive strength, drill bit type and size, hole dimensions, hole cleaning procedures, anchor spacing(s), edge distance(s), concrete member thickness, anchor embedment, installation torque, impact wrench power and adherence to the manufacturer's printed installation instructions and the conditions of this report (in case of conflict, this report governs). The special inspector must bC17 ESR-3027 I Most Widely Accepted and Trusted Page 5 of 20 present as often as required in accordance with the "statement of special inspection." Under the IBC, additional requirements as set forth in Sections 1705, 1706 and 1707 must be observed, where applicable. 5.0 CONDITIONS OF USE Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) concrete anchors described in this report are suitable alternatives to what is specified in, those codes listed in Section 1.0 of this report, subject to the following conditions: 5.1 The anchors must be installed in accordance with the manufacturer's published installation instructions and this report. In case of conflict, this report governs. 5.2 Anchor sizes, dimensions, and minimum embedment depths are as set forth in this report. 5.3 Anchors must be installed in accordance with Section 4.3 of this report in uncracked or cracked normal -weight concrete and lightweight concrete having a specified compressive strength, Fc, of 2,500 psi to 8,500 psi (17.2 MPa to 58.6 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1], and cracked and uncracked normal -weight or sand -lightweight concrete over metal deck having a minimum specified compressive strength, Fc, of 3,000 psi (20.7 MPa) [minimum of 24 MPa is required under ADIBC Appendix L, Section 5.1.1]. 5.4 The value of & used for calculation purposes must not exceed 8,000 psi (55.2 MPa). 5.5 The concrete must have attained its minimum design strength prior to installation of the anchors. 5.6 Strength design values must be established in accordance with Section 4.1 of this report. 5.7 Allowable stress design values must be established in accordance with Section 4.2 of this report. 5.8 Anchor spacing(s) and edge distance(s), and minimum member thickness, must comply with Table 2 and Figure 8 of this report. 5.9 Reported values for the KWIK HUS-EZ I (KH-EZ 1) with an internally threaded hex washer head do not consider the steel insert element which must be verified by the design professional. Shear design values in this report for the KWIK HUS-EZ I (KH-EZ 1) are for threaded inserts with Fu equal to or greater than 125 ksi. For use with inserts with Fu less than 125 ksi, the shear values are multiplied by the ratio of Fu of insert and 125 ksi. 5.10 Prior to installation, calculations and details demonstrating compliance with this report must be submitted to the code official. The calculations and details must be prepared by a registered design professional where required by the statutes of the jurisdiction in which the project is to be constructed. 5.11 Since an ICC-ES acceptance criteria for evaluating data to determine the performance of anchors subjected to fatigue or shock loading is unavailable at this time, the use of these anchors under such conditions is beyond the scope of this report. 5.12 Anchors may be installed in regions of concrete where cracking has occurred or where analysis indicates cracking may occur (fXr), subject to the conditions of this report. 5.13 Anchors may be used to resist short-term loading due to wind or seismic forces, subject to the conditions of this report. 5.14 Anchors are not permitted to support fire -resistance - rated construction. Where not otherwise prohibited in the code, anchors are permitted for use with fire -resistance -rated construction provided that at least one of the following conditions is fulfilled: Anchors are used to resist wind or seismic forces only. Anchors that support gravity load -bearing structural elements are within a fire -resistance -rated envelope or a fire -resistance -rated membrane, are protected by approved fire -resistance -rated materials, or have been evaluated for resistance to fire exposure in accordance with recognized standards. e Anchors are used to support nonstructural elements. 5.15 Anchors have been evaluated for reliability against brittle failure and found to be not significantly sensitive to stress -induced hydrogen embrittlement. 5.16 Use of KH-EZ, KH-EZ P, KH-EZ E, and KH-EZ I carbon steel anchors is limited to dry, interior locations. 5.17 Special inspection must be provided in accordance with Sections 4.4. 5.18 KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) anchors are manufactured by Hilti AG, under a quality control program with inspections by ICC-ES. 6.0 EVIDENCE SUBMITTED Data in accordance with the ICC-ES Acceptance Criteria for Mechanical Anchors in Concrete Elements (AC193), dated October 2017, which incorporates requirements in ACI 355.2-07 / ACI 355.2-04, for use in cracked and uncracked concrete; and quality control documentation. 7.0 IDENTIFICATION 7.1 HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) anchors are identified by packaging with the company name (Hilti, Inc.) and contact information, anchor name, anchor size, and evaluation report number (ESR-3027). The anchors with hex washer head have KH-EZ, HILTI, and anchor size and anchor length embossed on the anchor head. Identifications are visible after installation, for verification. 7.2 The report holder's contact information is the following: HILTI INC. 7250 DALLAS PARKWAY, SUITE 1000 PLANO, TEXAS 75024 (800) 879-8000 wwwus.hilti.com HiltiTechEn_q(&us.hilti.com C18 ESR-3027 I Most Widely Accepted and Trusted Page 6 of 20 TABLE I-KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E) AND KWIK HUS-EZ I (KH-EZ 1) PRODUCT INFORMATION Name and Size Diameter Total Length - under the anchor head (1.,,h) Minimum Nominal Embedment (h..) KH-EZ '/,'xl 5/1" 1 1/ 4. 1/4' (1/4" UNC-20 -internal Thread Length - .375') 15/8. 15/8, KH-EZ 1/4'X1 5/,, 1 3/8. 1/4' (3/,' UNC-16 -Internal Thread Length -.453") 15/," 15/8" KH-EZ 1/4" X2 1/2' 1 1/ 4 . 1/ 4 (1/4' UNC-20 -internal Thread Length - .375') 21/2. 21/2. KH-EZ'/4'X2 1/2 3/ 8 . 1/ 4 (3/8, UNC-16 -internal Thread Length - .453') 21/2. 21/2. KH-EZ 3/," x2l/," 1 1/2. 3/1" (1/2" UNC-13- Internal Thread Length -.508") 21/," 21/e" KH-EZ P '/4.X1 7/1. 1/4. 1 7/8. 1 5/8. KH-EZ P 1/4"X2'/I. 1/4. 2/8" 15/8. KH-EZ E 1/4"X15/8. 1/4 (3/8, UNC-16 -External Thread Length -.453') 15/8. 15/8. KH-EZ 1/4"X1 7/1. 1/4. 17/8. 15/8. KH-EZ 1/4.X2%. 1/4. 25/8' 15/8" KH-EZ 1/4'x3' 1/4. 3' 15/8, KH-EZ 1/4'x3l/2. 1/4. 31/2. 15/8. KH-EZ 1/4.X4. 1/4. 4' 15/8. KH-EZ 3/8.X,7/8. 3/8. /8 15/8, KH-EZ 3/8"X21/8. 3/8. 21/e' 15/8. KH-EZ 3/8 "xX 3/8. 3' 21/2. KH-EZ 3/8"x3l/2. 3/8. 31/2. 21/2. KH-EZ 3/8,X4. 3/8. 4' 31/4. KH-EZ 3/8'x5' 3/8. 5' 31/4. KH-EZ 1/2'x2l/2. 1/2. 21/2. 21/4. KH-EZ 1/2'x3' 1/2. 3' 21/4. KH-EZ 1/2'x3l/2" 1/2. 31/2. 3' KH-EZ 1/2'X4' 1/2. 4' 3' KH-EZ'/2.X41/2. 1/2. 41/2. 3' KH-EZ 1/2'x5" 1/2. 5' 3' KH-EZ'/2'x6' 1/2. 6' 3' KH-EZ 5/8'x3l/2. 5/ 8. 31/2. 31/4. KH-EZ 5/8"W 5/8. 4' 31/4. KH-EZ 5/8'x5l/2. 5/8. 51/2. 31/4. KH-EZ 5/8'x6l/2. 5/8. 61/2. 31/4. KH-EZ 5/8'x8' 5/ 8. 8' 31/4. KH-EZ 3/4"X41/2" 3/4. 41/2. 4' KH_EZ 3 /4'x5l/2" 3 /4. 51/2. 4' KH-EZ 3/4"x7' 3/4 7' 4' KH-EZ 3/4'x8' 3/4 8' 4' KH-EZ 3/4"X9" 3/4. 9. 4' For SI: 1 inch = 25.4 mm. C19 ESR-3027 I Most Widely Accepted and Trusted Page 7 of 20 1, FIGURE 1-4(WIK HUS EZ ANCHOR FIGURE 2—HILTI KWIK HUS EZ CONCRETE SCREW ANCHOR FIGURE 4—HILTI KWIK HUS EZ P ANCHOR �P�a FIGURE 3—HILTI KWIK HUS-EZ I ANCHOR I Pt 4x FIGURE 5--HILTI KWIK HUS-EZ E ANCHOR FIGURE 6--HILTI SAFESEf'm AND DUST REMOVAL SYSTEMS C20 ESR-3027 I Most Widely Accepted and Trusted Page 8 of 20 1/2, 5/8, and 3/4 W-.!W only kM FIGURE 7A—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ (KH-EZ) X47 FIGURE 713—INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ I (KH-EZ 1) FIGURE 7C - INSTALLATION INSTRUCTIONS - HILTI KWIK HUS EZ P (KH-EZ P) FIGURE 7D - INSTALLATION INSTRUCTIONS - HILTI KWIK HUS-EZ E (KH-EZ E) C21 ESR-3027 I Most Widely Accepted and Trusted Page 9 of 20 TABLE 2-KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ P (KH-EZ P) INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' NominalAnchor Diameter (inches) Characteristic Symbol Units 114 3/, 1/2 6/8 3/4 Head Style Hex or P Hex Head I Hex Head Hex Head Hex Head Hex Head Head Nominal Diameter d. in. 1/4 3/8 1/2 5/8 3 /4 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Drill Bit Diameter dbit in. 1/4 3/8 1/2 5/8 3/4 (mm) (6.4) (9.5) (12.7) (15.9) (19.1) Minimum Baseplate dh in. 3/8 1/2 5/8 3/4 7/8 Clearance Hole Diameter (mm) (9.5) (12.7) (15.9) (19.1) (22.2) Maximum Installation 4 ft-lbf 18 19 40 45 85 95 Torque ax (Nm) (24) (26) (54) (61) (115) (129) Maximum Impact Wrench TIMPaCtImax ft-lbf 114 137 114 450 137 450 590 590 Torque Rating3 (Nm) (155) (186) (155) (610) (186) (610) (800) (800) Minimum Nominal in. 15/8 21/2 15/8 21/8 21/2 3'/ 4 2'/4 3 4'/4 3'/ 4 5 4 04 Embedment depth h-m (mm) (41) (64) (41) (54) (64) (83) (57) (76) (108) (83) (127) (102) (159) Effective Embedment Depth h.t in. 1.18 1.92 1.11 1.54 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 4.84 (mm) (30) (49) (28) (39) (47) (64) (39) (55) (82) (61) (99) (74) (123) in. 2 2'/8 08 23/8 23/4 3'/ 2 25/8 3"/8 45/8 35/8 53/8 43/8 08 Minimum Hole Depth h� (mm) 1 (51) (73) 1 (48) 1 (60) (70) (89) (67) (86) (117) 1 (92) 1(137) (111)1(168) Critical Edge Distance 2 c- in. 2.00 2.78 2.6 2.75 2.92 3.75 2.75 3 , 75 5.25 1 3.63 5.82 4.41) � 7.28 (mm) (51) (71) (67) (70) 1 (74) (95) (70) (95) (133) (92) (148) (112 (185) Minimum Spacing at Critical 5 in. 1.50 2.25 3.0 Edge distance 2 Sminxs� (mm) (38) (57) (76) Minimum Edge Distance 2 Cmin 5 in. 1.50 1.75 (mm) (38) (44) Minimum Spacing Distance 5 in. 3.0 4.0 at Minimum Edge Distance 2 Smin (mm) (76) (102) Minimum Concrete hmin in. 3.25 1 4.125 3.25 3.67 1 4 14.75 4.5 4.75 6.75 -5 7 6 8.125 Thickness (mm) (83) (105) (83) (93) (102) (121) 114 (121) (171) (127) (178) (152);, (206) Wrench socket size in. 7/16 9/16 3/4 15/16 11/8 (mm) (11.1) (14.3) (19.1) (23.8) (28.6) in. 0.17 (P Head) 0.35 0.49 0.57 0.70 Max. Head height 0.24 (Hex Head) (mm) (4.3) P Head (6.1) Hex Head (8.9) (12.4) (14.5) (17.8) Effective tensile stress area Asa in.2 0.045 0.086 0.161 0.268 0.392 (MM2) (29.0) (55.5) (103.9) (172.9) (252.9) Minimum specified ultimate fo. psi 125,000 106,975 1 120,300 112,540 90,180 81,600 strength (MPa) (862) (738) (829) (776) (622) (563) For SI: 1 inch = 25.4 mm, 1 fl4bf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in 2 = 645 MM2, 1 Iblin = 0. 175 N/mm. 'The data presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 For installations through the soffit of steel deck into concrete (see Figure 8) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 3 Because of variability in measurement procedures, the published torque of an impact tool may not correlate properly with the above setting torques. Over -torquing can damage the anchor and/or reduce its holding capacity. 4 Tinst,max applies to installations using a calibrated torque wrench. sAdditional combinations for minimum edge distance, c�i�, and minimum spacing distance, smj� or smi,_ may be derived by linear interpolation between the given boundary values. C22 ESR�3027 I Most Widely Accepted and Trusted Page 10 of 20 TABLE 3-HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ P (KH-EZ P) TENSION STRENGTH DESIGN DATA' 2,4,7 Nominal Anchor Diameter(Inches) Characteristic Symbol Units 114 '/2 14 T- Anchor Category 3 1 1, 2 or 3 Head Style Hex Head Hex Hex Hex Hex Hex or P Head Head Head Head Head Head Nominal h, 11�'/� 2'/2 1 1�78 1 F 2 1/8 2'/2 1 3-/4 1 2'/4 31 1 1 3'/� 1 5 4 6'/4 1 Embedment Depth (M'nm)] (41) (64) (41) (54) (64) (83) (57) t 76 t4'/�j 108 t83� MM M091 (159) Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 D.5.1) Tension Resistance N�. 5 5,660 9,200 10,335 18,120 24,2,10 32,015 of Steel N' 25) (41) (46) (81) (10§1 (142) Reduction Factor for Steel Strength 3,8 0,9 0.65 Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 D.5.2) Effective h.f in. 1.18 1.92 1.11 1.54 1�8 12 1.52 1 2.16 3.2 2.39 3.88 2.92 4.84 Embedment Depth _ (mm) (30) (49) (28) (39) 716 1�50 , 4 , (39) (55) 1 (82) (61) (99) (74) (123) Critical Edge in. 2.00 2.78 2.63 2.75 2.92--T-3-.75 2.75 3.75 5.25 3.63 5.82 4.41 -7.28 Distance c8c (mm) (51) (71) (67) (70) (74) (95) (70) (95) (133) (92) (148) (112) (185) Effectiveness Factor - Uncracked kuncr 24 27 Concrete Effectiveness Factor kCT - Cracked Concrete 17 Modification factor for cracked and Yj�,N 1.0 uncracked concrete.6 Reduction Factor for Concrete Breakout Ocb 045T 0.65 Strength 2,3 Pullout Strength In Tension (Non Seismic Applications) (ACI 318-14 17.4.3 or AC1318-11 D.5.3) Characteristic lbf. 6 1,305 2,3505 pullout strength, uncracked concrete Np,W 7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (2,500psi) (kN) (5.8) (10.5) Characteristic lbf. 6656 1,165' 725' pullout strength, cracked concrete N,cr 7 N/A N/A N/A N/A N/A N/A N/A N/A N/A N/A (2500 psi) (kN) (3.0) (5.2) (3.2) Reduction factor for pullout strength 2,3 OP 0.45 0.65 Pullout Strength In Tension (Seismic Applications) (ACI 318-14 17.4.3 or ACI 318-11 D.5.3) Characteristic I bf. 5356 1,165' 725' Pullout Strength, Seismic 7 N,eq N/A N/A N/A N/A N/A N/A (2,500 psi) (kN) (2.4) (5.2) (3.2) Reduction Factor for Pullout Strength 2,3 0-q 0.45 0.65 (2,500 psi) Axial Stiffness In Service Load Range Uncracked Concrete O.WT 760,000 - lb/in. - Cracked Concrete Ocr 293,000 For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 iW4 = 645 mmz, 1 Win = 0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or 113C Section 1605.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate ofactor, as applicable. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of Omust be determined in accordance with ACI 318-11 D.4.4. 4 In this report, N/A denotes that pullout resistance does not govern and does not need to be considered. sThe characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f�12,500)0 5 for psi or (f,11 7.2)0' for MPa. 6The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f,12,500)0 3 for psi or (f.11 7.2) 0-3 for MPa. 7 For lightweight concrete, calculate values according to Section 4.1.12 of this report. 8The KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. C23 ESR-3027 I Most Widely Accepted and Trusted Page 11 of 20 TABLE 4-HILTI KWIK HUS-EZ (KH-EZ), AND KWIK HUS-EZ P (KH-EZ P) SHEAR STRENGTH DESIGN DATA' I Nominal Anchor Diameter (Inches) Characterist ic Symbol Units 1/4 3/8 F- 3/4 Hex Head Hex Head Style and P Head Hex Head Head Anchor Category 1,2 or 3 3 1 in. 1 5/8 21/2 1 8 21/8 2'/2 31/4 21/4 3 31/, 4 61/4 Embedment Depth h_, 1 1 1 (mm) (41) (64) (41) (54) (64) (83) (57) 76 (411,) 108 (83) (15 27)�(10J(159) Steel Strength In Shear (ACI 318-14 17.5.1 or ACI 318-11 D.6.1 )4,6 Shear Resistance of Vsa lbf. 1,550 3,670 5,185 9,245 11,220 16,660 Steel - StatiC4 (kN) (6.9) (16.3) (23.1) (41.1) (49.9) (74.1) Shear Resistance of V�,&Q lbf. 1,395 3,670 3,110 5,545 6,735 11,555 Steel - SeiSMiC4 (kN) (6.2) (16.3) (13.8) (24.7) (30.0) (51.4) Reduction Factor for 5 Ose 0.60 Steel Strength3 Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 D.6.2) Nominal Diameter d� in. 0.250 0.375 0.500 0.625 0.750 (mm) (6.4) (9.5) (19.1) Load Bearing in. 7.18 1.92 1.11 1.54 1.86 1 2.50 1.52 � 2.16 13.22 12.39 13.88 2.921 4.84 Length of Anchor (mm) (30) 1 (49) (28) ('39' (64) (39) (55) 1(82) 1 (61) 1 (99) (74) (123) Reduction Factor for Concrete Breakout Ocb 0.70 Strength 2,3 Concrete Pryout Strength in Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for Pryout Strength cp 1.0 1.0 1.0 1.0 1.0 2.0 1.0 1.0 2.0 1.0 2.0 2.0 2.0 F-Reduction Factor for Pryout S rength 21 O�p 0.70 For Si. 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in 2 = 645 MM2, 1 lb/in = 0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2, as applicable, are used and the requirements of ACI-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate 0 factor, as applicable.. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. 4 Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.5.1.2b of ACI 318-14 or equation D-29 of ACI 318-11, as applicable. 5The KWIK HUS-EZ (KH-EZ) and KWIK HUS-EZ P (KH-EZ P) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. C24 ESR-3027 I Most Widely Accepted and Trusted Page 12 of 20 TABLE 5-HILTI KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ P (KH-EZ P) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIESI,5,6,7 Lower Flute _T UppW Flute Anchor Diameter Characteristic Symbol Units /8 '/2 % /4 34 '/2 Hex Head Style Head Hex Hex Head and P Head Head Embedment h,_ in. 1*/6 2'/2 11�' 8 2'/2 3'/4 2'/, 3 41/, 3'/4 5 4 1'/, 2'/2 1 */6 2'/2 2'/4 - mm (41) (64) (41) (64) (83) (57) (76) (57) (83) (127)1(102) (64) (41)_ (64) (57) Minimum Hole Depth h, in. 2 2 1/8 1 '/,, 23/4 3'/2 25/8 33/8 45/8 3*/,, 541, 4416 _(41) 2 2'/ 6 1'/8 2'/8 2'/8 - (mm) (51) (73) (47) (70) (83) (67) (86) (117) (92) (137) (111) (51) (73) (48) (73) (67) Effective Embedment he in. 1.18 1.92 1.11 1.86 2.50 1.52 2.16 3.22 2.39 3.88 2.92 1.18 1.92 1.11 1.86 1.52 Depth (mm) (30) (49) (28) (47) (64) (39) (55) (82) (61) (99) (74) (30) (49) (28) (47) (39) Pullout Resistance Np,deck,unc, lbf. 1,210 1,875 1,300 2,240 3,920 1,305 3,0605,360 4,180 9,495 4,180 1,490 1,960 1,490 2,920 1,395 .(uncracked concrete )2 (kN) (5.4) (8.3) (5-8) 112�a (17.4) (5-8) (13.6) (23.8) (18.6)1(42.2) (18.6) (6.6) 1 (8.7) (6.6) 1 (13.0) 1 (6.2) Pullout Resistance lbf. 620 930 810 1,59012,780 820 1,9303,375 2,630 5,980 2,630 760 975 1 ' 185 2,070 985 (cracked concrete and seismic loads)3 Np,deck,c, (kN) (2.8) (4.1) (3.6) (7.1) (12.4) (3.6) (8.6) (15.0) (11.7) (26.6) � (11.7) (3.4) (4.3) (5.3) (9.2 (4.4) 1 Steel Strenpth in Vs�,d�lk lbf. 1,205 2,210 1,510 1,510 3,605 1,605 2,9203,590 3,470 4,190 3,760 1,205 3,265 3,670 6, 7,8�_O Shear . (kN) (5.4) 1 (9.8) 1 (6.7) (6.7) (16-0), (7.1) 13 30 0 16.0) (15.4) (18.6) 6. 1 (5.4) (16.3) (27.1) (34.9) Steel Strength in Vsa,deck,eq lbf. 905 11,9901 905 905 2,165 I 965 �11, _�7�_10 2, 15 5 2,080 2,515 2,610 11,080 _Lj� 2,940 3,670 3,650 4,710 Shear, Seismic I ( k N (4.0) (8.9) 1 (4.0) (4.0) (9.6) (4.3) (�.8f (7.8) (9.6) (9.3) (11.2) (11.6) (4.8) (13.1) (16.3) (16.2) (21.0) For SI: I inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in 2 = 645 MM2, 1 lb/in = 0. 175 N/mm. 'installation must comply %vith Sections 4.1.10 and 4.3 and Figure 8 of this report. 2 The values listed must be used in accordance Wth Section 4.1.4 of this report. 3 The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 4 The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. �`The values for 0, in tension can be found in Table 3 of this report and the values for O� in shear can be found in Table 4 of this report. 6For the 1/4�inch-diameter (KH-EZ) at 21/2-inch nominal embedment and the 3/8-inch- through 3 /4-inch-diameter anchors the characteristic �ullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f,13,000)' for psi or �,r,12o. 7)112 for M Pa. For the 1/4-inch-diameter anchors (KH-EZ and KH-EZ P) at 15/8-inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (r.13,000)" for psi or (fc/20.7) 0.3 for M Pa. C25 ESR-3027 I Most Widely Accepted and Trusted Page 13 of 20 TABLE 6—KWIK HUS-EZ E (KH-EZ E) AND KWIK HUS-EZ I (KH-EZ 1), INSTALLATION INFORMATION AND ANCHOR SPECIFICATION' Nominal Mchor Diameter (inches) Characteristic Symbol Units 114 (KH-EZ I and KH4EZ E) (KH-EZ 1) Head Style Internally (1) or Externally (E) Threaded Internally (1) Nominal Diameter cf� in. 114 3/8 (mm) (6.4) (9.5) Drill Bit Diameter dm in. 114 -1/ -� (mm) (6.4) (9.5) Maximum Installation Torque Ti_t,.8�4 ft-lbf 18 40 (Nm) (24) (54) Maximum Impact Wrench Torque Rating3 Tmpadm- ft-lbf 114 137 450 (Nm) (155) (186) (610) Minimum Nominal Embedment depth -- h_ in. T/;-- 2'/2 2'/8 (mm) (41) (64) (54) Effective Embedment Depth h.f in. 1.18 1.92 1.54 (mm) (30) (49) (39) Minimum Hole Depth h� in. 2 2/8 2'/8 (mm) (51) (73) (60) Critical Edge Distance 2 cac in. 2.00 2.78 2.75 (mm) (51) (71) (70) Minimum Spacing at CHtical Edge 6 in. 1.50 2.25 distance 2 Smoxec (MM) (38) (57) Minimum Edge Distance 2 C min 6 in. 1.50 1.50 (mm) (38) (38) Minimum Spacing Distance at Minimum 6 in. 3.0 3.0 Edge Distance 2 Smin (mm) (76) (76) Minimum Concrete Thickness hmin in. 3.25 1 4.125 3.625 (mm) (83) (105) (92) '14" Internal Thread in. 1/8 N/A (mm) (9.5) Wrench socket size — 3/8� Internal Thread in. 1/2 N/A KH-EZ I Model (mm) (12.7) '/2" Internal Thread in. N/A J14 (mm) (19.1) Wrench socket size — in. 1/2 KH-EZ E Model (mm) m) Ein. (35) N/A Max. Head height KH-EZ E Model 3/ 8" External thread 1 3/, N/A mm (15.9) 114" Internal Thread in. �1/8 N/A (mm) Max. Head height — 3/8" Internal Thread in. 11/16 N/A KH-EZ I Model (mm) (17.5) Y2" Internal Thread in. N/A (mm) (19.1) Effective tensile stress area in.' 0.045 0.086 (mm2) (29.0) (55.5) Minimum specified ultimate strength psi 125,000 106,975 (MPa) (862) (738) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in 2 = 645 MM2, 1 lb/in = 0.175 N/mm- 'The data presented in this table is to be used in conjunction with the design criteria of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 For installations through the soffit of steel deck into concrete (see Figure 8) anchors installed in the lower flute may be installed with a maximum 1 inch offset in either direction from the center of the flute. 3 Because of variability in measurement procedures, the published torque of an impact tool may not correlate properly with the above setting torques. Over -torquing can damage the anchor and/or reduce its holding capacity. 4 Tinstm� applies to installations using a calibrated torque wrench. 'The KWIK HUS-EZ I (KH-EZ 1) and KWIK HUS-EZ E (KH-EZ E) versions are driven directly to the supporting member surface. 6 Additional combinations for minimum edge distance, c.i., and minimum spacing distance, smin or smincac, may be derived by linear interpolation between the given boundary values. C26 ESR-3027 I Most Widely Accepted and Trusted Page 14 of 20 TABLE 7—KWIK HUS-EZ E (KH-EZ E) AND KWIK HUS-EZ I (KH-EZ 1) TENSION STRENGTH DESIGN DATA' 2,4.7 Worninal Anchor Dimension Characteristic Symbol Units 114 318 (KH4EZ I and KH-EZ E) (KH-EZ 1) Anchor Category 1, 2 or 3 1 1 Head Style Internally (1) or Externally (E) Threaded Internally (1) Nominal Embedment Depth h� in. 1 �/, 2'/2 2'/8 (mm) (64) (54) -(41) Steel Strength in Tension (ACI 318-14 17.4.1 or ACI 318-11 D.5.11) Tension Resistance of Steel Nse lbf. 5,660 9,200 (kN) (25) (41) Reduction Factor for Steel Strength" Osa 0.65 Concrete Breakout Strength in Tension (ACI 318-14 17.4.2 or ACI 318-11 D.5.2) Effective Embedment Depth h.f in. 1.18 1.92 1.54 (mm) 30) (49) (39) Critical Edge Distance Cac in. 2.00 2.78 2.75 (mm) (51) (71) (70) Effectiveness Factor - Uncracked Concrete kuncr 24 Effectiveness Factor - Cracked Concrete kcr 17 Modification factor for cracked and uncracked concrete6 tp" 1.0 Reduction Factor for Concrete Breakout -Strength 2,3 O�b 0.45 0.65 0.65 Pullout Strength in Tension (Non Seismic Applications) (ACI 318-14 17.4.3 or AC1318-11 D.5.3) Characteristic pullout strength, uncracked N, lbf. 1,305'5 2,350' N/A -concrete (2,500psi) _7 (kN) (5.8) (10.5) Characteristic pullout strength, cracked 7 Np., lbf. 6656 1,1655 N/A -concrete (2500 psi) (kN) (3.0) (5.2) Reduction factor for pullout strength 2,3 OP 0.45 0.65 0.65 Pullout Strength in Tension (Seismic Applications) (ACI 318-14 17.4.3 or ACI 318-11 D.5.3) Characteristic Pullout Strength, Seismic Np.eq 7 I lbf.___] 535j 1, 16 5' N/A (2,500 psi) (kN) (2.4) (5.2) Reduction Factor for Pullout Strength 2,3 (2,500 psi) 0-q 0.45 0.65 0.65 Axial Stiffness in Service Load Range Uncracked Concrete ---- lb/in. -1 760,000 (N/mm) (133,000) Cracked Concrete lb/in. 293,000 (N/mm) (51,275) For SI: 1 inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6 89 kPa, 1 in 2 = 645 MM2, 1 lb/in = 0.175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable; for anchors resisting seismic load combinations the additional requirements of ACI 318-14 17.2.3 or ACI 318-11 D.3.3, as applicable, shall apply. 2 Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2 are used and the requirements of ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate �factor, as applicable. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of � must be determined in accordance with ACI 318-11 D.4.4. 4 In this report, N/A denotes that pullout resistance does not govern and does not need to be considered. r'The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (f�12,500)0 5 for psi or (f.117.2)0 5 for MPa. "The characteristic pullout resistance for concrete compressive strengths greater than 2,500 psi may be increased by multiplying the value in the table by (fc12,500)0.3 for psi or (fcI17.2) 0.3 for MPa. 7 For lightweight concrete, calculate values according to Section 4.1.12 of this report. 8The KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. C27 ESR-3027 I Most Widely Accepted and Trusted Page 15 of 20 TABLE 8—HILTI KWIK HUS-EZ I (KH-EZ 1) AND KWIK HUS-EZ E (KH-EZ E), SHEAR STRENGTH DESIGN DATA' Nominal Anchor Diameter (Inches) - Characteristic Symbol Units 11 4 318 Head Style KH-EZ I and KH-EZ E (Internally or Externally Threaded) KH-EZ I (Threaded) Anchor Category 1,2 or 3 3 1 3 1 1 Embedment Depth h_ in. 15/8 2'/2 16/, 2'/ 2 21/, (mm) (41) (51) (41) (64) (54) Internal Thread Diameter - in. 1/4 3/8 r7 1/2 Steel Strength in Shear (ACI 318-14 17.5.1 or ACI 318-11 D.6.1) Shear Resistance of VS8 lbf. 1,360 1,315 1,885 Steel - Static (mm) (6.4) (9.5) (12.7) Shear Resistance of Vsa.�q lbf. 605 1,120 1,885 Steel - Seismic (kN) (2.7) (5.0) (8.4) Reduction Factor for -Steel Strength 3 Osa 0.60 Concrete Breakout Strength in Shear (ACI 318-14 17.5.2 or ACI 318-11 D.6.2) Nominal Diameter d� in. 0.250 0.375 (mm) (6.4) (9.5) Load Bearing in. 1.18 1.92 1.18 1.92 1.54 -Length of Anchor (mm) (30) (49) (30) (49) (39) Reduction Factor for 2 3 Concrete Breakout Strength O�b I I - 0.70 Concrete Pryout Strength In Shear (ACI 318-14 17.5.3 or ACI 318-11 D.6.3) Coefficient for -Pryout Strength k_ 1.0 1.0 1.0 1.0 1.0 Reduction Factor for -Pryout Strength 2,3 0�p 0.70 For SI: I inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in 2 = 645 MM2, 1 lb/in = 0. 175 N/mm. 'The data in this table is intended for use with the design provisions of ACI 318-14 Chapter 17 or ACI 318-11 Appendix D, as applicable. 2 Values of 0 in this table apply when the load combinations for ACI 318-14 Section 5.3, ACI 318-11 Section 9.2 or IBC Section 1605.2, as applicable, are used and the requirements of ACI-1 4 17.3.3 or ACI 318-11 D.4.3, as applicable, for Condition B are met. For situations where reinforcement meets the requirements of Condition A, ACI 318-14 17.3.3 or ACI 318-11 D.4.3, provides the appropriate 0 factor, as applicable.. 31f the load combinations of ACI 318-11 Appendix C are used, the appropriate value of 0 must be determined in accordance with ACI 318-11 D.4.4. 4 Reported values for steel strength in shear are based on test results per ACI 355.2, Section 9.4 and must be used for design in lieu of calculated results using equation 17.5.1.2b of ACI 318-14 or equation D-29 of ACI 318-11, as applicable. 'The KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) are considered brittle steel elements as defined by ACI 318-14 2.3 or ACI 318-11 D.1, as applicable. Minimum 3/4" See footnote 3 Max. 3" I nute (nage) Min. 12" (t� See footnote 4 Minimum 20 gauge steel deck See footnote 4 FIGURE 8—INSTALLATION OF KWIK HUS-EZ (KH-EZ) AND KWIK HUS-EZ I (KH-EZ 1) IN SOFFIT OF CONCRETE OVER STEEL DECK FLOOR AND ROOF ASSEMBLIES' 'Anchors may be placed in the upper or lower flute of the steel deck profile provided the minimum hole clearance is satisfied. Anchors in the lower flute may be installed with a maximum 1-inch offset in either direction from the center of the flute. The offset distance may be increased proportionally for profiles with lover flute widths greater than those shown provided the minimum lower flute edge distance is also satisfied. 2M inimum flute width for 1/4-inch diameter KH-EZ and KH-EZ I and '/,-inch diameter KH-EZ I is 37/8 inches. Minimum flute width for KH- F7 3/8-, '/2-. 5/8- and 1/�inch diameters is 41/2 inches. 3M inimum concrete thickness above u er flute for 1/44nch diameter KH-EZ and 3/6-inch KH-EZ I is 21/2 inches. Minimum concrete thickness above upper flute for KH-EZPP /8-, 1/2-, 5/8- and %-inch diameter is 3-1/4 inches. 4 M inimum distance from edge of flute to centerline of anchor for KH-EZ and KH-EZ I '/,inch diameter is 1 -inch. Minim um distance from edge of flute to centedine of anchor for KH-EZ 3/8-, Y�, 5/8- and 3/4-inch diameter is 11/4 inches. C28 ESR-3027 I Most Widely Accepted and Trusted Page 16 of 20 TABLE 9-KWIK HUS-EZ I (KH-EZ 1) AND KWIK HUS-EZ E (KH-EZ E) TENSION AND SHEAR DESIGN DATA FOR INSTALLATION IN THE UNDERSIDE OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES' 6,7 Lower Flute I I Upper Flute Characteristic Symbol Units Nominal Anchor Diameter '14 31-8 1/4 /8 Head Style Intemally (1) Threaded and Intemally Intemally (1) Threaded and Intemally Externally E) Threaded Threaded Externally (E) Threaded Threaded in. 1 5/8 21/2 15/8 2'/2 21/8 1/, 21/2 11/, 2'/, 21/8 Embedment h- 1 � (mm) (4 (64) (41) (64) (54) (41) (64) (41) (64) (54) Minimum Hole Depth h� in. 2 2/8 1 2 2'/8 2�'/8 2) 2(/8 2 2'/8 2'/8 (mm) (51) (73) (51) 73 (60) 51 (73) (51) (73) (60) Internal Thread in. 1/4 j 8 1/2 14 1/8 1/2 Diameter mm (6 4) (9 5) (12.7) (6.4 (9.5) (12.7) Effective Embedment haf in. 1.18 1.92 1.1 8 1.92 1.54 1.18 1.92 1 - 18 1.92 1 1.54 Depth (mm) (30) _ (49) (30) (49) (39) (30) (49) (30) (49) (39) Pullout Resistance, lbf. 1,210 1,875 1,210 1,875 1,720 1,490 1,960 1,490 1,960 2,660 (uncracked Np,d&ck,r concrete )2 (k N) (5.4) (8.3) (5.4) (8.3) (7.7) (6.6) (8.7) (6.6) (8.7) (11.8) Pullout Resistance lbf. 620 930 620 930 1,220 730 975 730 975 1,885 (cracked concrete Np.d�k,cr and seismic loads 3 (kN) (2.8) (4.1) (2.8) (4.1) (5.4) (3.2) (4.3) (3.2) (4.3) (8.4) Steel Strenpth in Vsa,dack lbf. 860 1,025 2,380 1,015 1,525 3,650 Shear (k N) (3.8) (4.6) (10.6) (4.5) (6.8) (16.2) Steel Strength in lbf. 385 875 2,380 445 1,295 3,650 Shear, Seismic (kN) (1.7) (3.9) (10-6) (2.0) (5.8) (16.2) For SI: I inch = 25.4 mm, 1 ft-lbf = 1.356 N-m, 1 psi = 6.89 kPa, 1 in 2 = 645 MM2, 1 Win = 0. 175 N/mm. 'installation must comply with Sections 4.1.10 and 4.3 and Figures 713, 7D, and 8 of this report. 2 The values listed must be used in accordance with Section 4.1.4 of this report. 3 The values listed must be used in accordance with Section 4.1.4 and 4.1.8.2 of this report. 4 The values listed must be used in accordance with Section 4.1.5 and 4.1.8.3 of this report. 5The values for op in tension can be found in Table 3 of this report and the values for 0�� in shear can be found in Table 4 of this report. r'For the 1/4winch-diameter (KH-EZ 1) at 2-1/2 inch nominal embedment the characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (f.13,000)112 for psi or (f,/20.7)'/2 for MPa. 7 For the 1/4-inch-diameter anchors (KH-EZ I and KH-EZ E) at 15/8 -inch nominal embedment characteristic pullout resistance for concrete compressive strengths greater than 3,000 psi may be increased by multiplying the value in the table by (fd13, 000)0.3 for psi or (f,120.7)0 3 for M Pa. TABLE 10-HILTI KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), SETTING INFORMATION FOR 1,2,3,4,5,6,7 INSTALLATION ON THE TOP OF CONCRETE -FILLED PROFILE STEEL DECK ASSEMBLIES. VIES-IGN, -Nominal Anchor -Diameter INFO I R . MATION Symbol Units - 114 Effective hf in. 1.18 Embedment Depth (mm) (30) (28) Minimum concrete in. 2/2 21/2 thickness hngndwk (mm) (64) (64) Critical edge in. 4 3 distance C.c.d-kW (mm) (104) (76) Minimum edge in. 13/4 13/4 distance Cmtn,d�kjop (mm) (44) (44) Minimum spacing S-,dackjp in. 3 3 (mm) (76) (76) For SI: 1 inch = 25.4 mm. 'installation must comply with Sections 4.1.10 and 4.3 ofthis; report. 2 For all other anchor diameters and embedment depths referto Table 2 for values of hmin,c�in and Smin. 3 Design capacity must be based on calculations according to values in Tables 3 and 6 of this report. 4 Applicable for 21/2�nch 5 hmin dock <31/4-inch. For hmm,dnk �! 31/4-inch, use setting inforrnation in Tables 3 and 6 of this report. 5Minimum concrete thickness (hmnd�k) refers to concrete thickness above upper flute. r'Minimum flute depth (distance from top of flute to bottom of flute) is 3 inches. 7 Steel deck thickness must be minimum 20 gauge. C29 ESR-3027 I Most Widely Accepted and Trusted Page 17 of 20 TABLE 11—HILTI KWIK HUS-EZ(KH-EZ), KWIKHUS-EZP (KH-EZP), KWIKHUS-EZE(KH-EZE), AND KWIKHUS-EZI(KH-EZI) ALLOWABLE STRESS DESIGN VALUES FOR ILLUSTRATIVE PURPOSES1,2,3,4,S,6,7,8,9,10 Nominal Anchor Diameter Nominal Embedment Depth, Effective Embedment Depth, Allowable Tension Load hnorn hf tin.] fin.] [in.] fibs] 15/, 1.18 407 1/4 2'/2 1.92 1,031 11/, 1.11 620 3/8 2'/2 1.86 1,334 3'/4 2.5 2,077 2'/4 1.52 1,111 1/2 3 2.16 1,882 4'/4 3.22 3,426 5/8 31/4 2.39 2,192 5 3.88 4,530 3 4 2.92 2,963 /4 04 4.84 6,305 For SI: 1 inch = 25.4 mm, 1 lbf = 4.45 N. 'Single anchor with static tension load only. 2 Concrete determined to remain uncracked for the life of the anchorage. 3 Load combinations are taken from ACI 318-14 Section 5.3 or ACI 318-11 Section 9.2, as applicable, (no seismic loading). 4 40% dead load and 60% live load, controlling load combination 1.2D + 1.6L. 5Calculation of weighted average for conversion factor a = 1.2(0.4) + 1.6(0.6) = 1.44. 6 fc = 2,500 psi (normal weight concrete). 7 Cal � Ca2 �: Cac- " h a h,,_ 9Values are for Condition B where supplementary reinforcement in accordance with ACI 318-14 17.3.3 or ACI 318-11 D.4.3, as applicable, is not provided. 'OKWIK HUS-EZ P (KH-EZ P) and KWIK HUS-EZ E (KH-EZ E) available in 1/4Anch diameter only. KWIK HUS- EZ I (KH-EZ 1) available in 1/4�inch and 3/8" diameters only. C30 ESR-3027 I Most Widely Accepted and Trusted Page 18 of 20 Given: Two '/2' diameter KH-EZ with static tension load A h. = 4.25 inches he = 3.22 inches > Normal Weight Concrete: r. 3,000 psi No supplementary reinforcement (Cond. B) - ----- I N o eccentricity, 60% live load, 40% dead load. Assume cracked concrete since no other i -- - -7-4-- information is available. h,in=6.375 in. h., cmin=1.75 in. smin=3 in. A -A Needed: Allowable stress design (ASD) tension capacity Calculation per ACI 318-14 Chapter 17, ACI 318-14 ACI 318-11 ESR ACI 318-11 Appendix D and this report Ref. Ref. Reference Step 1: Calculate steel capacity: 17.4.1.2 D.5.1.2 Table 3 4)N,=n4oN,.=2(0.65)(18,120)=23,556 lbs. Step 2: Verify minimum member thickness, spacing and edge distance: hmin=6.375 in. :512 in. --*ok cmi,=1.75 in.:54 in. �ok 17.7 D.8 Table 2 Smin=3 in. :56 in. �ok Step 3: Calculate concrete breakout strength of anchor group in tension: Ncbg= A AN' 'Vec,NV.d,NP.,NPcp,NNb 17.4.2.1 D. 5.2. 1 4.1.3 Nco Step 3a: Calculate ANc and ANm: ANc=(1.5h.f+4)(3hef+6)=(8.83)(15.66)=138.3 in. 2 17.4.2.1 D.5.2.1 Table 3 AWo=9(h f)2 =9(3.22 )2 =93.32 in .2 Step 3b: Determine 4jec.N�e.=0�kVec,N=1-0 17.4.2.4 D.5.2.4 4 Step 3c: Calculate 'V.d,N—P.d,N=0.7+0.3 (4-83) =0.948 17.4.2.5 D.5.2.5 Table 3 Step 3d: Determine 4),.p,N— 4),,N=1.0 because concrete is cracked. 17.4.3.6 D.5.3.6 Step 3e: Calculate Nb: Nb=kcrAa jfC (hef)1-1=17(l.0)�3,000(3.22)1-'=5,380 lbs 17.4.2.2 D.5.2.2 Table 3 (A. =1.0 for normal weight concrete) Step 3f: Calculate Okbg: 4)Nbg=(0.65) (1.0)(0.948)(1.0)(1.0)(5,380)=4,914 lbs 17.4.2.1 D.5.2.1 4.1.3 ,.,2) 17.3.3 (c) D.4.3 (c) Table 3 Step 4: Check Pullout Strength � per Table 3 does not control — Table 3 Step 5: Controlling Strength: Lesser of n4)Nsa, and 4)Nc;b, --+ 4,914 lbs 17.3.1.2 D.4.1.2 Table 3 Step 6: Convert to ASD based on 1.6 (0.60)+1.2(0.40)=1.44 60% Live Load and 40% Dead Load: 4,914 4.2.1 3,412 lbs Tallowable,ASD= 1.44 = C: 31 FIGURE 9—EXAMPLE CALCULATION IMES Evaluation Report ESR-3027 LABC and LARC Supplement Reissued December 2019 This report is subject to renewal December 2021. wwwAcc-es.orq 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Counc#0 DIVISION: 03 00 00—CONCRETE Section: 03 16 00—Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-installed Concrete Anchors REPORT HOLDER: HILTI, INC. EVALUATION SUBJECT: HILTI KWIK HUS-EZ (KH.EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK HUS-EZ I (KH-EZ 1) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that the Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ 1) screw anchors in cracked and uncracked concrete, described in ICC-ES master evaluation report ESR-3027, have also been evaluated for compliance with the codes noted below as adopted by Los Angeles Department of Building and Safety (LADBS). Applicable code editions: 0 2017 City of Los Angeles Building Code (LABC) 0 2017 City of Los Angeles Residential Code (LARC) 2.0 CONCLUSIONS The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ 1) screw anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR-3027, comply with LABC Chapter 19, and LARC, and are subject to the conditions of use described in this report. 3.0 CONDITIONS OF USE The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), and KWIK HUS-EZ I (KH-EZ 1) screw anchors described in this evaluation report must comply with all of the following conditions: • All applicable sections in the master evaluation report ESR-3027. • The design, installation, conditions of use and labeling of the anchors are in accordance with the 2015 International Building Code' (2015 113C) provisions noted in the master evaluation report ESR-3027. • The design, installation and inspection are in accordance with additional requirements of LABC Chapters 16 and 17, as applicable. • Under the LARC, an engineered design in accordance with LARC Section R301.1,3 must be submitted. • The allowable and strength design values listed in the master evaluation report and tables are for the connection of the anchors to the concrete. The connection between the anchors and the connected members shall be checked for capacity (which may govern). This supplement expires concurrently with the evaluation report, reissued December 2019. ICC-ES Evaluation Reports are not to be construed as representing aesthetics or anY other attributes not speeifica4v addressed, nor are thev to be construed &"-- as an endorsement ofthe subject qf1he report or a recommendation for its mve. There is no warranty by ICC Fvahtation Service, LLC. expr*ess or inThed, as .115 to anyfinding or other matter in this report, or as to any product covered by the report. ass C32 Copyright 0 2019 ICC Evaluation Service, l-l-C. All rights reserved. Page 19 of 20 ICC-ES Evaluation Report ESR-3027 FBC Supplement Reissued December 2019 This report is subject to renewal December 2021. wvvvvJcc-es.orc1 1 (800) 423-6587 1 (562) 699-0543 A Subsidiary of the International Code Counci/0 DIVISION: 03 00 00—CONCRETE Section: 03 16 00--Concrete Anchors DIVISION: 05 00 00—METALS Section: 05 05 19—Post-Installed Concrete Anchors REPORT HOLDER: HILT[, INC. EVALUATION SUBJECT: HILT[ KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), KWIK HUS-EZ E (KH-EZ E), AND KWIK H1US-EZ I (KH-EZ 1) CARBON STEEL SCREW ANCHORS FOR USE IN CRACKED AND UNCRACKED CONCRETE 1.0 REPORT PURPOSE AND SCOPE Purpose: The purpose of this evaluation report supplement is to indicate that Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), and KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) screw anchors, recognized in ICC-ES master evaluation report ESR-3027, have also been evaluated for compliance with the codes noted below: Compliance with the following codes- 1111 2017 Florida Building Code —Building M 2017 Florida Building Code —Residential 2.0 CONCLUSIONS The Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), and KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH- EZ 1) screw anchors in cracked and uncracked concrete, described in Sections 2.0 through 7.0 of the master evaluation report ESR- 3027, comply with the Florida Building Code —Building and the Florida Building Codis—Residential, provided the design and installation are in accordance with the International Building CodeO provisions noted in the master evaluation report. Use of the Hilti KWIK HUS-EZ (KH-EZ), KWIK HUS-EZ P (KH-EZ P), and KWIK HUS-EZ E (KH-EZ E) and KWIK HUS-EZ I (KH-EZ 1) screw anchors in cracked and uncracked concrete for use in dry, interior locations has also been found to be in compliance with the High -Velocity Hurricane Zone provisions of the Florida Building Code —Building and the Florida Building Code —Residential. For products failing under Florida Rule 9N-3, verification that the report holder's quality assurance program is audited by a quality assurance entity approved by the Florida Building Commission for the type of inspections being conducted is the responsibility of an approved validation entity (or the code official, when the report holder does not possess an approval by the Commission). This supplement expires concurrently with the evaluation report, reissued December 2019. ICC-ES EvaInafion Reports ave not to he construed as representing aesthetics or any other attributes notspeciflically addressed, nor are the1v to be construed as an endorsement ofthe subject ofthe repart or a recommendationfor its use. There is no ivarraqr by ICC Evahlation Service, LLC, express oi- implied, as - other matter in this repol-1, ol- as to any product covered bv the report. .11N to anyfinding oi M. Copyright @ 2019 ICC Evaluation Service, LLC. All rights reserved. Page 20 of 20