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20178-MalloryPaint_Calcs-seal 05-07-20 JOB: 20178 DATE: 05/07/2020 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 BY: CD CHD: JPH TABLE OF CONTENTS DESIGN INFORMATION 3 – 4 FRAME A1 5 – 18 FRAME B1 19 – 48 ANCHOR PLATE DESIGN 49 – 50 SLAB PUNCH SHEAR 51 – 53 [APPENDIX A] A1 – A37 [APPENDIX B] B1 – B12 ANCHOR BOLT DESIGN, ICC ESR-3027, [APPENDIX C] C1 – C33 LOCATION : FRAME A1:25"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 DL = 3 PSF PL = 15 PSF SHELVING FRAMING TYPES FOR FRAME TYPES A FRAME IS CANTILEVERED COLUMN SYSTEM IN TRANSVERSE DIRECTION AND MOMENT FRAME SYSTEM IN LONGITUDINAL DIRECTION. FRAME B1:42" W x 96" L x 120" H WIDE SPAN RACKS (4 SHELVES) SHELVING LOADS DL = 3 PSF/SHELF PL = 400 LBS (TOP TWO SHELF) PL = 600 LBS (BOTTOM TWO SHELFS) SHELVING FRAMING TYPES FOR FRAME TYPE B FRAME IS BRACED FRAME SYSTEM IN TRANSVERSE DIRECTION AND MOMENT FRAME SYSTEM IN LONGITUDINAL DIRECTION. ALLOWABLE SHELVING LOADS FOR WIDESPAN SHELVING BUILDING CODE: WASHINGTON STATE BUILDING CODE BASED ON 2015 INTERNATIONAL BUILDING CODE ASCE 7-10 & RMI (AS IT APPLIES). EDMONDS, WA ALLOWABLE SHELVING LOADS FOR LOZIER SHELVING Page 3 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Page 4 of 53 Page 5 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH A1 . Width = 25 IN Levels = 5 Length = 48 IN Max. Shelving Height = 96 IN Ss =1.261 S1 =0.492 Site Class = D Fa =1.000 Fv = 1.508 0.841 SD1 = 2/3(Fv)S1 =0.495 Risk Category = II SEISMIC DESIGN CATEGORY =D R = 4.00 (RMI Sec. 2.6.3)Cd =3.5 I = 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 (3/4) =0.10 Wo = 2.0 (ASCE 7 Table 15.4-1) Seismic Response Coefficient (ASCE 7 sec.12.8) Cs = 0.32 << CONTROLS Cs, MAX = 1.95 Cs, MIN = 0.06 SEISMIC BASE SHEAR, VBASE = Cs Ws LOADS DL = 3 PSF PL = 15 PSF (BASE DECK) PL = 15 PSF TOTAL FRAME WEIGHT Ws = DL + 67%PL + 0.25LL (Per Storage Rack Section) DL = 3 PSF x 2.08 FT x 4 FT x 5 SHELVES = 125.00 LBS PL = 15 PSF x 2.08 FT x 4 FT x 4 SHELVES x 0.67 = 335.00 LBS 83.75 LBS (BASE DECK) LOAD COMBINATION (RMI 2.1)Ws E (factor)VBASE DL+PL+0.75(0.7E)543.75 0.525 90 (1+0.105SDS)DL+0.75[(1.4+0.14SDS)0.7PL+0.7E]612.70 0.525 101 (1+0.14SDS)DL+(0.85+0.14SDS)0.7PL+0.7E 544.96 0.700 120 VBASE MAX.120 W s = 544.96 LBS VBASE =120 LBS IF TOP SHELF 100% LOADED ONLY, 0.7 x VTOP = 55 LBS SEISMIC DESIGN FRAME (25''. B x 48''L x 96''H WALL) PL = 15 PSF x 2.08 FT x 4 FT x 1 SHELVES x 0.67 = SDS = 2/3(Fa)Ss = ASCE 7 & RMI (AS IT APPLIES) EQUIVALENT LATERAL FORCE PROCEDURE FOR SHELVING Page 6 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH LEVEL W h W xhx k S Wi hi k Cvx Fx (lbs.) (ft) (lbs-ft) (lbs-ft) (lbs) 0.00 10.17 0.00 2179.83 0.00 0.00 0.00 9.08 0.00 2179.83 0.00 0.00 0.00 8.00 0.00 2179.83 0.00 0.00 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 Wxhx k S W i hi k V BASE = 120 LBS S (FX * h) =665.44 LBS-FT 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 = 361.70 LBS M GRAVITY = W (LW/2)/12 =376.77 LBS-FT M SEISMIC = S(Fx x h) =665.44 LBS-FT M GRAVITY <M SEISMIC NG TENSION AT WALL CONNECTION =139 LBS TENSION = (MSEISMIC - MGRAVITY )/LW x Wo =277 LBS (UPLIFT) LONGITUDINAL:W = 361.70 LBS M GRAVITY = W (L L/2)/12 =723.39 LBS-FT M SEISMIC = S(Fx x h) =665.44 LBS-FT M GRAVITY >M SEISMIC OK TENSION = (MSEISMIC - MGRAVITY )/LL x Wo =0 LBS (UPLIFT) EXISTING WALL = INTERIOR PARTITION WALL DESIGN (BY OTHERS) --> Q LAT = 5 PSF MIN. SEISMIC QT = TMAX/AREA = 4.34 PSF < Qlat OK SEISMIC DESIGN - FRAME A1 (CONTINUED) HOLD DOWNS ARE REQD. AT BASE NO HOLD DOWNS REQD. AT BASE k = 1.0 since T a £ 0.50 DISTRIBUTED LATERAL FORCES Cvx =Fx = (Cvx) V Page 7 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Page 8 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH LEVEL W h W xhx k S Wi hi k Cvx Fx (lbs.)(ft)(lbs-ft)(lbs-ft)(lbs) 0.00 10.17 0.00 1437.50 0.00 0.00 0.00 9.08 0.00 1437.50 0.00 0.00 0.00 8.00 0.00 1437.50 0.00 0.00 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 0.48 TOTAL = 250.00 lbs per frame Wxhx k Fx = (Cvx) V S W i hi k 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 = S(Fx x h) = 376.14 LBS-FT M GRAVITY <M SEISMIC NG TENSION AT WALL CONNECTION =67 LBS TENSION = (MSEISMIC - MGRAVITY )/LW x Wo =241 LBS (UPLIFT) LONGITUDINAL:W = 120.57 LBS LOAD TOP SHELF ONLY M GRAVITY = W (LL/2)/12 =241.13 LBS-FT M SEISMIC = S(Fx x h) = 376.14 LBS-FT M GRAVITY <M SEISMIC NG TENSION = (MSEISMIC - MGRAVITY )/LL x Wo =68 LBS (UPLIFT) EXISTING WALL = INTERIOR PARTITION WALL DESIGN (BY OTHERS) --> QLAT = 5 PSF MIN. SEISMIC QT =TMAX/AREA = 2.09 PSF < Qlat OK HOLD DOWN ARE REQD. AT BASE OVERTURNING MOMENTS TOP SHELF LOADED - FRAME A1 (CONTINUED) DISTRIBUTED LATERAL FORCES Cvx =k = 1.0 since Ta £ 0.50 HOLD DOWNS ARE REQD. AT BASE Page 9 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH 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 = 45 KSI MIN. LENGTH OF SHELF (LL) =4.00 FT W DL+LL =37.50 PLF MAX. M SHELF = W DL+LL x LL 2 / 8 x 12 = 900.00 LBS-IN MAX. V SHELF = (W DL+LL x LL / 2) = 75.00 LBS FROM RISA SECTION: REQD SX = M SHELF / 0.6 Fy =0.033 IN3 Ix =0.161 IN4 SX =0.147 IN3 OK REQD AREA = V SHELF / 0.4 Fy =0.004 IN2 AREA = 1.182 IN2 OK OK SHELF BRACKET: TL STYLE Fy = 50 KSI MIN. MAX SPAN (LS) =25 IN LENGTH OF SHELF (LL)=4.00 FT wDL+LL+0.88PL = (DL+LL+0.88PL) x LL / 2 =32.4 PLF PVERT IMPACT = wDL+LL+0.88PL x 25% =8.1 LBS M(MAX) = [(wDL+LL+0.88PL x LS 2 / 24) + (PVERT IMPACT x LS )] = 1046.25 LBS-IN V(MAX) =[(wDL+LL+0.88PL x Ls) + PVERT IMPACT ] =75.60 LBS ASSUME ONLY TOP CLIP IN TENSION AREA = 0.951" x 0.12" = 0.11 IN2 TENSION CAPACITY = AREA x 0.6Fy = 3424 LBS MOMENT CAPACITY = TENSION CAP. x 1.82 IN = 6231 LBS-IN MOMENT CAPACITY > M(MAX)OK CHECK SHEAR OF BRACKET VALLOW = AREA x 0.4Fy =3195.36 LBS OK THEREFORE SHELF BRACKET IS OK COMPONENT DESIGN FOR FRAME A1 THEREFORE SHELF IS Page 10 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH BASE SHOE:Fy = 50 KSI MIN. W = 1.67 FROM FRAME --> S (Fx x h) = MSEISMIC MSEISMIC = 7985.34 LBS-IN FROM RISA SECTION PROPS SX =0.342 IN3 fb/Fb = MSEISMIC / (Sx x Fy/W) =0.78 < 1.0 THEREFORE BASE CHANNEL IS OK BASE BRACKET:Fy = 70 KSI MIN. MSEISMIC = 7985.34 LBS-IN ASSUME BOTTOM CLIP IN TENSION AREA = 0.60" x 0.12" x 2 = 0.14 IN2 TCAPACITY = AREA x Fy/W =6036 LBS MCAPACITY = TENSION CAP. x 5.69 IN =34344.4 LBS-IN fb/Fb = MSEISMIC / (MCAPACITY) =0.23 < 1.0 THEREFORE BASE BRACKET IS OK COMPONENT DESIGN - TRANSVERSE DIRECTION (FRAME A1) CONT. Page 11 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH UPRITE . SECTION PROPERTIES MAX HT = 96 IN Fy = 55000 PSI AREA = 0.757 IN2 Iy = 0.237 IN4 Ix = 0.817 IN4 Sy = 0.250 IN3 Sx = 0.630 IN3 ry = 0.560 IN rx = 1.039 IN Wc= 1.80 Cmx=1.0 W b= 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) =25 IN dSE =0.14 IN dX =0.33 IN < 5% Structural Height OK PSTATIC =435.97 LBS MAX MSTATIC = PSTATIC x (LS/12) / 2 = 454.13 LBS-FT kLx (1.7)(96) rx 1.039IN kLy (1)(21) ry 0.56IN p2 * E (Kl/r)2 lc =(Fy / Fa)1/2 = 2.18 >1.5 = 10174 PSI Pn =AREA * Fn =7701.65 LBS PEX =(p2EIX) / (KXLX)2 =8779.70 LBS ax =1 - (WcP/Pex)=0.91 MAX MOMENT IN COLUMN Mx = MSTATIC =454.13 LBS-FT Mx = MSEISMIC = S(Fx x h) =665.44 LBS-FT <--- CONTROLS Mn = Sx * Fy = 2887.50 LBS-FT COMBINED STRESS = fa/Fa + fb/Fb = (WcP/Pn) + (WpCmxMx/Mnax) = 0.52 < 1.0 THEREFORE UPRITE IS OK COMPONENT DESIGN - TRANSVERSE DIRECTION (FRAME A1) Fa = = 11601 PSI = = 37.50 = = 157.07 <-- CONTROLS Fn = c < 1.5 (0.658 c2)Fy c > 1.5 (0.877/ c2)Fy Page 12 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH RELATIVE SHELF STIFFNESS (25''. SHELF): E = 29000 KSI I SHELF =0.161 IN4 LL =48 IN K SHELF = 384EI / LL 3 =16.212 RELATIVE UPRITE STIFFNESS: I UPRITE =0.237 IN4 UNBRACED H = 21 IN K UPRITE = 24EI / H3 = 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 IN3 Mallow = Sx*Fy/W =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 IN2 (SEE COMP.CALCS) FY = 70 KSI VALLOW = 0.4 AREA FY =3.18 KIP T = C < VALLOW OK UPRITE . DESIGN:MAX UNBRACED HT (LU) =21 IN Fy = 55000 PSI LS =25 IN SECTION PROPERTIES FROM RISA SECTION: AREA = 0.757 IN2 Sy = 0.250 IN3 Iy = 0.237 IN4 MSTATIC = PSTATIC /2 * LS /2 = 2724.79 IN-LBS ry = 0.560 IN kLy (0.8)(MAX HT)12 * p2 * E = ry 0.56 23(Kl/r)2 fa/Fa = (PSTATIC)/(AREA*Fa) =0.003 fb/Fb = (MSTATIC) / (Sy*Fy/W) =0.331 fa/Fa + fb/Fb = 0.334 < 1.00 FROM RISA MODEL OF FRAME A1 ===>MSTATIC + MSEISMIC = 82 LBS-FT fb/Fb = (MSTATIC+ MSEISMIC) / (Sy*Fy/W) =0.120 fa/Fa + fb/Fb = 0.123 < 1.00 THEREFORE UPRITE IS OK COMPONENT DESIGN - LONGITUDINAL DIRECTION (FRAME A1) = = 30.00 Fa = 165924 PSI Page 13 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Joe P. Hill, P.E. CD FRAME A1- LONGITUDINAL NODE, MEMBER AND LOADING LAYOUT SK - 1 FRAME A1.r3d M1 M2 M3 M4 M5 M6 M7 -.027k/ft -.027k/ft -.027k/ft -.027k/ft -.027k/ft 3.01lb 13.53lb 24.06lb 34.59lb 45.11lb Y XZ Loads: LC 1, DL+LL+SEISMIC Page 14 of 53 Company : Joe P. Hill, P.E. Designer : CD Job Number :Checked By: JPH Model Name : FRAME A1- LONGITUDINAL (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 12 3 Y XZ Standard Skyline Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code AISC 14th(360-10): ASD Yes(Iterative) None None None < 100F None None None - Building None Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 PCA Load Contour .65 Rectangular Yes No No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 17.0.4 Page 1 [X:\...\...\CALCS\RISA3D\FRAME A1.r3d] Page 15 of 53 Company : Joe P. Hill, P.E. Designer : CD Job Number :Checked By: JPH Model Name : FRAME A1- LONGITUDINAL (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z None Not Entered No .035 .035 Not Entered Not Entered 4 4 General Material Properties Label E [ksi] G [ksi] Nu Therm (/1E5 F) Density[k/ft^3] 1 STL 29000 11154 .3 .65 .49 General Section Sets Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4] 1 UPRITE GONDOLA UPRIGHT OPN Column STL .757 .237 .817 .005 2 SHELF 25HD-shelf-N Beam STL 1.182 65.585 .161 .0003147 Member Primary Data Label I Joint J Joint K Joint Rotate... Section/Shape Type Design List Material Design ... 1 M1 N1 N3 UPRITE Colu...None STL DR1_3 2 M2 N2 N4 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 DR1 7 M7 N14 N15 SHELF Beam None STL DR1 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 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 Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction RISA-3D Version 17.0.4 Page 2 [X:\...\...\CALCS\RISA3D\FRAME A1.r3d] Page 16 of 53 Company : Joe P. Hill, P.E. Designer : CD Job Number :Checked By: JPH Model Name : FRAME A1- LONGITUDINAL Joint Loads and Enforced Displacements (BLC 2 : SEISMIC) Joint Label L,D,M Direction Magnitude[(lb,k-ft), (in,rad), (lb*s^2/ft, lb*s^2*ft)] 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) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 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 BLC Description Category X GravityY GravityZ Gravity Joint Point Distribu...Area(M...Surface... 1 DL+LL None 5 2 SEISMIC None 5 Load Combinations Description S...P...SR...B... Factor BLC Factor BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 DL+LL+SEISMIC Y...Y 1 1 2 1 Joint Reactions LC Joint Label X [lb] Y [lb] Z [lb] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N1 -20.952 102.779 0 0 0 0 2 1 N2 -99.348 437.221 0 0 0 0 3 1 Totals:-120.3 540 0 4 1 COG (ft):X: 2 Y: 4 Z: 0 Member Section Forces LC Member Label Sec Axial[lb] y Shear[lb]z Shear[lb] Torque[k-ft] y-y Moment[k-ft] z-z Moment[k-ft] 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 Page 3 [X:\...\...\CALCS\RISA3D\FRAME A1.r3d] Page 17 of 53 Company : Joe P. Hill, P.E. Designer : CD Job Number :Checked By: JPH Model Name : FRAME A1- LONGITUDINAL Member Section Forces (Continued) LC Member Label Sec Axial[lb] y Shear[lb]z Shear[lb] Torque[k-ft] y-y Moment[k-ft] z-z Moment[k-ft] 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 LC Joint Label X [in] Y [in] Z [in] X Rotation [rad] Y Rotation [rad] Z Rotation [rad] 1 1 N1 0 0 0 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 -1.701e-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 -1.441e-3 11 1 N11 .112 0 0 0 0 -1.211e-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 [in] y [in] z [in] x Rotate[rad] (n) L/y' Ratio (n) L/z' Ratio No Data to Print ... Material Takeoff Material Size Pieces Length[ft] Weight[K] 1 General 2 STL 25HD-shelf-N 5 20 .08 3 STL GONDOLA UPRIGHT OPN 2 16 .041 4 Total General 7 36 .122 RISA-3D Version 17.0.4 Page 4 [X:\...\...\CALCS\RISA3D\FRAME A1.r3d] Page 18 of 53 Page 19 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Code Refrence ASCE 7 & RMI (AS IT APPLIES) EQUIVALENT LATERAL FORCE PROCEDURE FOR SHELVING Dimension Frame :B1 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 S1 =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 SM1 =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 II 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 Ie =1.5 (ASCE 7 15.5.3,RMI Sec. 2.6.2) Cd =3.5 SEISMIC FORCES SEISMIC DESIGN FRAME B1 42''B x 96''L x 120''H Page 20 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Operating Weight (RMI 2.1 & ASCE 7 section 15.5.3.6) Loads DL :3 psf Height/LVL Input Shelf Load (PL) Calculate d (in)(lbs.) (lbs.) 0 0 18 0 0 17 150 0 17 150 0 17 150 0 17 150 0 17 150 0 17 150 0 17 150 0 17 150 0 14 100 0 14 100 0 14 100 0 4 40 400 400 3 38 400 400 2 38 600 600 1 4 600 600 Total PL :2000 DL = 3 PSF x 3.5 FT x 8 FT x 4 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 = DL + 67%PL (every shelf loaded 67% of its reated load) Ws = DL + 100%PL (top shelf only loaded 100% of its reated load) VBASE = Cs Ws LEVEL Page 21 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Seismic base shear (ASCE 7 section 12.8) Transverse Longitudinal Seismic response coefficient Cs =0.315 0.210 Seismic response coefficient max.Cs, MAX =1.649 1.099 Seismic response coefficient min.Cs, MIN =0.055 0.055 Seismic response coefficient (Governs)Cs =0.315 0.210 LOAD COMBINATION (RMI 2.1)Ws E (factor) VBASE Transverse VBASE Longitudinal DL+PL+0.75(0.7E) 1676.00 0.525 277 185 (1+0.105SDS)DL+0.75[(1.4+0.14SDS)0.7PL+0.7E]1890.94 0.525 313 209 (1+0.14SDS)DL+(0.85+0.14SDS)0.7PL+0.7E 1672.25 0.700 369 246 Seismic base shear VBASE MAX.369 246 Ws = 1672.25 LBS Anchors in accordance with ACI318 Appendix D Wo = 2.0 (ASCE 7 Table 15.4-1) Transverse Longitudinal VBASE 67%PL =369 246 lbs VBASE 100%PL TOP x 0.7=163 109 lbs Page 22 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Transverse Longitudinal LEVEL W h W xhx k Cvx Fx Fx (lbs.)(ft)(lbs-ft)(lbs)(lbs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 351.25 10.00 3512.51 0.46 168.06 112.04 3 351.25 6.67 2341.67 0.30 112.04 74.69 2 484.88 3.50 1697.07 0.22 81.20 54.13 1 484.88 0.33 161.63 0.02 7.73 5.16 S 1672.25 S 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 S (FX * h) (Transverse) :32571.07 lbs-in VBASE 67%PL (Longitudinal):246 lbs S (FX * h) (Longitudinal) :21714.05 lbs-in UPLIFT FORCES (RMI 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.= S(Fx x h) - MGRAVITY / Lw =371 lbs M SEISMIC = S (Fx *h) =32571 lbs-in M GRAVITY <M SEISMIC NG TENSION = [(MSEISMIC-MGRAVITY) / LW] Wo =743 lbs (UPLIFT) LONGITUDINAL:W = 808 lbs M GRAVITY = W (LL/2) =38801 lbs-in Uplift Plate Conn.= S(Fx x h) - MGRAVITY / Lw =0 lbs M SEISMIC = S (Fx *h) =21714 lbs-in M GRAVITY >M SEISMIC OK TENSION = [(MSEISMIC-MGRAVITY) / LL] Wo =0 lbs (UPLIFT) SEISMIC LATERAL FORCE DISTRIBUTION - FRAME B1 (CONTINUED) HOLD DOWNS ARE REQD NO HOLD DOWNS REQD Page 23 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Page 24 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Transverse Longitudinal LEVEL W h W xhx k Cvx Fx Fx (lbs.) (ft) (lbs-ft) (lbs) (lbs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4 484.00 10.00 4840.00 0.85 137.87 92.20 3 84.00 6.67 560.00 0.10 15.95 10.67 2 84.00 3.50 294.00 0.05 8.38 5.60 1 84.00 0.33 28.00 0.00 0.80 0.53 S 736.00 S 5722.00 Base : 163.00 109.00 VBASE 100%PL TOP (Transverse):163 LBS S (FX * h) (Transverse) :18176.12 lbs-in VBASE 100%PL TOP (Longitudinal):109 LBS S (FX * h) (Longitudinal) :12154.59 lbs-in UPLIFT FORCES (RMI 2.1.3 Seismic Uplift) W =(0.6-0.14SDS)DL + (0.6-0.14SDS)PL LW =42 IN LL =96 IN TRANSVERSE:W = 355 lbs LOAD TOP SHELF ONLY M GRAVITY = W (L W/2) =7455 lbs-in Uplift Plate Conn.= S(Fx x h) - MGRAVITY / Lw =255 lbs M SEISMIC = S (Fx *h) =18176 lbs-in M GRAVITY <M SEISMIC NG TENSION = [(MSEISMIC-MGRAVITY) / LW] Wo =511 LBS (UPLIFT) LONGITUDINAL:W = 355 lbs LOAD TOP SHELF ONLY M GRAVITY = W (LL/2) =17039 lbs-in Uplift Plate Conn.= S(Fx x h) - MGRAVITY / Lw =0 lbs M SEISMIC = S (Fx *h) =12155 lbs-in M GRAVITY >M SEISMIC OK TENSION = [(MSEISMIC-MGRAVITY) / LL] Wo =0 LBS (UPLIFT) NO HOLD DOWNS REQD SEISMIC LATERAL FORCE DISTRIBUTION TOP SHELF LOADED - FRAME B1 (CONTINUED) HOLD DOWNS ARE REQD Page 25 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH SECTION PROPERTIES: MAX L : 96 in Size : 3.25"x16ga H : 3.25 IN t : 16 GA Fy : 45000 PSI Area : 0.413 IN2 E : 29500 KSI Ix : 0.572 IN4 Iy : 0.116 IN4 Sx : 0.318 IN3 Sy : 0.096 IN3 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)BEAM SECTION ALLOW DEFLECTION = 5wL4 / 384 E I CAPACITY = 2 [(384 E I) / (5*180*L2) ] =1562.41 LBS 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) = W STATIC L2 / 8 =7344.00 LBS-IN PVERTICAL IMPACT = Wstatic x 25% =19.13 LBS MVERTICAL IMPACT = PVERTICAL IMPACT x L /4 =459.00 LBS-IN MSTATIC+IMPACT =7803.00 LBS-IN ALLOWABLE BENDING MOMENT MALLOW(STATIC) =17172.00 LBS-IN MSTATIC+IMPACT <MALLOW(STATIC)OK BEAM DESIGN FOR FRAME B1 Page 26 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH SECTION PROPERTIES MAX HT = 120 IN SIZE = 1.625x1.75x14ga Fy = 45 ksi t = 14 GA E = 29500 ksi AREA = 0.372 in2 Iy = 0.133 in4 Ix = 0.202 in4 Sy = 0.151 in3 Sx = 0.231 in3 ry = 0.597 in rx = 0.738 in Wc= 1.80 Cmx=1.00 Wb= 1.67 Unbrace Lx-x = 37 in Kx = 1.7 Unbrace Ly-y = 38 in Ky = 1.0 dSE =0.36 IN dX =0.84 IN < 5% Structural Height OK PSTATIC =836.13 lbs kLx (1.7)(36.75)kLy (1)(38) rx 0.738in ry 0.597in p2 * E p2 * E (Klx/rx)2 (Kly/ry)2 lc =(Fy / Fax)1/2 = 1.05 <1.5 lc =(Fy / Fay)1/2 = 0.79 <1.5 = 28306 psi = 34625 psi Pn =AREA * Fn =10530 lbs Pn =AREA * Fn =12880 lbs PEX =(p2EIX) / (KXLX)2 =15068 lbs PEY =(p2EIY) / (KYLY)2 =26817 lbs ax =1 - (WcP/Pex)=0.90 ay =1 - (WcP/Pey)=0.94 MAX MOMENT IN COLUMN Mx = MSTATIC + MSEISMIC =16.00 lbs-ft Mnx = Sx * Fy = 866.25 lbs-ft My = MSTATIC + MSEISMIC =261.00 lbs-ft Mny = Sy * Fy = 566.25 lbs-ft COMBINED STRESS (fa/Fa + fb/Fb) (WcP/Pn) + (WbCmxMx/Mnax) + (WbCmyMy/Mnyay) = 0.99 < 1.0 THEREFORE UPRITE IS OK WS STD UPRITE DESIGN FOR FRAME - B1 COLUMN SECTION = = 84.65 = = 63.65 = = 71863 psiFax = = 40628 PSI Fay Fn = c < 1.5 (0.658 c2)Fy c > 1.5 (0.877/ c2)Fy Fn = c < 1.5 (0.658 c2)Fy c > 1.5 (0.877/ c2)Fy Page 27 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH SECTION PROPERTIES: VBASE =369 LBS - WORST CASE HORIZONTAL BRACINGS: AREA = 0.115 IN2 rx =0.453 IN d = 42 IN (0.8)(42IN) 0.453IN <200 OK 52025 PSI =0.062 < 1.0 OK DIAGONAL BRACING: AREA = 0.115 IN2 rx =0.453 IN d = 42 IN l = 38 IN THE LENGTH OF THE BRACE: L = (d2+ l2)0.5 =4.72 FT L = 56.64 IN VDIAG = VBASE * (LENGTH OF THE BRACE/ DEPTH) = 498 LBS (1)(56.64IN) 0.453IN <200 OK 18309 PSI =0.236 < 1.0 OK TRANSVERSE BRACING - FRAME B1 = 74.17 = 125.03 klx rx = Fa = 2E kl/r)2 = klx rx = klx rx klx rx Fa = 2E kl/r)2 fa Fa = VBASE AREA x Fa fa Fa = VDIAG AREA x Fa Page 28 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH CAPACITY OF CONNECTOR: BEAM LOCKING DEVICE (TWO CLIPS) (RMI 7.1.2) AREA = 7/16 * 0.03 *2 = 0.026 IN2 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 IN2 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 IN2 Fy = 50000 PSI PMAX BEARING = BRG AREA * 1.2 * Fy =1814 LBS SINCE SHEAR GOVERNS P1 = 1050 LBS M CONN CAPACITY = (P1 * 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 BEAM TO COLUMN CONNX - FRAME B1 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 Page 29 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Joe P. Hill P.E. CD JO-ANN FRAME E NODE AND MEMBER LAYOUT SK - 1 FRAME B1-WS_42x96x120.r3d N1 N2 N3 N4 N5 N6 N7 N8 N9 N10 N11 N12 N13 N14 N15 N16 N17 N18 N19 N20 N21 N22 N23 N24 N25 N26 N27 N28 N29 N30 N31 N32 N33 N34 N35 N36 N37 N38 N39 N40 N41 N42 N43 N44 N45 N46 N47 N48 N49 N50 N51 N52 N53 N54 N55 N56 N57 N58 N59 N60 M1 M2 M 3 M4 M 5 M 6 M7 M 8 M 9 M1 0 M 1 1 M 12 M13 M 1 4 M 1 5 M16 M1 7 M18 M1 9 M 2 0 M 21 M22 M 2 3 M 2 4 M25 M26 M27 M28 M29 M30 M31 M 32 M33 M 34 M35 M36 M 37 Y XZ Envelope Only Solution Page 30 of 53 Joe P. Hill P.E. CD JO-ANN FRAME E DL+LL SK - 2 FRAME B1-WS_42x96x120.r3d -.022k/ft -.022k/ft -.022k/ft -.022k/ft -.03k/ft -.03k/ft -.03k/ft -.03k/ft -.03k/ft -.03k/ft -.03k/ft -.03k/ft -.022k/ft -.022k/ft -.022k/ft -.022k/ft Y XZ Loads: BLC 1, DL+LL Envelope Only Solution Page 31 of 53 Joe P. Hill P.E. CD JO-ANN FRAME E SEISMIC X-DIRECTION SK - 3 FRAME B1-WS_42x96x120.r3d 28.01lb 56.02lb 56.02lb 28.01lb 28.01lb 28.01lb1.29lb 2.58lb 2.58lb 1.29lb 1.29lb 1.29lb 13.53lb 27.06lb 27.06lb 13.53lb 13.53lb 13.53lb 18.67lb 37.34lb 37.34lb 18.67lb 18.67lb 18.67lb Y XZ Loads: BLC 2, ELX Envelope Only Solution Page 32 of 53 Joe P. Hill P.E. CD JO-ANN FRAME E SEISMIC Z-DIRECTION SK - 4 FRAME B1-WS_42x96x120.r3d 42.01lb 84.02lb 84.02lb 42.01lb 42.01lb 42.01lb1.93lb 3.86lb 3.86lb 1.93lb 1.93lb 1.93lb 20.3lb 40.6lb 40.6lb 20.3lb 20.3lb 20.3lb 28.01lb 56.02lb 56.02lb 28.01lb 28.01lb 28.01lb Y XZ Loads: BLC 3, ELZ Envelope Only Solution Page 33 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E (Global) Model Settings Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation? Increase Nailing Capacity for Wind? Include Warping? Trans Load Btwn Intersecting Wood Wall? Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Include P-Delta for Walls? Automatically Iterate Stiffness for Walls? Max Iterations for Wall Stiffness Gravity Acceleration (ft/sec^2) Wall Mesh Size (in) Eigensolution Convergence Tol. (1.E-) Vertical Axis Global Member Orientation Plane Static Solver Dynamic Solver 5 97 Yes Yes Yes Yes 144 .12 0.50% Yes Yes 3 32.2 12 4 Y XZ Sparse Accelerated Accelerated Solver Hot Rolled Steel Code Adjust Stiffness? RISAConnection Code Cold Formed Steel Code Wood Code Wood Temperature Concrete Code Masonry Code Aluminum Code Stainless Steel Code Adjust Stiffness? AISC 14th(360-10): ASD Yes(Iterative) None None None < 100F None None None - Building AISC 14th(360-10): ASD Yes(Iterative) Number of Shear Regions Region Spacing Increment (in) Biaxial Column Method Parme Beta Factor (PCA) Concrete Stress Block Use Cracked Sections? Use Cracked Sections Slab? Bad Framing Warnings? Unused Force Warnings? Min 1 Bar Diam. Spacing? Concrete Rebar Set Min % Steel for Column Max % Steel for Column 4 4 Exact Integration .65 Rectangular Yes No No Yes No REBAR_SET_ASTMA615 1 8 RISA-3D Version 17.0.4 Page 1 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 34 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E (Global) Model Settings, Continued Seismic Code Seismic Base Elevation (ft) Add Base Weight? Ct X Ct Z T X (sec) T Z (sec) R X R Z Ct Exp. X Ct Exp. Z SD1 SDS S1 TL (sec) Risk Cat Drift Cat ASCE 7-10 Not Entered Yes .02 .02 Not Entered Not Entered 4 4 .75 .75 1 1 1 5 I or II Other Om Z Om X Cd Z Cd X Rho Z Rho X 1 1 1 1 1 1 General Material Properties Label E [ksi] G [ksi] Nu Therm (/1E5 F) Density[k/ft^3] 1 gen_Steel 29000 11154 .3 .65 .49 General Section Sets Label Shape Type Material A [in2] Iyy [in4] Izz [in4] J [in4] 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 20GA HBrace gen_Steel .115 .01 .024 4.1e-5 Member Primary Data Label I Joint J Joint K Joint Rotate... Section/Shape Type Design List Material Design ... 1 M1 N1 N3 COLUMN Colu...None gen_Steel DR1_6 2 M2 N2 N4 COLUMN Colu...None gen_Steel DR1_6 3 M3 N3 N4 BEAM Beam None gen_Steel DR1_6 4 M4 N5 N6 180 COLUMN Colu...None gen_Steel DR1_6 5 M5 N7 N8 BRACE HBra...None gen_Steel DR1_6 6 M6 N9 N12 BRACE HBra...None gen_Steel DR1_6 7 M7 N13 N16 BRACE HBra...None gen_Steel DR1_6 8 M8 N15 N14 BRACE HBra...None gen_Steel DR1_6 9 M9 N10 N11 BRACE HBra...None gen_Steel DR1_6 10 M10 N17 N18 180 COLUMN Colu...None gen_Steel DR1_6 11 M11 N19 N20 BRACE HBra...None gen_Steel DR1_6 12 M12 N21 N24 BRACE HBra...None gen_Steel DR1_6 13 M13 N25 N28 BRACE HBra...None gen_Steel DR1_6 14 M14 N27 N26 BRACE HBra...None gen_Steel DR1_6 15 M15 N22 N23 BRACE HBra...None gen_Steel DR1_6 16 M16 N18 N6 BEAM Beam None gen_Steel DR1_6 17 M17 N29 N30 COLUMN Colu...None gen_Steel DR1_6 RISA-3D Version 17.0.4 Page 2 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 35 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Member Primary Data (Continued) Label I Joint J Joint K Joint Rotate... Section/Shape Type Design List Material Design ... 18 M18 N4 N30 BEAM Beam None gen_Steel DR1_6 19 M19 N31 N32 180 COLUMN Colu...None gen_Steel DR1_6 20 M20 N33 N34 BRACE HBra...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 DR1_6 23 M23 N41 N40 BRACE HBra...None gen_Steel DR1_6 24 M24 N36 N37 BRACE HBra...None gen_Steel DR1_6 25 M25 N6 N32 BEAM Beam None gen_Steel DR1_6 26 M26 N43 N44 BEAM Beam None gen_Steel DR1_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 gen_Steel DR1_6 30 M30 N49 N50 BEAM Beam None gen_Steel DR1_6 31 M31 N52 N51 BEAM Beam None gen_Steel DR1_6 32 M32 N50 N53 BEAM Beam None gen_Steel DR1_6 33 M33 N51 N54 BEAM Beam None gen_Steel DR1_6 34 M34 N55 N56 BEAM Beam None gen_Steel DR1_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 Beam None gen_Steel DR1_6 Joint Coordinates and Temperatures Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 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-3D Version 17.0.4 Page 3 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 36 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Joint Coordinates and Temperatures (Continued) Label X [ft] Y [ft] Z [ft] Temp [F] Detach From Diap... 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 Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 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) Joint Label L,D,M Direction Magnitude[(lb,lb-ft), (in,rad), (lb*s^2/ft, lb*s^2*ft)] 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 Page 4 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 37 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Joint Loads and Enforced Displacements (BLC 2 : ELX) (Continued) Joint Label L,D,M Direction Magnitude[(lb,lb-ft), (in,rad), (lb*s^2/ft, lb*s^2*ft)] 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 Magnitude[(lb,lb-ft), (in,rad), (lb*s^2/ft, lb*s^2*ft)] 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 Page 5 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 38 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Member Distributed Loads (BLC 1 : DL+LL) Member Label Direction Start Magnitude[k/ft,F,ksf] End Magnitude[k/f...Start Location[ft,%] End Location[ft,%] 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 Y -.022 -.022 0 0 8 M37 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 X GravityY GravityZ Gravity Joint Point Distribu...Area(M...Surface... 1 DL+LL None 16 2 ELX None 32 3 ELZ None 32 Load Combinations Description S...P...SR...B... Factor BLC Factor BLC Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa...B...Fa... 1 DL+LL+ELX Y...Y 1 1 2 1 2 DL+LL+ELZ Y...Y 1 1 3 1 Load Combination Design Description ASIF CD Service Hot Rolled Cold For... Wood Concrete Masonry Aluminum Stainless Connection 1 DL+LL+ELX .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes 2 DL+LL+ELZ .9 Yes Yes Yes Yes Yes Yes Yes Yes Yes Envelope Joint Reactions Joint X [lb] LC Y [lb] LC Z [lb] LC MX [lb-ft] LC MY [lb-ft] LC MZ [lb-ft] LC 1 N1 max 213.612 2 270.158 1 .033 1 0 2 0 2 0 2 2 min 197.296 1 -28.179 2 -154.163 2 0 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 -213.909 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 Page 6 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 39 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Member Section Forces Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb... LC y-y Mome... LC z-z Mom... LC 1 M1 1 max 270.158 1 -196.801 1 .037 1 0 2 0 2 0 2 2 min -28.179 2 -213.622 2 -153.956 2 0 1 0 1 0 1 3 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 20.098 1 -.025 1 -.009 1 14.002 2 -6.832 2 6 min 15.634 2 -30.382 2 -195.437 2 -.022 2 .174 1 -10.601 1 7 4 max 67.074 2 -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 max 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 1 102.312 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 max 197.566 1 52.199 1 49.932 2 0 2 .134 1 35.917 1 18 min 180.25 2 0 2 -.194 1 0 1 -28.233 2 0 2 19 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 max 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 -11.09 2 .007 1 0 1 .028 1 -73.849 2 26 min 29.232 1 -24.256 1 -2.065 2 -.005 2 -8.129 2 -80.545 1 27 4 max 30.998 2 -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 max 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 -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 max 642.044 2 0 2 -.35 1 0 2 -.83 1 0 2 36 min 383.172 1 -87.269 1 -87.544 2 0 1 -43.938 2 -3.64 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 max -.469 1 .17 1 0 2 0 2 .002 1 .303 1 42 min -365.779 2 -45.202 2 -.018 1 0 1 0 2 -75.217 2 43 2 max -.469 1 .17 1 0 2 0 2 0 2 .153 1 44 min -365.779 2 -45.202 2 -.018 1 0 1 -.014 1 -35.666 2 45 3 max -.469 1 .17 1 0 2 0 2 0 2 3.886 2 46 min -365.779 2 -45.202 2 -.018 1 0 1 -.03 1 .004 1 47 4 max -.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 .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 min 1.016 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 56 min 1.016 1 .034 1 0 2 0 2 -.026 1 -.02 1 RISA-3D Version 17.0.4 Page 7 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 40 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb... LC y-y Mome... 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 -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 M11 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 1 111 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 1 113 2 max 360.251 2 8.787 2 .014 2 0 1 0 2 13.392 2 RISA-3D Version 17.0.4 Page 8 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 41 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb... LC y-y 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 max 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 max .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 max 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 max 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 max -.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 max -.148 1 .015 1 .038 2 0 1 .113 2 1.303 2 150 min -54.097 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 max 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 max 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 max 90.536 1 61.69 1 27.851 2 .045 2 .084 1 35.362 1 168 min 67.074 2 30.917 2 -.115 1 0 1 -16.123 2 19.545 2 169 5 max 90.586 1 61.57 1 .006 1 0 1 .005 2 -57.792 2 170 min 76.91 2 30.966 2 -44.096 2 -.131 2 0 1 -118.754 1 RISA-3D Version 17.0.4 Page 9 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 42 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb... LC y-y Mome... LC z-z Mom... LC 171 M18 1 max 33.475 1 99.09 2 2.065 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 -67.595 1 176 min 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 498.824 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 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 -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 -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 .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 -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 -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 min -.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 2 9.83 2 .003 1 0 2 -.002 1 -.049 1 RISA-3D Version 17.0.4 Page 10 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 43 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb... LC y-y 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 max -.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 max -.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 max 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 max 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 max 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 max 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 max 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 max 178.704 2 6.785 2 .31 2 .03 2 .003 1 -83.926 1 276 min 123.43 1 -23.873 1 0 1 0 1 -1.215 2 -89.112 2 277 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 max 178.718 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 2 284 min 123.437 1 36.128 1 -.001 1 0 1 -1.741 2 -71.671 1 RISA-3D Version 17.0.4 Page 11 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 44 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb... LC y-y Mome... 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 -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 -145.963 1 295 3 max 4.587 2 -9.246 2 .013 1 0 2 .045 1 -92.476 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 2 302 min -2.366 1 70.518 1 -1.694 2 0 1 0 1 -64.947 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 2 314 min 4.587 2 28.57 1 -.015 1 0 2 -7.266 2 -80.984 1 315 3 max 10.766 1 9.246 2 1.226 2 0 1 .05 1 -78.124 1 316 min 4.587 2 -31.43 1 -.015 1 0 2 -4.814 2 -92.476 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 2 287.595 1 320 min 4.587 2 -151.43 1 -.015 1 0 2 -.009 1 110.54 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 -92.638 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 1 111.851 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 1 337 4 max -.454 2 -49.249 2 .02 1 0 1 .096 1 38.475 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 M35 1 max -.878 2 83.32 2 .014 1 0 1 .096 2 91.215 2 RISA-3D Version 17.0.4 Page 12 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 45 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Member Section Forces (Continued) Member Sec Axial[lb] LC y Shear[lb] LC z Shear[lb] LC Torque[lb... LC y-y Mome... LC z-z Mom... LC 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 -34.883 1 -1.389 2 -.001 2 -5.46 2 -75.243 1 347 4 max -.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 max .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 max .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 max .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 Envelope Joint Displacements Joint X [in] LC Y [in] LC Z [in] LC X Rotation... LC Y Rotation... LC Z Rotation... LC 1 N1 max 0 2 0 2 0 2 7.421e-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 1.167e-3 2 1.093e-5 1 -9.711e-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 2.791e-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 1.118e-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 -4.121e-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 -3.821e-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 Page 13 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 46 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Joint Displacements (Continued) Joint X [in] LC Y [in] LC Z [in] LC X Rotation... LC Y Rotation... LC Z Rotation... LC 24 min 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 -3.551e-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 2.41e-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 1.125e-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 3.421e-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 1 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 -5.91e-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 -7.261e-6 1 -2.037e-4 2 -3.235e-3 1 49 N25 max .21 1 0 2 .158 2 2.588e-3 2 6.101e-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 1.031e-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 1.231e-5 1 9.496e-6 2 54 min -.005 2 -.004 2 0 1 5.058e-6 1 -3.239e-5 2 -1.821e-3 1 55 N28 max .289 1 -.001 1 .166 2 3.039e-3 2 1.957e-4 1 2.831e-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 7.421e-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 -1.21e-3 1 59 N30 max .319 1 0 2 .199 2 1.167e-3 2 2.522e-3 2 9.711e-4 2 60 min 0 2 -.002 1 0 1 1.261e-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 -1.21e-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 -3.421e-4 2 70 min -.002 2 -.001 2 0 1 -2.591e-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 5.91e-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 -6.101e-5 2 -2.752e-4 2 78 min 0 2 -.002 1 -.001 1 -1.088e-6 1 -8.553e-4 1 -3.51e-3 1 79 N40 max .309 1 0 2 .188 2 4.725e-4 2 6.362e-5 2 -1.031e-5 2 80 min .004 2 -.002 1 0 1 1.27e-5 1 4.965e-6 1 -1.841e-3 1 RISA-3D Version 17.0.4 Page 14 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 47 of 53 Company : Joe P. Hill P.E. Designer : CD Job Number : JO-ANN Checked By: JPH Model Name : FRAME E Envelope Joint Displacements (Continued) Joint X [in] LC Y [in] LC Z [in] LC X Rotation... LC Y Rotation... LC Z Rotation... LC 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 -1.841e-3 1 83 N42 max .296 1 -.002 1 .166 2 3.039e-3 2 -1.13e-4 1 -2.831e-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 7.101e-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-3 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 2.791e-7 1 0 2 90 min 0 2 0 2 0 1 -3.606e-5 1 0 2 -1.147e-3 1 91 N46 max .007 1 0 1 .028 2 6.891e-3 2 1.215e-6 1 -5.829e-4 2 92 min .001 2 0 2 0 1 -1.44e-5 1 -3.575e-4 2 -2.062e-3 1 93 N47 max .005 1 0 2 .029 2 7.101e-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 6.891e-3 2 3.575e-4 2 5.829e-4 2 96 min -.001 2 0 2 0 1 -2.444e-5 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 -7.981e-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 7.981e-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 -1.111e-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 1 111 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 -1.115e-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 -1.116e-3 1 Material Takeoff Material Size Pieces Length[ft] Weight[K] 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-3D Version 17.0.4 Page 15 [X:\...\...\CALCS\RISA3D\FRAME B1-WS_42x96x120.r3d] Page 48 of 53 Page 49 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Page 50 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH FRAME A1 ASSUME CONCRETE IS AS FOLLOW THICK CONCRETE SLAB (t) = 4.0 in d = 2 in f'c = 3000 PSI MIN (NO INSPECTION) ALLOWABLE SOIL BEARING PRESSURE =500 PSF Pmax (DL+LL+SEISMIC) < P = 1240 LBS AREA REQ'D =1240 / 500 = 2.48 FT^2 BEARING PLATE = 1.50 in TYP. AREA = 1.77 in2 2'' 1.5'' 2'' BEARING PRESSURE FT FT (FT2) (LBS/FT 2) 1.67 1.67 2.79 444.62 FACTOR OF SAFETY = 500 PSF / 444.62 PSF =1.12 OK 2'' 4'' 2'' 2'' 5.5'' FOR TWO WAY DIAGONAL TENSION ACTION SHEAR Vu = 1.7 x TLmax x (EFFECTIVE AREA) LENGTH = ( 2 x PI x 2.75'' ) = 17.28'' Vu = 1.7 x 444.6 PSF x (2.79 FT^2 - 0.165 FT^2) AREA = L x d = 17.28'' x 2'' Vu = 1983 LBS = 34.56 IN2 d = 2.00 IN bo = (2 x PI x 2.75'') vu =1983 LBS / 34.56 IN^2 bo = 17.28 IN = 57.39 PSI Vallow = 0.85 x 2 x sqrt( 3000 PSI ) x 17.28 x 2'' Vallow = 0.85 x 2 x sqrt( 3000 PSI ) = 3218 LBS = 93.11 PSI Vallow >vu OK Vallow >vu OK AREA USED SLAB PUNCH SHEAR FOR Page 51 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH FRAME B1 ASSUME CONCRETE IS AS FOLLOW THICK CONCRETE SLAB (t) = 4.0 in d = 2 in f'c = 3000 PSI MIN (NO INSPECTION) ALLOWABLE SOIL BEARING PRESSURE =500 PSF Pmax (DL+LL+SEISMIC) < P = 2500 LBS AREA REQ'D =2500 / 500 = 5 FT^2 BEARING PLATE 3.75 x 2.25 in TYP. AREA = 8.44 in2 2'' 3.75'' 2'' BEARING PRESSURE FT FT (FT2) (LBS/FT 2) 2.25 2.25 5.06 493.83 2'' FACTOR OF SAFETY = 500 PSF / 493.83 PSF =1.01 OK 2.25'' 2'' 4'' 2'' 3.75'' 2'' (2'') (2.25'') (2'') 7.75'' (6.25'') FOR TWO WAY DIAGONAL TENSION ACTION SHEAR Vu = 1.7 x TLmax x (EFFECTIVE AREA) LENGTH = ( 7.75'' x 2) + (6.25'' x 2) = 28'' Vu = 1.7 x 493.8 PSF x (5.06 FT^2 - 0.3364 FT^2) AREA = L x d = 28'' x 2'' Vu = 3968 LBS = 56.00 IN2 d = 2.00 IN bo = [ 2 (2.25'' +4'')] + [ 2 (3.75'' +4'')] vu =3968 LBS / 56 IN^2 bo = 28.00 IN = 70.85 PSI Vallow = 0.85 x 2 x sqrt( 3000 PSI ) x 28 x 2'' Vallow = 0.85 x 2 x sqrt( 3000 PSI ) = 5214 LBS = 93.11 PSI Vallow >vu OK Vallow >vu OK SLAB PUNCH SHEAR FOR AREA USED Page 52 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Point Load on Slab JOE P. HILL, PE INCLic. # : KW-06005943 DESCRIPTION:SLAB ON GRADE FOR FRAME A1, B1 Software copyright ENERCALC, INC. 1983-2019, Build:12.19.8.31 . File = C:\JPH-CD~1\JPH\Projects\19-MAL~1\CALCS\SLAB-ON-GRADE.ec6 . Code References Calculations per ACI 318-14, IBC 2015, CBC 2019, ASCE 7-10 Load Combinations Used : ASCE 7-16 Analytical Values 50.0 3,122.0 2.50 0.150 3.0 : 1 4.0 - LRFD Reduction Factor 0.850f Min. Adjacent Load Distance in36.239 ksi f'c - Concrete Compressive Strength ksi pcid - Slab Thickness in Ks - Soil Modulus of Subgrade Reaction Ec - Concrete Elastic Modulus - Poisson's Ratio FS - Req'd Factor of Safety m Pn = 1.72 [ (Ks R1 / Ec) 10,000 + 3.6] Fr d^2 Min Adjacent Column Distance = R1 = 50% plate average dimension = sqrt( PlWid * PlLen) /2 d - Slab Thickness Ec = Concrete elastic modulus u - Poisson's ratio Fr - Concrete modulus of rupture = 7.5 * sqrt( f'c ) d - Slab Thickness Ks = Soil modulus of subgrade reaction Ks = Soil modulus of subgrade reaction Ec = Concrete elastic modulus 1.5 * ( [ Ec d^3 / (12 * ( 1- u^2 ) Ks ] ^ 1/4 ) Analysis Formulas GoverningApplied Concentrated Load on Plate - (kip) E Check(in)LenWidLoad ID Plate L Pu Phi*PnR1(in) D Lr S W Ld Comb (kip)(kip) Load & Capacity Table A1 Pass, FS=16.45 >= 30.751.50 1.50 1.24 2.0+1.20D+0.50Lr+1.60L 32.6 B1 Pass, FS= 8.40 >= 31.452.25 3.75 2.50 4.0+1.20D+0.50Lr+1.60L 33.6 Page 53 of 53 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH A1 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH A2 A3 A4 A5 A6 A7 A8 A9 A10 A11 A12 A13 A14 A15 A16 A17 A18 A19 A20 A21 A22 A23 A24 A25 A26 A27 A28 A29 A30 A31 A32 A33 A34 A35 A36 A37 B1 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH Company : Designer : Job Number : May 26, 2015 17:11 PM Checked By:______ Section Properties: HD BASE SECTION Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =4 Basic Properties: Total Width =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^2 Inertia, Ixx =2.411 in^4 Inertia, Iyy =0.047 in^4 Inertia, Ixy =-0.000 in^4 Sx (Top)=0.940 in^3 Sx (Bot)=0.702 in^3 Sy (Left)=0.056 in^3 Sy (Right)=0.056 in^3 rx =1.908 in ry =0.266 in Plastic Zx =1.108 in^3 Plastic Zy =0.121 in^3 Torsional J =0.000 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\GONDOLA-.nmsx Page 1B2 Company : Designer : Job Number : May 26, 2015 17:12 PM Checked By:______ Section Properties: BASE SECTION Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =2 Basic Properties: Total Width =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^2 Inertia, Ixx =2.011 in^4 Inertia, Iyy =0.025 in^4 Inertia, Ixy =0.000 in^4 Sx (Top)=0.670 in^3 Sx (Bot)=0.670 in^3 Sy (Left)=0.030 in^3 Sy (Right)=0.030 in^3 rx =2.029 in ry =0.224 in Plastic Zx =0.870 in^3 Plastic Zy =0.072 in^3 Torsional J =0.000 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\GONDOLA-.nmsx Page 1B3 Company : Designer : Job Number : May 26, 2015 17:12 PM Checked By:______ Section Properties: 16-shelf Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =2 Basic Properties: 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 =0.030 in Equivalent Properties: Area, Ax =0.695 in^2 Inertia, Ixx =0.100 in^4 Inertia, Iyy =17.586 in^4 Inertia, Ixy =-0.000 in^4 Sx (Top)=0.484 in^3 Sx (Bot)=0.084 in^3 Sy (Left)=2.175 in^3 Sy (Right)=2.175 in^3 rx =0.379 in ry =5.031 in Plastic Zx =0.136 in^3 Plastic Zy =2.937 in^3 Torsional J =0.000 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\GONDOLA-.nmsx Page 1B4 Company : Designer : Job Number : May 26, 2015 17:12 PM Checked By:______ Section Properties: 19-shelf Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =3 Basic Properties: 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 =0.030 in Equivalent Properties: Area, Ax =0.864 in^2 Inertia, Ixx =0.115 in^4 Inertia, Iyy =29.272 in^4 Inertia, Ixy =-0.007 in^4 Sx (Top)=0.555 in^3 Sx (Bot)=0.097 in^3 Sy (Left)=3.044 in^3 Sy (Right)=3.064 in^3 rx =0.365 in ry =5.822 in Plastic Zx =0.169 in^3 Plastic Zy =4.377 in^3 Torsional J =0.000 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\GONDOLA-.nmsx Page 1B5 Company : Designer : Job Number : May 26, 2015 17:13 PM Checked By:______ Section Properties: 22-shelf Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =3 Basic Properties: 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 =0.030 in Equivalent Properties: Area, Ax =0.959 in^2 Inertia, Ixx =0.119 in^4 Inertia, Iyy =43.174 in^4 Inertia, Ixy =0.008 in^4 Sx (Top)=0.627 in^3 Sx (Bot)=0.099 in^3 Sy (Left)=3.906 in^3 Sy (Right)=3.884 in^3 rx =0.353 in ry =6.710 in Plastic Zx =0.172 in^3 Plastic Zy =5.600 in^3 Torsional J =0.000 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\GONDOLA-.nmsx Page 1B6 Company : Designer : Job Number : Section Properties: 25HD-shelf Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =4 Basic Properties: 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 =0.030 in Equivalent Properties: Area, Ax =1.182 in^2 Inertia, Ixx =0.161 in^4 Inertia, Iyy =65.585 in^4 Inertia, Ixy =-0.000 in^4 Sx (Top)=0.703 in^3 Sx (Bot)=0.147 in^3 Sy (Left)=5.109 in^3 Sy (Right)=5.109 in^3 rx =0.369 in ry =7.450 in Plastic Zx =0.257 in^3 Plastic Zy =7.531 in^3 Torsional J =0.000 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram \Documents\RISA\RISASection Files\GONDOLA-.nmsx B7 Company : Designer : Job Number : May 26, 2015 17:14 PM Checked By:______ Section Properties: GONDOLA UPRIGHT OPN Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =6 Basic Properties: 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 =2.531 in Equivalent Properties: Area, Ax =0.757 in^2 Inertia, Ixx =0.817 in^4 Inertia, Iyy =0.237 in^4 Inertia, Ixy =0.000 in^4 Sx (Top)=0.630 in^3 Sx (Bot)=0.630 in^3 Sy (Left)=0.250 in^3 Sy (Right)=0.250 in^3 rx =1.039 in ry =0.560 in Plastic Zx =0.746 in^3 Plastic Zy =0.406 in^3 Torsional J =0.005 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\GONDOLA-.nmsx Page 1B8 Company : Designer : Job Number : May 26, 2015 17:14 PM Checked By:______ Section Properties: HD GONDOLA UPRIGHT OPN Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =6 Basic Properties: 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 =2.531 in Equivalent Properties: Area, Ax =0.866 in^2 Inertia, Ixx =1.083 in^4 Inertia, Iyy =0.273 in^4 Inertia, Ixy =0.000 in^4 Sx (Top)=0.754 in^3 Sx (Bot)=0.753 in^3 Sy (Left)=0.293 in^3 Sy (Right)=0.293 in^3 rx =1.118 in ry =0.561 in Plastic Zx =0.919 in^3 Plastic Zy =0.468 in^3 Torsional J =0.006 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\GONDOLA-.nmsx Page 1B9 Company : Designer : Job Number : Jun 29, 2016 10:58 AM Checked By:______ Section Properties: WS BEAM SECTION 16GA (0.061") Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =5 Basic Properties: 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 =0.061 in Equivalent Properties: Area, Ax =0.439 in^2 Inertia, Ixx =0.621 in^4 Inertia, Iyy =0.128 in^4 Inertia, Ixy =-0.069 in^4 Sx (Top)=0.433 in^3 Sx (Bot)=0.342 in^3 Sy (Left)=0.108 in^3 Sy (Right)=0.255 in^3 rx =1.190 in ry =0.540 in Plastic Zx =0.459 in^3 Plastic Zy =0.202 in^3 Torsional J =0.001 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\WIDESPAN BEAM.nmsx Page 1B10 Company : Designer : Job Number : Jun 29, 2016 10:59 AM Checked By:______ Section Properties: WS UPRITE 14GA (0.072") Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =2 Basic Properties: 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 =1.625 in Equivalent Properties: Area, Ax =0.372 in^2 Inertia, Ixx =0.202 in^4 Inertia, Iyy =0.133 in^4 Inertia, Ixy =-0.000 in^4 Sx (Top)=0.231 in^3 Sx (Bot)=0.231 in^3 Sy (Left)=0.178 in^3 Sy (Right)=0.151 in^3 rx =0.738 in ry =0.597 in Plastic Zx =0.265 in^3 Plastic Zy =0.200 in^3 Torsional J =0.001 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\WIDESPAN BEAM.nmsx Page 1B11 Company : Designer : Job Number : Jun 29, 2016 10:59 AM Checked By:______ Section Properties: WS BRACINGS 20GA Section Information: Material Type =General Shape Type =Arbitrary Number of Shapes =2 Basic Properties: 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 =0.033 in Equivalent Properties: Area, Ax =0.115 in^2 Inertia, Ixx =0.024 in^4 Inertia, Iyy =0.010 in^4 Inertia, Ixy =0.000 in^4 Sx (Top)=0.035 in^3 Sx (Bot)=0.035 in^3 Sy (Left)=0.027 in^3 Sy (Right)=0.027 in^3 rx =0.453 in ry =0.298 in Plastic Zx =0.046 in^3 Plastic Zy =0.032 in^3 Torsional J =0.000 in^4 As-xx Def =1.000 As-yy Def =1.000 As-xx Stress =1.000 As-yy Stress =1.000 Section Diagram C:\RISA Section Files\WIDESPAN BEAM.nmsx Page 1B12 C1 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH C2 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 1 MALLORY PAINT 5/7/2020 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 1/4 (2 1/2) Effective embedment depth: hef,act = 1.920 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 6/1/2019 | 12/1/2019 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.104 in. Anchor plate: lx x ly x t = 1.500 in. x 4.000 in. x 0.104 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 4.125 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) 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.lb] C3 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 2 MALLORY PAINT 5/7/2020 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: - [‰] 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. Tension 1 2 x y 3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status Steel Strength* 410 3,679 12 OK Pullout Strength*410 623 66 OK Concrete Breakout Strength**820 1,810 46 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3027 f Nsa ≥ Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2] futa [psi] 0.05 125,000 Calculations Nsa [lb] 5,660 Results Nsa [lb] f steel f nonductile f Nsa [lb] Nua [lb] 5,660 0.650 1.000 3,679 410 C4 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 3 MALLORY PAINT 5/7/2020 3.2 Pullout Strength Npn,f'c = Np,2500 l a √f'c 2500 refer to ICC-ES ESR-3027 f Npn,f'c ≥ Nua ACI 318-14 Table 17.3.1.1 Variables f'c [psi] l a Np,2500 [lb] 3,000 1.000 1,166 Calculations √f'c 2500 1.095 Results Npn,f'c [lb] f concrete f seismic f nonductile f Npn,f'c [lb] Nua [lb] 1,277 0.650 0.750 1.000 623 410 3.3 Concrete Breakout Strength Ncbg = (ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f 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) ANc0 = 9 h2ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = (1 1 + 2 e'N 3 hef ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f'c h1.5ef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 1.920 0.000 0.000 ∞ 1.000 cac [in.] kc l a f'c [psi] 2.780 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 49.74 33.18 1.000 1.000 1.000 1.000 2,477 Results Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 3,714 0.650 0.750 1.000 1,810 820 C5 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 4 MALLORY PAINT 5/7/2020 4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status Steel Strength* 178 837 22 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**356 2,600 14 OK Concrete edge failure in direction **N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-3027 f Vsteel ≥ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [in.2] futa [psi] aV,seis 0.05 125,000 0.900 Calculations Vsa,eq [lb] 1,395 Results Vsa,eq [lb] f steel f nonductile f Vsa [lb] Vua [lb] 1,395 0.600 1.000 837 178 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb] ACI 318-14 Eq. (17.5.3.1b) f 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) ANc0 = 9 h2ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = (1 1 + 2 e'N 3 hef ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f'c h1.5ef ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 1 1.920 0.000 0.000 ∞ y c,N cac [in.] kc l a f' c [psi] 1.000 2.780 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 49.74 33.18 1.000 1.000 1.000 1.000 2,477 Results Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 3,714 0.700 1.000 1.000 2,600 356 C6 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 5 MALLORY PAINT 5/7/2020 5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status 0.658 0.213 5/3 58 OK bNV = bz N + bz V <= 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 Φ 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 w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! C7 C8 JOB: DATE: 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 BY: CHD: 20178 05/07/2020 CD JPH www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 1 MALLORY PAINT WS 5/7/2020 Specifier's comments: 1 Input data Anchor type and diameter: KWIK HUS-EZ (KH-EZ) 3/8 (2 1/2) Effective embedment depth: hef,act = 1.860 in., hnom = 2.500 in. Material: Carbon Steel Evaluation Service Report: ESR-3027 Issued I Valid: 6/1/2019 | 12/1/2019 Proof: Design method ACI 318-14 / Mech. Stand-off installation: eb = 0.000 in. (no stand-off); t = 0.108 in. Anchor plate: lx x ly x t = 2.250 in. x 4.250 in. x 0.108 in.; (Recommended plate thickness: not calculated Profile: no profile Base material: cracked concrete, 3000, fc' = 3,000 psi; h = 4.125 in. Installation: hammer drilled hole, Installation condition: Dry Reinforcement: tension: condition B, shear: condition B; no supplemental splitting reinforcement present edge reinforcement: none or < No. 4 bar Seismic loads (cat. C, D, E, or F) 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.lb] C9 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 2 MALLORY PAINT WS 5/7/2020 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 [‰] 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. Tension Compression 1 2 x y 3 Tension load Load Nua [lb] Capacity f f f f Nn [lb] Utilization bbbbN = Nua/f f f f Nn Status Steel Strength* 624 6,718 10 OK Pullout Strength*N/A N/A N/A N/A Concrete Breakout Strength**1,249 1,719 73 OK * anchor having the highest loading **anchor group (anchors in tension) 3.1 Steel Strength Nsa = ESR value refer to ICC-ES ESR-3027 f Nsa ≥ Nua ACI 318-14 Table 17.3.1.1 Variables Ase,N [in.2] futa [psi] 0.09 120,300 Calculations Nsa [lb] 10,335 Results Nsa [lb] f steel f nonductile f Nsa [lb] Nua [lb] 10,335 0.650 1.000 6,718 624 C10 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 3 MALLORY PAINT WS 5/7/2020 3.2 Concrete Breakout Strength Ncbg = (ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb ACI 318-14 Eq. (17.4.2.1b) f 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) ANc0 = 9 h2ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = (1 1 + 2 e'N 3 hef ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f'c h1.5ef ACI 318-14 Eq. (17.4.2.2a) Variables hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] y c,N 1.860 0.000 0.000 ∞ 1.000 cac [in.] kc l a f'c [psi] 2.920 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 46.48 31.14 1.000 1.000 1.000 1.000 2,362 Results Ncbg [lb] f concrete f seismic f nonductile f Ncbg [lb] Nua [lb] 3,526 0.650 0.750 1.000 1,719 1,249 C11 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 4 MALLORY PAINT WS 5/7/2020 4 Shear load Load Vua [lb] Capacity f f f f Vn [lb] Utilization bbbbV = Vua/f f f f Vn Status Steel Strength* 274 1,866 15 OK Steel failure (with lever arm)*N/A N/A N/A N/A Pryout Strength**547 2,468 23 OK Concrete edge failure in direction **N/A N/A N/A N/A * anchor having the highest loading **anchor group (relevant anchors) 4.1 Steel Strength Vsa,eq = ESR value refer to ICC-ES ESR-3027 f Vsteel ≥ Vua ACI 318-14 Table 17.3.1.1 Variables Ase,V [in.2] futa [psi] aV,seis 0.09 120,300 0.600 Calculations Vsa,eq [lb] 3,110 Results Vsa,eq [lb] f steel f nonductile f Vsa [lb] Vua [lb] 3,110 0.600 1.000 1,866 274 4.2 Pryout Strength Vcpg = kcp [(ANc ANc0) y ec,N y ed,N y c,N y cp,N Nb] ACI 318-14 Eq. (17.5.3.1b) f 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) ANc0 = 9 h2ef ACI 318-14 Eq. (17.4.2.1c) y ec,N = (1 1 + 2 e'N 3 hef ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.4) y ed,N = 0.7 + 0.3 (ca,min 1.5hef) ≤ 1.0 ACI 318-14 Eq. (17.4.2.5b) y cp,N = MAX(ca,min cac , 1.5hef cac ) ≤ 1.0 ACI 318-14 Eq. (17.4.2.7b) Nb = kc l a √f'c h1.5ef ACI 318-14 Eq. (17.4.2.2a) Variables kcp hef [in.] ec1,N [in.] ec2,N [in.] ca,min [in.] 1 1.860 0.000 0.000 ∞ y c,N cac [in.] kc l a f' c [psi] 1.000 2.920 17 1.000 3,000 Calculations ANc [in.2] ANc0 [in.2] y ec1,N y ec2,N y ed,N y cp,N Nb [lb] 46.48 31.14 1.000 1.000 1.000 1.000 2,362 Results Vcpg [lb] f concrete f seismic f nonductile f Vcpg [lb] Vua [lb] 3,526 0.700 1.000 1.000 2,468 547 C12 www.hilti.us Profis Anchor 2.8.8 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 Company: Specifier: Address: Phone I Fax: E-Mail: JOE P. HILL,P.E.,INC CD 1801 N. HAMPTON ROAD, SUITE 440,DESOTO,TX 972-283-5111 | 972-283-5113 Page: Project: Sub-Project I Pos. No.: Date: 5 MALLORY PAINT WS 5/7/2020 5 Combined tension and shear loads bN bV z Utilization bN,V [%] Status 0.726 0.222 5/3 67 OK bNV = bz N + bz V <= 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 Φ 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 w0. • Hilti post-installed anchors shall be installed in accordance with the Hilti Manufacturer's Printed Installation Instructions (MPII). Reference ACI 318-14, Section 17.8.1. Fastening meets the design criteria! C13 C14 C15 C16 C17 C18 C19 C20 C21 C22 C23 C24 C25 C26 C27 C28 C29 C30 C31 C32 C33