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X2019-0131 - Calcs
0101 ;V1 Q X2Qi -0131 `-1 ag Dr - PLUMP ENGINEERING INC. STRUCTURAL CALCULATIONS Client: S & P Fabrication Services Project: Hoag Hospital Location: 1 Hoag Drive, Newport Beach, CA 92663 Building Code: 2016 CBC Plump File No: S.1812076 By: M.A. Date: March 15, 2019 Revisions: These calculations not valid unless signed and sealed in space above. 914 E. Katella Avenue, Anaheim, CA 92805 (714) 385-1835 Fax (714) 385-1834 z x Plump Engineering, Inc. M.A. S.1812076 Hoag Hospital Mar 15, 2019 at 11:00 AM S.1812076-String Light Metal Supp... z x 2 Plump Engineering, Inc. M.A. S.1812076 Hoag Hospital Mar 15, 2019 at 11:01 AM S.1812076-String Light Metal Supp... Plump Engineering, Inc. M.A. S.1812076 Hoag Hospital Mar 15, 2019 at 11:01 AM S.1812076-String Light Metal Supp... 112.181b 112.181b 112.181b 112.181b 112.181b Loads: BLC 1, DEAD LOAD 112.181b 11 4 -112.181b -112.181b 12.181b 4 12 -11 ..181b -112.181 6 -112.181b Plump Engineering, Inc. M.A. S.1812076 Hoag Hospital Apr 17, 2019 at 5:37 PM S.1812076-String Light Metal Supp... Y 983.71b 983.71b 983.71b 983.71b 983.71b Loads: BLC 2, RLL 983.71b 11 sr -983.71b -983.71b 83.71 b 12 -98 .71b -983.71b 6 -983.71b Plump Engineering, Inc. M.A. S.1812076 Hoag Hospital Apr 17, 2019 at 5:37 PM S.1812076-String Light Metal Supp.. Y 3020.151b 3020.151b 3020.151b 3020.151b 3020.151b Loads: BLC 3, WL 3020.151b 11 -3020.151 -3020.151b 020.151b 4 12 -30,0.151b -3020.1 6 -3020.151b Plump Engineering, Inc. M.A. S.1812076 Hoag Hospital Apr 17, 2019 at 5:37 PM S.1812076-String Light Metal Supp.. Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 ,,,,,,Inc Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP (Global) Model Settings Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation? Yes Increase Nailing Capacity for Wind? Yes Include Warping? Yes Trans Load Btwn Intersecting Wood Wall? Yes Area Load Mesh (inA2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Include P-Delta for Walls? Yes Automatically Iterate Stiffness for Walls? No Max Iterations for Wall Stiffness 3 Gravity Acceleration (ft/sec^2) 32.2 Wall Mesh Size (in) 12 Eigensolution Convergence Tol. (1.E-) 4 Vertical Axis Y Global Member Orientation Plane XZ Static Solver Sparse Accelerated Dynamic Solver Accelerated Solver Hot Rolled Steel Code AISC 14th(360-10): ASD No Adjust Stiffness? RISAConnection Code AISC 14th(360-10): ASD Cold Formed Steel Code AISI S100-12: ASD Wood Code AWC NDS-15: ASD Wood Temperature < 100F Concrete Code ACI 318-14 Masonry Code ACI 530-13: ASD Aluminum Code AA ADM1-15: ASD - Building Stainless Steel Code None Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections? Yes Use Cracked Sections Slab? No Bad Framing Warnings? No Unused Force Warnings? Yes Min 1 Bar Diann. Spacing? No Concrete Rebar Set REBAR SET ASTMA615 Min % Steel for Column 1 Max % Steel for Column 8 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r3d] Page 1 Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 „1nc Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP (Global) Model Settings. Continued Seismic Code ASCE 7-10 Seismic Base Elevation (ft) Not Entered Add Base Weight? No CtX 0 Ct Z 0 T X (sec) Not Entered T Z (sec) Not Entered RX 1 RZ 1 Ct Exp. X 0 Ct Exp. Z 0 SD1 0 SDS 0 S1 0 TL (sec) Not Entered Risk Cat IV Drift Cat Other Om Z 1 Om X 1 Cd Z 1 Cd X 1 Rho Z 1 Rho X 1 Footing Overturning Safety Factor 1.5 Optimize for OTM/Sliding No Check Concrete Bearing Yes Footing Concrete Weight (k/ft^3) .145 Footing Concrete fc (ksi) 3 Footing Concrete Ec (ksi) 4000 Lambda 1 Footing Steel fy (ksi) 60 Minimum Steel 0.0018 Maximum Steel 0.0075 Footing Top Bar #5 Footing Top Bar Cover (in) 3.5 Footing Bottom Bar #5 Footing Bottom Bar Cover (in) 3.5 Pedestal Bar #3 Pedestal Bar Cover (in) 1.5 Pedestal Ties #3 Basic Load Cases 1 BLC Description DEAD LOAD Category DL X Gray.. Y Gray.. Z Gray.. Joint Point Distrib... Area(... Surface(Plate/... -1 12 2 RLL RLL 12 3 WL WL 12 Load Combinations Description Solve PDelta SR... BLC F... BLC F... BLC Fa... BLC F... BLC Fa... BLC Fa... BLC F... BLC F... BLCF......... 1 DL+RLL Yes C DL 1 RLL 1 2 DL+0.6WL Yes C DL 1 WL :6 3 DL+ .75(0.6WL)+.75RLL Yes C DL 1 RLL .75 WL .45 4 DL Yes C DL 1 5 RLL Yes C RLL 1 RISA-qrl \/arcinn 17 n 9 FPARISA3D\S_1812076-Strina Liaht Metal Support (Half Wires).r3d1 Page 2 Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 ,.., P, !c Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Load Combinations (Continued) 6 Description Solve PDelta SR... BLC F... BLC F... BLC Fa... BLC F... BLC Fa... BLC Fa... BLC F... BLC F... BLCF. WL Yes WL .6 Joint Loads and Enforced Displacements (BLC 1 : DEAD LOAD) ft). (in.rad). (Ib*s^2/ft. Ib*s^2*ft 1 N13 L X 112.18 2 N14 L X -112.18 3 N15 L X 112.18 4 N16 L X -112.18 5 N17 L X 112.18 6 N18 L X -112.18 7 N19 L X 112.18 8 N20 L X -112.18 9 N21 L X 112.18 10 N22 L X -112.18 11 N23 L X 112.18 12 N24 L X -112.18 Joint Loads and Enforced Displacements (BLC 2 : RLL) L.D.M tudef(Ib.lb-ft). (in.rad). (Ib*s^2/ft. Ib*s^2*ft 1 N13 L X 983.7 2 N14 L X -983.7 3 N15 L X 983.7 4 N16 L X -983.7 5 N17 L X 983.7 6 N18 L X -983.7 7 N19 L X 983.7 8 N20 L X -983.7 9 N21 L X 983.7 10 N22 L X -983.7 11 N23 L X 983.7 12 N24 L X -983.7 Joint Loads and Enforced Displacements (BLC 3 : WL) -ft). (in.rad). (Ib*s^2/ft. Ib*s^2*ft 1 N13 L X 3020.15 2 N14 L X -3020.15 3 N15 L X 3020.15 4 N16 L X -3020.15 5 N17 L X 3020.15 6 N18 L X -3020.15 7 N19 L X 3020.15 8 N20 L X -3020.15 9 N21 L X 3020.15 10 N22 L X -3020.15 11 N23 L X 3020.15 12 N24 L X -3020.15 Member AISC 14th(360-10): ASD Steel Code Checks Cb Eon 1 1 M1 HSS8X8X6 .265 0 .069 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 2 1 M2 HSS8X8X6 .455 0 .041 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-lb 3 1 M3 HSS8X8X6 .265 0 .069 0 v 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 4 1 M4 HSS8X8X6 .265 0 .069 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-lb RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r3d] Page 3 Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 .Ji.. Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member AISC 14th(360-10): ASD Steel Code Checks (Continued) LC Member Shape UC Max Locfftl Shear UC Locfftl Dir Pnc/om f.. Pnt/om Elb l Mnw/om.. Mnzz/om... Cb Ean 5 1 M5 HSS8X8X6 .455 0 .041 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-lb 6 1 M6 HSS8X8X6 .265 0 .069 0 y 259014.... 286467.... 67485.03 67485.03 1.591 HI -lb 7 1 M7 HSS8X8X4 .114 22.641 .062 15.75 z 74373.236195568.... 44103.64 44103.64 1.315 H 1-1 b 8 1 M8 HSS8X8X4 .114 8.859 .062 15.75 z 74373.236 195568.... 44103.64 44103.64 1.315 HI-1 b 9 2 M1 HSS8X8X6 .462 0 .122 0 v 259014.... 286467.... 67485.03 67485.03 1.591 H1-lb 10 2 M2 HSS8X8X6 .798 0 .072 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-1b 11 2 M3 HSS8X8X6 .462 0 .122 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 12 2 M4 HSS8X8X6 .462 0 .122 0 y 259014.... 286467.... 67485.03 67485.03 1.591 HI -lb 13 2 M5 HSS8X8X6 .798 0 .072 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-1 b 14 2 M6 HSS8X8X6 .462 0 .122 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 15 2 M7 HSS8X8X4 .196 22.641 .108 12.797 z 74373.236 195568.... 44103.64 44103.64 1.315 Hl-lb 16 2 M8 HSS8X8X4 .196 8.859 .108 15.75 z 74373.236195568.... 44103.64 44103.64 1.315 HI -lb 17 3 M1 HSS8X8X6 .530 0 .140 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-lb 18 3 M2 HSS8X8X6 .915 0 .083 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-1b 19 3 M3 HSS8X8X6 .530 0 .140 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-lb 20 3 M4 HSS8X8X6 .530 , 0 .140 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H 1-1 b 21 3 M5 HSS8X8X6 .915 0 .083 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-1b 22 3 M6 HSS8X8X6 .530 0 .140 0 y 259014....286467.... 67485.03 67485.03 1.591 H1-lb 23 3 M7 HSS8X8X4 .224 22.641 .124 15.75 z 74373.236 195568.... 44103.64 44103.64 1.315 H 1-1 b 24 3 M8 HSS8X8X4 .224 8.859 .124 15.75 z 74373.236195568.... 44103.64 44103.64 1.315 H1-1b 25 4 M1 HSS8X8X6 .030 0 .007 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H 1-1 b 26 4 M2 HSS8X8X6 .048 0 .004 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-1b 27 4 M3 HSS8X8X6 .030 0 .007 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 28 4 M4 HSS8X8X6 .030 0 .007 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H 1-1 b 29 4 M5 HSS8X8X6 .048 0 .004 0 v 259014.... 286467.... 67485.03 67485.03 1.763 H1-lb 30 4 M6 HSS8X8X6 .030 0 .007 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 31 4 M7 HSS8X8X4 .020 15.75 .007 15.75 v 74373.236195568.... 44103.64 44103.64 1.315 H1-lb 32 4 M8 HSS8X8X4 .020 15.75 .007 15.75 y 74373.236 195568.... 44103.64 44103.64 1.315 H1-1b 33 5 M1 HSS8X8X6 .234 0 .062 0 v 259014.... 286467.... 67485.03 67485.03 1.591 H1-lb 34 5 M2 HSS8X8X6 .406 0 .037 0 y 259014.... 286467.... 67485.03 67485.03 1.763 HI -lb 35 5 M3 HSS8X8X6 .234 0 .062 0 v 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 36 5 M4 HSS8X8X6 .234 0 .062 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H 1-1 b 37 5 M5 HSS8X8X6 .406 0 .037 0 v 259014.... 286467.... 67485.03 67485.03 1.763 H1-lb 38 5 M6 HSS8X8X6 ' .234 0 .062 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 39 5 M7 HSS8X8X4 .097 22.641 .055 12.797 z 74373.236 195568.... 44103.64 44103.64 1 H1-lb 40 5 M8 HSS8X8X4 .097 8.859 .055 15.75 z 74373.236195568.... 44103.64 44103.64 1 H1-lb 41 6 M1 HSS8X8X6 .431 0 .114 0 v 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 42 6 M2 HSS8X8X6 .749 0 .068 0 y 259014.... 286467.... 67485.03 67485.03 1.763 H1-1b 43 6 M3 HSS8X8X6 .431 0 .114 0 v 259014.... 286467.... 67485.03 67485.03 1.591 H1-lb 44 6 M4 HSS8X8X6 .431 0 .114 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H 1-1 b 45 6 M5 HSS8X8X6 .749 0 .068 0 v 259014.... 286467.... 67485.03 67485.03 1.763 H1-1b 46 6 M6 HSS8X8X6 .431 0 .114 0 y 259014.... 286467.... 67485.03 67485.03 1.591 H1-1b 47 6 M7 HSS8X8X4 .178 8.859 .102 15.75 z 74373.236195568.... 44103.64 44103.64 1 Hl-lb 48 6 M8 HSS8X8X4 .178 - 8.859 .102 15.75 z 74373.236195568.... 44103.64 44103.64 1 H1-1 b Member Section Forces Member I oh.I Axialrlbl v Shearflbl -v Mome..z-z Mome... 1 1 M1 v1v 540.955 1636.924 -54.164 2751.437 -1'74.812 17619.702 2 2 452.483 1636.924 -54.164 2751.437 39.403 13527.391 3 3 364.011 1636.924 -54.164 2751.437 -96.007 9435.08 4 4 275.539 1636.924 -54.164 2751.437 -231.416 5342.769 5 5 187.067 1636.924 -54.164 2751.437 -366.825 1250.458 6 1 M2 1 792.933 3309.821 0 0 0 30597.298 7 2 704.461 3309.821 0 0 0 22322.745 8 3 615.988 3309.821 0 0 0 14048.191 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r3d] Page 4 Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 ,1nc Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shear lb z Shear lb Tor ouellb.. v-v Mome..z-z Mome 9 4 527.516 3309.821 0 0 0 5773.638 10 5 439.044 3309.821 0 0 0 -2500.915 11 1 M3 1 540.955 1636.924 54.164 -2751.437 -174.812 17619.702 12 2 452.483 1636.924 54.164 -2751.437 -39.403 13527.391 13 3 364.011 1636.924 54.164 2751.437 96.007 9435.08 14 4 275.539 1636.924 54.164-2751.437 231.416 5342.769 15 5 187.067 1636.924 54.164 -2751.437 366.825 1250.458 16 1 M4 1 540.955 -1636.924 -54.164 -2751.437 174.812 -17619.702 17 2 452.483 -1636.924 -54.164 -2751.437 39.403 -13527.391 18 3 364.011 -1636.924 -54.164 -2751.437 -96.007 -9435.08 19 4 275.539 -1636.924 -54.164 -2751.437 -231.416 -5342.769 20 5 187.067 -1636.924 -54.164 -2751.437 -366.825 -1250.458 21 1 M5 1 792.933 -3309.821 0 0 0 -30597.298 22 2 704.461 -3309.821 0 0 0 -22322.745 23 3 615.988 -3309.821 0 0 0 -14048.191 24 4 527.516 -3309.821 0 0 0 -5773.638 25 5 439.044 -3309.821 0 0 0 2500.915 26 1 M6 1 540.955 -1636.924 54.164 2751.437 -174.812-17619.702 27 2 452.483 -1636.924 54.164 2751.437 -39.403 -13527.391 28 3 364.011 -1636.924 54.164 2751.437 96.007 -9435.08 29 4 275.539 -1636.924 54.164 2751.437 231.416 -5342.769 30 5 187.067 -1636.924 54.164 2751.437 366.825 -1250.458 31 1 M7 1 54.164 187.073 -1635.357 -1250.458 2751.437 366.825 32 2 54.164 -11.879 -539.427 -1250.458 4213.359 -310.308 33 3 54.164 219.526 -1652.501 -1250.458 2566.371 619.873 34 4 54.164 11.879 539.427 1250.458 -4213.359 -310.308 35 5 54.164 -187.073 1635.357 1250.458 2751.437 366.825 36 1 M8 1 54.164 187.073 1635.357 1250.458 2751.437 366.825 37 2 54.164 -11.879 539.427 1250.458 4213.359 -310.308 38 3 54.164 -219.526 -1652.501 -1250.458 -2566.371 619.873 39 4 54.164 11.879 -539.427 -1250.458 4213.359 -310.308 40 5 54.164 -187.073 -1635.357 -1250.458 2751.437 366.825 41 1 M9 1 0 0 0 0 0 0 42 2 0 0 0 0 0 0 43 3 0 0 0 0 0 0 44 4 0 0 0 0 0 0 45 5 0 0 0 0 0 0 46 1 M10 1 0 0 0 0 0 0 47 2 0 0 0 0 0 0 48 3 0 0 0 0 0 0 49 4 0 0 0 0 0 0 50 5 0 0 0 0 0 0 51 1 M11 1 0 0 0 0 0 0 52 2 0 0 0 0 0 0 53 3 0 0 0 0 0 0 54 4 0 0 0 0 0 0 55 5 0 0 0 0 0 0 56 1 M12 1 0 0 0 0 0 0 57 2 0 0 0 0 0 0 58 3 0 0 0 0 0 0 59 4 0 0 0 0 0 0 60 5 0 0 0 0 0 0 61 1 M13 1 0 0 0 0 0 0 62 2 0 0 0 0 0 0 63 3 0 0 0 0 0 0 64 4 0 0 0 0 0 0 65 5 0 0 0 0 0 0 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r age Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 !. Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shear lb z Shear lb Tor que[lb -y Mome..z-z Mome... 66 1 M14 1 0 0 0 0 0 0 67 2 0 0 0 0 0 0 68 3 0 0 0 0 0 0 69 4 0 0 0 0 0 0 70 5 0 0 0 0 0 0 71 2 M 1 1 540.955 2874.297 -54.164 4831.284 174.812 30938.665 72 2 452.483 2874.297 -54.164 4831.284 39.403 23752.923 73 3 364.011 2874.297 -54.164 4831.284 -96.007 16567.18 74 4 275.539 2874.297 -54.164 4831.284 -231.416 9381.438 75 5 187.067 2874.297 -54.164 4831.284 -366.825 2195.695 76 2 M2 1 792.933 5811.758 0 0 0 53726.195 77 2 704.461 5811.758 0 0 0 39196.799 78 3 615.988 5811.758 0 0 - 0 24667.402 79 4 527.516 5811.758 0 0 0 10138.006 80 5 439.044 5811.758 0 0 0 -4391.39 81 2 M3 1 540.955 2874.297 54.164 -4831.284 -174.812 30938.665 82 2 452.483 2874.297 54.164 4831.284 -39.403 23752.923 83 3 364.011 2874.297 54.164 4831.284 g6.007 16567.18 84 4 275.539 2874.297 54.164 -4831.284 231.416 9381.438 85 5 187.067 2874.297 54.164 -4831.284 366.825 2195.695 86 2 M4 1 540.955 -2874.297 -54.164 -4831.284 174.812 -30938.665 87 2 452.483 -2874.297 -54.164 -4831.284 39.403 -23752.923 88 3 364.011 -2874.297 -54.164 -4831.284 -96.007 -16567.18 89 4 275.539 -2874.297 -54.164 -4831.284 -231.416 -9381.438 90 5 187.067 -2874.297 -54.164 -4831.284 -366.825 -2195.695 91 2 M5 1 792.933 -5811.758 0 0 0 -53726.195 92 2 704.461 -5811.758 0 0 0 -39196.799 93 3 615.988 -5811.758 0 0 0 -24667.402 94 4 527.516 -5811.758 0 0 0 -10138.006 95 5 439.044 -5811.758 0 0 0 4391.39 96 2 M6 " 1 540.955 -2874.297 54.164 4831.284 -174.812-30938.665 97 2 452.483 -2874.297 54.164 4831.284 -39.403 -23752.923 98 3 364.011 -2874.297 54:164 4831.284 .0 -67.18 99 4 275.539 -2874.297 54.164 4831.284 231.41696 9381.438 100 5 187.067 -2874.297 54.164 4831.284 366.825 -2195.695 101 2 M7 1 54.164 187.073 -2871.545 2195.695 4831.28407 366.825165 102 2 54.164 -11.879 -947.186 -2195.695 7398.292 -310.308 103 3 54.164 -219.526 2901.649 -2195.695 4506.325 619.873 104 4 54.164 11.879 947.186 2195.695 -7398.292 -310.308 105 5 54.164 -187.073 2871.545 2195.695 4831.284 366.825 106 2 M8 1 54.164 187.073 2871.545 2195.695 4831.284 366.825 107 2 54.164 -11.879 947.186 2195.695 7398.292 -310.308 108 3 54.164 -219.526 -2901.649 -2195.695 4506.325 619.873 109 4 54.164 11.879 -947.186 -2195.695 7398.292 -310.308 110 5 54.164 -187.073 -2871.545 -2195.695 4831.284 366.825 111 2 M9 1 0 0 0 0 0 0 112 2 0 0 0 0 0 0 113 3' 0 0 0 0 0 0 114 4 0 0 0 0 0 0 115 5 0 0 0 0 0 0 116 2 M10 1 0 0 0 0 0 0 117 2 0 0 0 0 0 0 118 3 0 0 0 0 0 0 119 4 0 0 0 0 0 0 120 5 0 0 0 0 0 0 121 2 M11 1 0 0 0 0 0 0 122 2 0 0 0 0 0 0 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r age Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 Inc Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shear lb z Shear lb Tor oueflb.. v-v Mome..z-z Mome... 123 3 0 0 0 0 0 0 124 4 0 0 0 0 0 0 125 5 0 0 0 0 0 0 126 2 M12 ,- 1 0 0 0 0 0 0 127 2 0 0 0 0 0 0 128 3 0 0 0 0 0 0 129 4 0 0 0 0 0 0 130 5 0 0 0 0 0 0 131 2 M13 1 0 0 0 0 0 0 132 2 0 0 0 0 0 0 133 3 0 0 0 0 0 0 134 4 0 0 0 0 0 0 135 5 0 0 0 0 0 0 136 2 M14 1 0 0 0 0 0 0 137 2 0 0 0 0 0 0 138 3 0 0 0 0 0 0 139 4 0 0 0 0 0 0 140 5 0 0 0 0 0 0 141 3 M 1 1 540.955 3299.634 -54.164 5546.215 174.812 35516.953 142 2 452.483 3299.634 -54.164 5546.215 39.403 27267.868 143 3 364.011 3299.634 -54.164 5546.215 -96.007 19018.783 144 4 275.539 3299.634 -54.164 5546.215 -231.416 10769.698 145 5 187.067 3299.634 -54.164 5546.215 -366.825 2520.613 146 3 M2 1 792.933 6671.78 0 0 0 61676.57 147 2 704.461 6671.78 0 0 0 44997.121 148 3 615.988 6671.78 0 0 0 28317.672 149 4 527.516 6671.78 0 0 0 11638.223 150 5 439.044 6671.78 0 0 0 -5041.226 151 3 M3 1 540.955 3299.634 54.164 -5546.215 -174.812 35516.953 152 2 452.483 3299.634 54.164 -5546.215 -39.403 27267.868 153 3 364.011 3299.634 54.164 -5546.215 96.007 19018.783 154 4 275.539 3299.634 54.164 -5546.215 231.416 10769.698 155 5 187.067 3299.634 54.164 -5546.215 366.825 2520.613 156 3 M4 1 540.955 -3299.634 -54.164 -5546.215 174.812 -35516.953 157 2 452.483 -3299.634 -54.164 -5546.215 39.403 -27267.868 158 3 364.011 -3299.634 -54.164 -5546.215 -96.007 -19018.783 159 4 275.539 -3299.634 -54.164 -5546.215 -231.416-10769.698 160 5 187.067 -3299.634 -54.164 -5546.215 -366.825 -2520.613 161 3 M5 1 792.933 -6671.78 0 0 0 -61676.57 162 2 704.461 -6671.78 0 0 0 -44997.121 163 3 615.988 -6671.78 0 0 0 -28317.672 164 4 527.516 -6671.78 0 0 0 -11638.223 165 5 439.044 -6671.78 0 0 0 5041.226 166 3 M6 1 540.955 -3299.634 54.164 5546.215 -174.812-35516.953 167 2 452.483 -3299.634 54.164 5546.215 -39.403 -27267.868 168 3 364.011 -3299.634 54.164 5546.215 96.007 19o18.7s3 169 4 275.539 3299.634 54.164 5546.215 231.416 -10769.698 170 5 187.067 -3299.634 54.164 5546.215 366.825 -2520.613 171 3 M7 1 54.164 187.073 -3296.474 -2520.613 5546.215 366.825 172 2 54.164 -11.879 -1087.351 -2520.613 8493.088 -310.308 173 3 54.164 219.526 -3331.033 -2520.613 5173.169 619.873 174 4 54.164 `11.879 1087:351 2520.613 -8493.088 -310.308 175 5 54.164 -187.073 3296.474 2520.613 5546.215 366.825 176 3 M8 1 54.164 187.073 3296.474 2520.613 5546.215 366.825 177 2 54.164 -11.879 1087.351 2520.613 8493.088 -310.308 178 3 54.164 -219.526 -3331.033 -2520.613 -5173.169 619.873 179 4 54.164 11.879 -1087.351 2520.613 8493.088 -310.308 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r age Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 i,. Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shea lb z Shear lb Tor oueflb.. v-v Mome..z-z Mome... 180 5 54.164 -187.073 -3296.474 -2520.613 -5546.215 366.825 181 3 M9 1 0 0 0 0 0 0 182 2 0 0 0 0 0 0 183 3 0 0 0 0 0 0 184 4 0 0 0 0 0 0 185 5 0 0 0 0 0 0 186 3 M10 1 0 0 0 0 0 0 187 2 0 0 0 0 0 0 188 3 0 0 0 0 0 0 189 4 0 0 0 0 0 0 190 5 0 0 0 0 0 0 191 3 M11 1 0 0 0 0 0 0 192 2 0 0 0 0 0 0 193 3 0 0 0 0 0 0 194 4 0 0 0 0 0 0 195 5 0 0 0 0 0 0 196 3 M12 1 0 0 0 0 0 0 197 2 0 0 0 0 0 0 198 3 0 0 0 0 0 0 199 4 0 0 0 0 0 0 200 5 0 0 0 0 0 0 201 3 M13 1 0 0 0 0 0 0 202 2 0 0 0 0 0 0 203 3 0 0 0 0 0 0 204 4 0 0 0 0 0 0 205 5 0 0 0 0 0 0 206 3 M14 1 0 0 0 0 0 0 207 2 0 0 0 0 0 0 208 3 0 0 0 0 0 0 209 4 0 0 0 0 0 0 210 5 0 0 0 0 0 0 211 4 M 1 1 540.955 167.564 -54.164 281.651 174.812 1803.645 212 2 452.483 167.564 -54.164 281.651 39.403 1384.734 213 3 364.011 167.564 -54.164 281.651 -96.007 965.824 214 4 275.539 167.564 -54.164 281.651 -231.416 546.914 215 5 187.067 167.564 -54.164 281.651 -366.825 128.003 216 4 M2 1 792.933 338.811 0 0 0 3132.099 217 2 704.461 338.811 0 0 0 2285.073 218 3 615.988 338.811 0 0 0 1438.046 219 4 527.516 338.811 0 0 0 591.02 220 5 439.044 338.811 0 0 0 -256.007 221 4 M3 1 540.955 167.564 54.164 -281.651 -174.812 1803.645 222 2 452.483 167.564 54.164 -281.651 -39.403 1384.734 223 3 364.011 167.564 54.164 -281.651 96.007 965.824 224 4 275.539 167.564 54.164 -281.651 231.416 546.914 225 5 187.067 167.564 54.164 -281.651 366.825 128.003 226 4 M4 1 540.955 -167.564 -54.164 -281.651 174.812 -1803.645 227 2 452.483 -167.564 -54.164 -281.651 39.403 -1384.734 228 3 364.011 -167.564 -54.164 -281.651 -96.007 -965.824 229 4 275.539 -167.564 -54.164 -281.651 -231.416 -546.914 230 5 187.067 -167.564 -54.164 -281.651 -366.825 -128.003 231 4 M5 1 792.933 -338.811 0 0 0 -3132.099 232 2 704.461 -338.811 0 0 0 -2285.073 233 3 615.988 -338.811 0 0 0 -1438.046 234 4 527.516 -338.811 0 0 0 -591.02 235 5 439.044 -338.811 0 0 0 256.007 236 4 M6 1 540.955 -167.564 54.164 281.651 -174.812 -1803.645 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r age Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 one Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shea lb z Shear lb Tor ouellb.. v-v Mome..z-z Mome 237 2 452.483 -167.564 54.164 281.651 -39.403 -1384.734 238 3 364.011 -167.564 54.164 281.651 96.007 -965.824 239 4 275.539 -167.564 54.164 281.651 231.416 -546.914 240 5 187.067 -167.564 54.164 281.651 366.825 -128.003 241 4 M7 1 54.164 187.073 -167.404 -128.003 281.651 366.825 242 2 54.164 -11.879 -55.219 -128.003 -431.301 -310.308 243 3 54.164 219.526 -169.159 -128.003 262.707 619.873 244 4 54.164 11.879 " 55.219 ' 128.003 -431.301 -310.308 245 5 54.164 -187.073 167.404 128.003 281.651 366.825 246 4 M8 1 54.164 187.073 167.404 128.003 -281.651 366.825 247 2 54.164 -11.879 55.219 128.003 431.301 -310.308 248 3 54.164 -219.526 -169.159 -128.003 -262.707 619.873 249 4 54.164 11.879 -55.219 -128.003 431.301 -310.308 250 5 54.164 -187.073 -167.404 -128.003 -281.651 366.825 251 4 M9 1 0 0 0 0 0 0 252 2 0 0 0 0 0 0 253 3 0 0 0 0 0 0 254 4 0 0 0 0 0 0 255 5 0 0 0 0 0 0 256 4 M10 1 0 0 0 0 0 0 257 2 0 0 0 0 0 0 258 3 0 0 0 0 0 0 259 4 0 0 0 0 0 0 260 5 0 0 0 0 0 0 261 4 M11 1 0 0 0 0 0 0 262 2 0 0 0 0 0 0 263 3 0 0 0 0 0 0 264 4 0 0 0 0 0 0 265 5 0 0 0 0 0 0 266 4 M12 1 0 0 0 0 0 0 267 2 0 0 0 0 0 0 268 3 0 0 0 0 0 0 269 4 0 0 0 0 0 0 270 5 0 0 0 0 0 0 271 4 M13 1 0 0 0 0 0 0 272 2 0 0 0 0 0 0 273 3 0 0 0 0 0 0 274 4 0 0 0 0 0 0 275 5 0 0 0 0 0 0 276 4 M14 1 0 0 0 0 0 0 277 2 0 0 0 0 0 0 278 3 0 0 0 0 0 0 279 4 0 0 0 0 0 0 280 5 0 0 0 0 0 0 281 5 M1 1 0 1467.479 0 2467.874 0 15795.836 282 2 0 1467.479 0 2467.874 0 12127.137 283 3 0 1467.479 0 2467.874 0 8458.439 284 4 0 1467.479 0 2467.874 0 4789.741 285 5 0 1467.479 0 2467.874 0 1121.043 286 5 M2 1 0 2967.241 0 0 0 27430.325 287 2 0 2967.241 0 0 0 20012.223 288 3 0 2967.241 0 0 0 12594.12 289 4 0 2967.241 0 0 0 5176.018 290 5 0 2967.241 0 0 0 -2242.085 291 5 M3 1 0 1467.479 0 -2467.874 0 15795.836 292 2 0 1467.479 0 -2467.874 0 12127.137 293 3 0 1467.479 0 -2467.874 0 8458.439 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r age Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 ,fin Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shear lb z Shear lb Tor oueflb.. v-v Mome..z-z Mome... 294 4 0 1467.479 0 -2467.874 0 4789.741 295 5 0 1467.479 0 -2467.874 0 1121.043 296 5 M4 1 0 -1467.479 0 -2467,874 0 -15795.836 297 2 0 -1467.479 0 -2467.874 0 -12127.137 298 3 0 -1467.479 0 -2467.874 0 -8458.439 299 4 0 -1467.479 0 -2467.874 0 -4789.741 300 5 0 -1467.479 0 -2467.874 0 -1121.043 301 5 M5 1 0 -2967.241 0 0 0 -27430.325 302 2 0 -2967.241 0 0 0 -20012.223 303 3 0 -2967.241 0 0 0 -12594.12 304 4 0 -2967.241 0 0 0 -5176.018 305 5 0 -2967.241 0 0 0 2242.085 306 5 M6 1 0 -1467.479 0 2467.874 0 -15795.836 307 2 0 -1467.479 0 2467.874 0 -12127.137 308 3 0 -1467.479 0 2467.874 0 -8458.439 309 4 0 -1467.479 0 2467.874 0 -4789.741 310 5 0 -1467.479 0 2467.874 0 -1121.043 311 5 M7 1 0 0 -1467.479 -1121.043 2467.874 0 312 2 0 0 -483.779 -1121.043 -3780.481 0 313 3 0 0 1483.621 -1121.043 2307.745 0 314 4 0 0 483.779 1121.043 -3780.481 0 315 5 0 0 1467.479 1121.043 2467.874 0 316 5 M8 1 0 0 1467.479 1121.043 -2467.874 0 317 2 0 0 483.779 1121.043 3780.481 0 318 3 0 0 1483.621 -1121.043 -2307.745 0 319 4 0 0 -483.779 -1121.043 3780.481 0 320 5 0 0 -1467.479 -1121.043 -2467.874 0 321 5 M9 1 0 0 0 0 0 0 322 2 0 0 0 0 0 0 323 3 0 0 0 0 0 0 324 4 0 0 0 0 0 0 325 5 0 0 0 0 0 0 326 5 M10 1 0 0 0 0 0 0 327 2 0 0 0 0 0 0 328 3 0 0 0 0 0 0 329 4 0 0 0 0 0 0 330 5 0 0 0 0 0 0 331 5 M11 1 0 0 0 0 0 0 332 2 0 0 0 0 0 0 333 3 0 0 0 0 0 0 334 4 0 0 0 0 0 0 335 5 0 0 0 0 0 0 336 5 M12 1 0 0 0 0 0 0 337 2 0 0 0 0 0 0 338 3 0 0 0 0 0 0 339 4 0 0 0 0 0 0 340 5 0 0 0 0 0 0 341 5 M13 1 0 0 0 0 0 0 342 2 0 0 0 0 0 0 343 3 0 0 0 0 0 0 344 4 0 0 0 0 0 0 345 5 0 0 0 0 0 0 346 5 M14 1 0 0 0 0 0 0 347 2 0 0 0 0 0 0 348 3 0 0 0 0 0 0 349 4 0 0 0 0 0 0 350 5 0 0 0 0 0 0 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r age Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 .11:t9 Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shear lb z Shear lb Tor oueflb.. v-v Mome..z-z Mome... 351 6 M 1 1 0 2703.268 0 4546.111 0 29097.77 352 2 0 2703.268 0 4546.111 0 22339.6 353 3 0 2703.268 0 4546.111 0 15581.43 354 4 0 2703.268 0 4546.111 0 8823.261 355 5 0 2703.268 0 4546.111 0 2065.091 356 6 M2 1 0 5466.004 0 0 0 50529.854 357 2 0 5466.004 0 0 0 36864.845 358 3 0 5466.004 0 0 0 23199.836 359 4 0 5466.004 0 0 0 9534.827 360 5 0 5466.004 0 0 0 -4130.182 361 6 M3 1 0 2703.268 0 -4546.111 0 29097.77 362 2 0 2703.268 0 -4546.111 0 22339.6 363 3 0 2703.268 0 -4546.111 0 15581.43 364 4 0 2703.268 0 -4546.111 0 8823.261 365 5 0 2703.268 0 -4546.111 0 2065.091 366 6 M4 1 0 -2703.268 0 -4546.111 0 -29097.77 367 2 0 -2703.268 0 -4546.111 0 -22339.6 368 3 0 -2703.268 0 -4546.111 0 -15581.43 369 4 0 -2703.268 0 -4546.111 0 -8823.261 370 5 0 -2703.268 0 -4546.111 0 -2065.091 371 6 M5 1 0 -5466.004 0 0 0 -50529.854 372 2 0 -5466.004 0 0 0 -36864.845 373 3 0 -5466.004 0 0 0 -23199.836 374 4 0 -5466.004 0 0 0 -9534.827 375 5 0 -5466.004 0 0 0 4130.182 376 6 M6 1 0 -2703.268 0 4546.111 0 -29097.77 377 2 0 -2703.268 0 4546.111 0 -22339.6 378 3 0 -2703.268 0 4546.111 0 -15581.43 379 4 0 -2703.268 0 4546.111 0 -8823.261 380 5 0 -2703.268 0 4546.111 0 _ -2065.091 381 6 M7 1 0 0 -2703.268 -2065.091 4546.111 0 382 2 0 0 -891.178 -2065.091 -6964.087 0 383 3 0 0 -2733.002 -2065.091 4251.135 0 384 4 0 0 891.178 ' 2065.091 -6964.087 0 385 5 0 0 2703.268 2065.091 4546.111 0 386 6 M8 1 0 0 2703.268 "" 2065.091 -4546.111 0 387 2 0 0 891.178 2065.091 6964.087 0 388 3 0 0 -2733.002 -2065.091 -4251.135 0 389 4 0 0 -891.178 -2065.091 6964.087 0 390 5 0 0 -2703.268 -2065.091 -4546.111 0 391 6 M9 1 0 0 0 0 0 0 392 2 0 0 0 0 0 0 393 3 0 0 0 0 0 0 394 4 0 0 0 0 0 0 395 5 0 0 0 0 0 0 396 6 M10 1 0 0 0 0 0 0 397 2 0 0 0 0 0 0 398 3 0 0 0 0 0 0 399 4 0 0 0 0 0 0 400 5 0 0 0 0 0 0 401 6 M11 1 0 0 0 0 0 0 402 2 0 0 0 0 0 0 403 3 0 0 0 0 0 0 404 4 0 0 0 0 0 0 405 5 0 0 0 0 0 0 406 6 M12 1 0 0 0 0 0 0 407 2 0 0 0 0 0 0 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r age Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 ,,,,,,one Model Name . Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Member Section Forces (Continued) LC Member Label Sec Axial lb v Shear lb z Shear lb Tor oueflb...v-v Mome..z-z Mome 408 3 0 0 0 0 0 0 409 4 0 0 0 0 0 0 410 5 0 0 0 0 0 0 411 6 M13 1 0 0 0 0 0 0 412 2 0 0 0 0 0 0 413 3 0 0 0 0 0 0 414 4 0 0 0 0 0 0 415 5 0 0 0 0 0 0 416 6 M14 1 0 0 0 0 0 0 417 2 0 0 0 0 0 0 418 3 0 0 0 0 0 0 419 4 0 0 0 0 0 0 420 5 0 0 0 0 0 0 Joint Reactions (By Combination) Z rlbl lb-ft MY rlb-ft MZ flb-ft 1 1 N1 -3304.979 792.933 0 0 0 30597.298 2 1 N2 -1635.15 540.955 -54.164 -174.812 2751.437 17619.702 3 1 N3 -1635.15 540.955 54.164 174.812 -2751.437 17619.702 4 1 N5 1635.15 540.955 -54.164 -174.812 -2751.437 -17619.702 5 1 N4 3304.979 792.933 0 0 0 -30597.298 6 1 N6 1635.15 540.955 54.164 174.812 2751.437 -17619.702 7 1 Totals: 0 3749.687 0 8 1 COG (ft): X: 23.125 Y: 7.169 Z: 0 9 2 N1 -5803.256 792.933 0 0 0 53726.195 10 2 N2 -2871.182 540.955 -54.164 -174.812 4831.284 30938.665 11 2 N3 -2871.182 540.955 54.164 174.812 -4831.284 30938.665 12 2 N5 2871.182 540.955 -54.164 -174.812 -4831.284 -30938.665 13 2 N4 5803.256 792.933 0 0 0 -53726.195 14 2 N6 2871.182 540.955 54.164 174.812 4831.284 -30938.665 15 2 Totals: 0 3749.687 0 16 2 COG (ft): X: 23.125 Y: 7.169 Z: 0 17 3 N1 -6662.019 792.933 0 0 0 61676.57 18 3 N2 -3296.057 540.955 -54.164 -174.812 5546.215 35516.953 19 3 N3 -3296.057 540.955 54.164 174.812 -5546.215 35516.953 20 3 N5 3296.057 540.955 -54.164 -174.812 -5546.215 -35516.953 21 3 N4 6662.019 792.933 0 0 0 -61676.57 22 3 N6 3296.057 540.955 54.164 174.812 5546.215 -35516.953 23 3 Totals: 0 3749.687 0 24 3 COG (ft): X: 23.125 Y: 7.169 Z: 0 25 4 N1 -338.315 792.933 0 0 0 3132.099 26 4 N2 -167.383 540.955 -54.164 -174.812 281.651 1803.645 27 4 N3 -167.383 540.955 54.164 174.812 -281.651 1803.645 28 4 N5 167.383 540.955 -54.164 -174.812 -281.651 -1803.645 29 4 N4 338.315 792.933 0 0 0 -3132.099 30 4 N6 167.383 540.955 54.164 174.812 281.651 -1803.645 31 4 Totals: 0 3749.687 0 32 4 COG (ft): X: 23.125 Y: 7.169 Z: 0 33 5 N1 -2967.241 0 0 0 0 27430.325 34 5 N2 -1467.479 0 0 0 2467.874 15795.836 35 5 N3 -1467.479 0 0 0 -2467.874 15795.836 36 5 N5 1467.479 0 0 0 -2467.874 -15795.836 37 5 N4 2967.241 0 0 0 0 -27430.325 38 5 N6 1467.479 0 0 0 2467.874 -15795.836 39 5 Totals: 0 0 0 RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r3d] Page 12 Company : Plump Engineering, Inc. Designer : M.A. Job Number : S.1812076 kW Model Name : Hoag Hospital Apr 17, 2019 5:38 PM Checked By: GMP Joint Reactions (By Combination) (Continued) LC Joint Label X flb ] Y flb ] Z flb MX Ilb-ft MY Ilb-ft MZ flb-ft' 40 5 COG (ft): NC NC NC 41 6 N 1 -5466.004 0 0 0 0 50529.854 42 6 N2 -2703.268 0 0 0 4546.111 29097.77 43 6 N3 -2703.268 0 0 0 -4546.111 29097.77 44 6 N5 2703.268 0 0 0 -4546.111 -29097.77 45 6 N4 5466.004 0 0 0 0 -50529.854 46 6 N6 2703.268 0 0 0 4546.111 -29097.77 47 6 Totals: 0 0 0 48 6 COG (ft): NC NC NC RISA-3D Version 17.0.2 [P:\RISA3D\S.1812076-String Light Metal Support (Half Wires).r3d] Page 13 • Plump Engineering, Inc. 914 E. Katella Avenue Anahiem, CA 92805 Phone: (714) 385-1835 Fax: (714)385-1834 Project Title: Engineer: Project ID: Project Descr: Printed: 17 APR 2019, 6:01PM Pole Footing Embedded in Soil Lic. # : KW-06001611 Description : FTG. with (6) Cables Code References File = P:ENERCALC1S.1812076.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Licensee : PLUMP ENGINEERING INC. Calculations per IBC 2015 1807.3, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Pole Footing Shape Circular Pole Footing Diameter 30.0 in Calculate Min. Depth for Allowable Pressures No Lateral Restraint at Ground Surface Allow Passive Max Passive 250.0 pcf 2,500.0 psf Controlling Values Governing Load Combination : +D+0.750Lr+0.750L+0.750W+H Lateral Load Moment NO Ground Surface Restraint Pressures at 1/3 Depth Actual Allowable 6.160 k 61.602 k-ft 1,145.93 psf 1,148.30 psf Minimum Required De Footing Base Area Maximum Soil Pressure 4.909 ft^2 0.0 ksf Applied Loads Lateral Concentrated Load (k) Point Load Soil Surface No lateral restraint_ to 0 D : Dead Load Lr : Roof Live L : Live S : Snow W : Wind E : Earthquake H : Lateral Earth Load distance above ground surface 0.3132 k 2.743 k 5.053 k k k 10.0 ft Load Combination Results Load Combination +p+L+H;._ +D+Lr+H +D+S+H +D+0.750Lr+0.750L+H +D+0.750L+0.750S+H +D+W+H +D+0.70E+H +D+0.750Lr+0.750L+0.750W+H +D+0.750 L+0.750 5+0.5250 E+H Lateral Distributed Loads (kif) TOP of Load above ground surface BOTTOM of Load above ground surface Forces Q Ground Surface Loads - (k) Moments (ft k) N .._ 0.313 3.132 3.056 30.562 0.313 2.370 0.313 5.366 0.313 6.160 0.313 3.132 23.705 3.132 53.662 3.132 61.602 3.132 k/ft k/ft k/ft k/ft k/ft k/ft k/ft ft ft Vertical Load (k) k k k k k k k Required Pressure`at 113 Depth. ; SoilIncrease Dept (ft) Actual (psf) LL Allow (psf) Factor . 309.E 310.1 1.000 3.75 8.88 3.75 8.00 3.75 9.88 3.38 10.38 3.38 730.2 309.6 661.4 309.6 1,084.9 370.6 1,145.9 370.6 731.7 1.000 310.1 1.000 662.7 1.000 310.1 1.000 1,087.1 1.333 373.1 1.333 1,148.3 1.333 373.1 1.333 Plump Engineering, Inc. 914 E. Katella Avenue Anahiem, CA 92805 Phone: (714) 385-1835 Fax: (714)385-1834 Project Title: Engineer: Project ID: Project Descr: Printed: 17 APR 2019, 6:01PM Pole Footing Embedded in Soil Lic. # : KW-06001611 Description : FTG. with (6) Cables +0.60D+W+0.60H +0.60D+0.70E+0.60H 5.241 52.409 File = P:IENERCALCIS.1812076.ec6 . Software copyright ENERCALC, INC.1983-2019, Build:10.18.12.31 . Licensee : PLUMP ENGINEERING INC. 9.75 1,074.5 1,077.2 1.333 0.188 1.879 2.88 308.0 310.7 1.333 # Bars required within zone # Bars required on each side of zone Applied Loads P : Column Load OB : Overburden M-xx M-zz V-x V-z Plump Engineering, Inc. 914 E. Katella Avenue Anahiem, CA 92805 Phone: (714) 385-1835 Fax: (714)385-1834 Project Title: Engineer: Project ID: Project Descr: Printed: 17 APR 2019, 5:40PM General Footing Lic. # : KW-06001611 Description : Spread Footing (6) Cables Code References File = P:IENERCALCIS.1812076.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Licensee : PLUMP ENGINEERING INC. Calculations per ACI 318-14, IBC 2015, CBC 2016, ASCE 7-10 Load Combinations Used : ASCE 7-10 General Information Material Properties fc : Concrete 28 day strength fy : Rebar Yield Ec : Concrete Elastic Modulus Concrete Density Values Flexure Shear Analysis Settings Min Steel % Bending Reinf. Min Allow % Temp Reinf. Min. Overturning Safety Factor Min. Sliding Safety Factor Add Ftg Wt for Soil Pressure Use ftg wt for stability, moments & shears Add Pedestal Wt for Soil Pressure Use Pedestal wt for stability, mom & shear Dimensions = 3.0 ksi ▪ 60.0 ksi = 2,850.0 ksi = 145.0 pcf • 0.90 = 0.750 • 0.00090 • 1.50 :1 = 1.50:1 Yes Yes Yes Yes Soil Design Values Allowable Soil Bearing Increase Bearing By Footing Weight Soil Passive Resistance (for Sliding) Soil/Concrete Friction Coeff. Increases based on footing Depth Footing base depth below soil surface Allow press. increase per foot of depth when footing base is below Increases based on footing plan dimension Allowable pressure increase per foot of depth when max. length or width is greater than = 2.50 ksf • Yes • 250.0 pcf = 0.20 4.0 ft = ksf ft = ksf ft Width parallel to X-X Axis Length parallel to Z-Z Axis Footing Thickness Load location offset from footing center... ex : PrII to X-X Axis = ez : PrII to Z-Z Axis Pedestal dimensions... px : parallel to X-X Axis pz : parallel to Z-Z Axis Height Rebar Centerline to Edge of Concrete... at Bottom of footing = Reinforcing 6.50 ft 8.0 ft 36.0 in -24 in 24 in 8.0 in 8.0 in 1.0 in 3.0 in Bars parallel to X-X Axis Number of Bars = 8.0 Reinforcing Bar Size = # 6 Bars parallel to Z-Z Axis Number of Bars = 6.0 Reinforcing Bar Size = # 6 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation Bars along X-X Axis 89.7 °Ao 10.3 % Lr L E 0.5410 k ksf 1.083 15.796 29.098 k-ft k-ft 3.259 k k Plump Engineering, Inc. 914 E. Katella Avenue Anahiem, CA 92805 Phone: (714) 385-1835 Fax: (714)385-1834 Project Title: Engineer: Project ID: Project Descr: Printed: 17 APR 2019, 5:40PM General Footing Lic. # : KW-06001611 Description : Spread Footing (6) Cables DESIGN SUMMARY File = P:IENERCALCIS.1812076.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Licensee : PLUMP ENGINEERING INC. Design OK Min. Ratio Item Applied Capacity Governing Load Combination PASS 0.4440 Soil Bearing 1.303 ksf PASS 1.952 Overturning - X-X 35.115 k-ft PASS 5.661 Overturning - Z-Z 10.049 k-ft PASS 5.664 Sliding - X-X 3.259 k PASS n/a Sliding - Z-Z 0.0 k PASS n/a Uplift 0.0 k PASS 0.2997 Z Flexure (+X) 19.324 k-ft/ft PASS 0.01164 Z Flexure (-X) 0.7506 k-ft/ft PASS 0.04435 X Flexure (+Z) 2.643 k-ft/ft PASS 0.3899 X Flexure (-Z) 23.234 k-ft/ft PASS 0.1117 1-way Shear (+X) 9.178 psi PASS 0.0 1-way Shear (-X) 0.0 psi PASS n/a 1-way Shear (+Z) 0.0 psi PASS 0.1374 1-way Shear (-Z) 11.289 psi PASS n/a 2-way Punching 5.975 psi Detailed Results 2.935 ksf +D-W 68.561 k-ft +0.60D+W 56.882 k-ft +0.60D+W 18.461 k +0.60D+W 0.0 k No Sliding 0.0 k No Uplift 64.486 k-ft/ft +1.20D+1.60W 64.486 k-ft/ft +0.90D-1.60W 59.586 k-ft/ft +0.90D+1.60W 59.586 k-ft/ft +1.20D-1.60W 82.158 psi +0.90D+1.60W 0.0 psi n/a 82.158 psi n/a 82.158 psi +0.90D-1.60W 82.158 psi +1.40D Soil Bearing Rotation Axis & Xecc Zecc Actual Soil Bearing Stress @ Location Actual / Allow Load Combination... Gross Allowable (in) Bottom Left Top Left Top Right Bottom Right Ratio , D Only 0.000 , 135.0 deq CCW 2.935 -0.4140 0.4140 0.5863 0.5578 0.5229 0.5513 0.200 , +D+W 0.000 , 66.3 deq CCW 2.935 3.767 15.026 0.9041 0.0 0.1989 1.297 0.442 , +D-W 0.000 , 241.3 deg CCW 2.935 -4.596 -14.198 0.2635 1.303 0.8396 0.0 0.444 , +D+0.750W 0.000 , 76.5 deg CCW 2.935 2.722 11.373 0.8299 0.04935 0.2793 1.060 0.361 , +D-0.750W 0.000 , 251.4 deg CCW 2.935 -3.550 -10.545 0.3427 1.066 0.7665 0.04279 0.363 , +0.60D+W 0.000 , 62.0 deg CCW 2.935 6.552 24.771 0.6542 0.0 0.0 1.30 0.443 , +0.60D-W 0.000 , 238.8 deg CCW 2.935 -7.386 -23.937 0.0 1.30 0.5986 0.0 0.443 , +0.60D 0.000 , 135.0 deq CCW 2.935 -0.4170 0.4170 0.3519 0.3347 0.3136 0.3308 0.120 Overturning Stability Rotation Axis & Load Combination... Overturning Moment Resisting Moment Stability Ratio Status X-X, D Only None 114.268 k-ft Infinity OK X-X, +D+W 35.115 k-ft 114.268 k-ft 3.254 OK X-X, +D+0.750W 26.336 k-ft 114.268 k-ft 4.339 OK X-X, +0.60D+W 35.115 k-ft 68.561 k-ft 1.952 OK X-X, +0.60D None 68.561 k-ft Infinity OK Z-Z, D Only None 92.640 k-ft Infinity OK Z-Z, +D+W 10.049 k-ft 94.804 k-ft 9.435 OK Z-Z, +D+0.750W 7.536 k-ft 94.804 k-ft 12.579 OK Z-Z, +0.60D+W 10.049 k-ft 56.882 k-ft 5.661 OK Z-Z, +0.60D None 55.584 k-ft Infinity OK All units k Sliding Stability Force Application Axis Load Combination... Sliding Force Resisting Force Stability Ratio Status X-X, D Only X-X, +D+W X-X, +D+0.750W X-X, +0.60D+W X-X, +0.60D 0.0 k 20.768 k No Sliding OK 3.259 k 20.768 k 6.372 OK 2.444 k 20.768 k 8.496 OK 3.259 k 18.461 k 5.664 OK 0.0 k 18.461 k No Sliding OK Plump Engineering, Inc. 914 E. Katella Avenue Anahiem, CA 92805 Phone: (714) 385-1835 Fax: (714)385-1834 Project Title: Engineer: Project ID: Project Descr: Printed: 17 APR 2019, 5:40PM General Footing Lic. # : KW-06001611 Description : Sliding Stability Spread Footing (6) Cables File = P:IENERCALCIS.1812076.ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Licensee : PLUMP ENGINEERING INC. All units k Force Application Axis Load Combination... Z-Z, D Only Z-Z, +D+W Z-Z, +D+0.750W Z-Z, +0.60D+W Z-Z, +0.60D Footing Flexure Sliding Force 0.0 k 0.0 k 0.0 k 0.0 k 0.0 k Resisting Force Stability Ratio Status 17.955 k No Sliding OK 17.955 k No Sliding OK 17.955 k No Sliding OK 15.648 k No Sliding OK 15.648 k No Sliding OK Flexure Axis & Load Combination Mu Side Tension As Req'd Gym. As Actual As Phi*Mn k-ft Surface inA2 in^2 ine2 k-ft Status X-X, +1.40D 1.128 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.40D 13.429 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D 0.9668 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D 11.511 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D+0.80W 1.616 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D+0.80W 15.260 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D-0.80W 0.6310 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D-0.80W 15.945 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D+1.60W 2.530 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D+1.60W 18.918 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D-1.60W 0.2116 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +1.20D-1.60W 23.234 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +0.90D+1.60W 2.643 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +0.90D+1.60W 15.935 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +0.90D-1.60W 0.000861 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +0.90D-1.60W 22.643 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +0.90D 0.7252 +Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK X-X, +0.90D 8.634 -Z Bottom 0.3888 Min Temp % 0.4062 59.586 OK Z-Z, +1.40D 0.3555 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.40D 9.792 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D 0.3047 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D 8.393 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D+0.80W 0.3792 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D+0.80W 13.051 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D-0.80W 0.4642 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D-0.80W 10.579 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D+1.60W 0.4298 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D+1.60W 19.324 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D-1.60W 0.7242 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +1.20D-1.60W 13.338 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +0.90D+1.60W 0.3239 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +0.90D+1.60W 19.245 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +0.90D-1.60W 0.7506 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +0.90D-1.60W 11.243 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +0.90D 0.2286 -X Bottom 0.3888 Min Temp % 0.440 64.486 OK Z-Z, +0.90D 6.295 +X Bottom 0.3888 Min Temp % 0.440 64.486 OK One Way Shear Load Combination... Vu @ -X Vu @ +X Vu @ -Z Vu @ +Z Vu:Max Phi Vn Vu 1 Phi*Vn Status +1.40D 0.00 psi 4.36 psi 5.69 psi 0.00 psi 5.69 psi 82.16 psi 0.07 OK +1.20D 0.00 psi 3.74 psi 4.88 psi 0.00 psi 4.88 psi 82.16 psi 0.06 OK +1.20D+0.80W 0.00 psi 5.97 psi 3.67 psi 0.00 psi 5.97 psi 82.16 psi 0.07 OK +1.20D-0.80W 0.00 psi 4.59 psi 7.54 psi 0.00 psi 7.54 psi 82.16 psi 0.09 OK +1.20D+1.60W 0.00 Psi 9.05 psi 2.22 psi 0.00 psi 9.05 psi 82.16 psi 0.11 OK +1.20D-1.60W 0.00 psi 5.56 psi 11.29 psi 0.00 psi 11.29 psi 82.16 psi 0.14 OK +0.90D+1.60W 0.00 psi 9.18 psi 0.41 psi 0.00 psi 9.18 psi 82.16 psi 0.11 OK +0.90D-1.60W 0.00 psi 4.46 psi 11.29 psi 0.00 psi 11.29 psi 82.16 psi 0.14 OK +0.90D 0.00 Psi 2.81 psi 3.66 psi 0.00 psi 3.66 psi 82.16 psi 0.04 OK Two -Way "Punching" Shear All units k Load Combination... Vu Phi*Vn Vu 1 Phi*Vn Status +1.40D 5.98 psi 164.32psi 0.03636 OK +1.20D 5.12 psi 164.32psi 0.03117 OK Plump Engineering, Inc. 914 E. Katella Avenue Anahiem, CA 92805 Phone: (714) 385-1835 Fax: (714)385-1834 Project Title: Engineer: Project ID: Project Descr: Printed: 17 APR 2019, 5:40PM General Footing Lic. # : KW-06001611 Description : Spread Footing (6) Cables Two -Way "Punching" Shear File = P:1EN ERCALC1S.1812076. ec6 . Software copyright ENERCALC, INC. 1983-2019, Build:10.18.12.31 . Licensee : PLUMP ENGINEERING INC. All units k Load Combination... +1.20D+0.80W +1.20D-0.80W +1.20D+1.60W +1.20D-1.60W +0.90D+1.60W +0.90D-1.60W +0.90D Vu 4.89 psi 5.36 psi 4.73 psi 5.66 psi 3.63 psi 4.54 psi 3.84 psi Phi*Vn 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi 164.32 psi Vu I Phi*Vn 0.02975 0.03259 0.02881 0.03441 0.02207 0.02764 0.02338 Status OK OK OK OK OK OK OK SIMPSON StrongTie Anchor Designer TM Software Version 2.7.6990.18 Company: Plump Engineering, Inc. Date: 4/17/2019 Engineer: AF Page: 1/6 Project: Address: 914 E. Katella Ave. Anaheim, CA 92805 Phone: 714-385-1835 E-mail: gpanek@peica.com 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast -in -place Material: AB Diameter (inch): 1.000 Effective Embedment depth, her (inch): 18.000 Anchor category: - Anchor ductility: Yes hmin (inch): 20.63 Cmin (inch): 1.88 Smin (inch): 4.00 Recommended Anchor Anchor Name: PAB Pre -Assembled Anchor Bolt - PAB8 (1' 0) Project description: Location: Fastening description: Base Material Concrete: Normal -weight Concrete thickness, h (inch): 84.00 State: Uncracked Compressive strength, fc (psi): 3000 4i.,v: 1.0 Reinforcement condition: B tension, B shear Supplemental reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: Yes Ignore concrete breakout in shear: Yes Ignore 6do requirement: Yes Build-up grout pad: Yes Base Plate Length x Width x Thickness (inch): 18.00 x 18.00 x 1.75 Yield stress: 36000 psi Profile type/size: HSS8X8X5/8 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON a Anchor Designer TM Software Version 2.7.6990.18 Load and Geometry Load factor source: ACI 318 Section 5.3 Load combination: not set Seismic design: No Anchors subjected to sustained tension: Not applicable Apply entire shear load at front row: No Anchors only resisting wind and/or seismic loads: Yes Strength level loads: N. [Ib]: -952 Vuax [Ib]: 9516 Vuay [Ib]: 0 Mux [ft-lb]: 0 Muy [ft-Ib]: 87975 M. [ft-lb]: 0 <Figure 1> 1.2 x 338 + 5466/0.6 Company: Plump Engineering, Inc. Date: 4/17/2019 Engineer: AF Page: 2/6 Project: Address: 914 E. Katella Ave. Anaheim, CA 92805 Phone: 714-385-1835 E-mail: gpanek@peica.com 952 lb Z 0 Ib 87975 ft-lb 1.2 x 3132 + 50530/0.6 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON <Figure 2> Anchor DesignerTM Software Version 2.7.6990.18 Company: Plump Engineering, Inc. Date: 4/17/2019 Engineer: AF Page: 3/6 Project: Address: 914 E. KateIla Ave. Anaheim, CA 92805 Phone: 714-385-1835 E-mail: gpanek@peica.com Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie Anchor Designer TM Software Version 2.7.6990.18 Company: Plump Engineering, Inc. Date: 4/17/2019 Engineer: AF Page: 4/6 Project: Address: 914 E. Katella Ave. Anaheim, CA 92805 Phone: 714-385-1835 E-mail: gpanek@peica.com 3. Resulting Anchor Forces Anchor Tension load, Nue (Ib) Shear load x, V. (Ib) Shear load y, Vuay (Ib) Shear�1load combined, V(Vuax)2+(Vuay)2 (Ib) 1 21270.0 2 21270.0 3 21270.0 4 7223.4 5 0.0 6 0.0 7 0.0 8 7223.4 1189.5 1189.5 1189.5 1189.5 1189.5 1189.5 1189.5 1189.5 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 1189.5 1189.5 1189.5 1189.5 1189.5 1189.5 1189.5 1189.5 Sum 78256.8 9516.0 0.0 Maximum concrete compression strain (%c): 0.39 <Figure 3> Maximum concrete compression stress (psi): 1711 Resultant tension force (lb): 0 Resultant compression force (lb): 79209 Eccentricity of resultant tension forces in x-axis, e'Nx (inch): 0.00 Eccentricity of resultant tension forces in y-axis, e'Ny (inch): 0.00 Eccentricity of resultant shear forces in x-axis, e'vx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, e'vy (inch): 0.00 4. Steel Strength of Anchor in Tension (Sec. 17.4.11 Nsa (Ib) «Nse (Ib) 35150 0.75 26363 6. Pullout Strength of Anchor In Tension (Sec. 17.4.31 1Npn = OPyc,PNp = 93Pc,p8Abrgf c (Sec. 17.3.1, Eq. 17.4.3.1 & 17.4.3.4) Vc,P Abrg (in2) Pc (psi) 0Npn (Ib) 1.4 5.15 3000 0.70 121222 9516.0 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie Anchor DesignerTM Software Version 2.7.6990.18 Company: Plump Engineering, Inc. Date: 4/17/2019 Engineer: AF Page: 5/6 Project: Address: 914 E. Katella Ave. Anaheim, CA 92805 Phone: 714-385-1835 E-mail: gpanek@peica.com 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (Ib) (grout 6grout0Vse (Ib) 21090 0.8 0.65 10967 10. Concrete Pryout Strenath of Anchor in Shear (Sec. 17.5.31 ilVcpg = bkcpNcbg = �kcp(ANc/ANco) Pec,N Ted,N Po,NVicp,NNb (SeC. 17.3.1 & Eq. 17.5.3.1 b) kcp ANc (in2) ANco (in2) rec,N Ted,N Wo,N Wcp,N Na (Ib) tVcpg (Ib) 2.0 900.00 225.00 1.000 1.000 1.250 1.000 12812 0.70 89687 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6.1 Tension Factored Load, Nye (Ib) Design Strength, 0Nn (Ib) Ratio Status Steel Pullout Shear 21270 26363 0.81 Pass (Governs) 21270 121222 0.18 Pass Factored Load, Via (Ib) Design Strength, 0Vn (Ib) Ratio Status Steel Pryout 1190 10967 0.11 Pass (Governs) 9516 89687 0.11 Pass Interaction check Naa/qtNn Vue/.614 Combined Ratio Permissible Status Sec. 17.6..1 0.81 0.00 80.7 % 1.0 Pass PABB (1" ) with hef = 18.000 inch meets the selected design criteria. Base Plate Thickness Required base plate thickness: 1.668 inch Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com SIMPSON Strong -Tie Anchor Designer TM Software Version 2.7.6990.18 Company: Plump Engineering, Inc. Date: 4/17/2019 Engineer: AF Page: 6/6 Project: Address: 914 E. Katella Ave. Anaheim, CA 92805 Phone: 714-385-1835 E-mail: gpanek@peica.com 12. Warnings - Calculated concrete compression stress exceeds the permissible bearing stress of diameter 0.85fc per ACI 318 Section 22.8.3.2. - Minimum spacing and edge distance requirement of 6da per ACI 318 Sections 17.7.1 and 17.7.2 for torqued cast -in -place anchor is waived per designer option. - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Concrete breakout strength in shear has not been evaluated against applied shear load(s) per designer option. Refer to ACI 318 Section 17.3.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Designer must exercise own judgement to determine if this design is suitable. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong -Tie Company Inc. 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Page 1 of 4 CALCULATIONS FOR: HOAG HOSPITAL 510 SUPERIOR AVE., NEWPORT BEACH, CA prepared for ACADEMY AWNING by YUNGMAN ENGINEERING PROJECT # 1676 Date: 3-12-19 DESSiQ �L YVNui� -617 Exp.No. 9-30-20C20 FOR REFFERENCE ONLY Page 2 of 4 FOR REFFERENCE ONLY ` U N G M A` 2172.5 Felspar St Unit v San Diego, CA 92109 L_ \, (_- I i- I i. , I( (858) 705-0557 PROJECT: HOAG HOSPITAL, 510 SUPERIOR AVE., NEWPORT BEACH, CA DATE: 3/12/2019 PROJ. NO.: 1676 ENGINEER: MTY CLIENT: ACADEMY AWNING building code: CBC 2016 ASCE 7-10 Chapter 27 MWFRS- Wind Pressure, Directional Procedure: P= ghGCN ASCE eq. 27.4-3 V= 110 mph KA= 1.0 per sec. 26.8.2 unless unusual landscape Kd= 0.85 per Table 26.6-1 Kz= 0.57 per table 27.3-1 1= 1 for structural category II Exp.= B G= 0.85 per sec. 26.9.4 qh= .00256(Kz)(Kzt)(Kd)(V^2) per eq. 27.4-3 = 15.0 psf Mean h= 15 ft 0 = 0 degrees WL Case 1 - Case A, y=0 deg. (fig. 27.4-4) Cnw= 1.2 P1= 15.3 psf (downward) CnI= 0.3 P2= 3.8 psf (downward) WL Case 2 - Case B, y=0 deg. (fig. 27.4-4) Cnw= -1.1 P1= -14.0 psf (uplift) CnI= -0.1 P2= -1.3 psf (uplift) WL Case 3 - Case A, y=180 deg. (fig. 27.4-4) Cnw= 1.2 P1= 15.3 psf (downward) CnI= 0.3 P2= 3.8 psf (downward) WL Case 4 - Case B, y=180 deg. (fig. 27.4-4) Cnw= -1.1 P1= -14.0 psf (uplift) CnI= -0.1 P2= -1.3 psf (uplift) Page 3 of 4 FOR REFFERENCE ONLY UU f G M A N i r`i .. 1-. . i .) ; _. 2172.5 Felspar St, Unit B San Diego, CA 92109 (858) 705-0557 PROJECT: HOAG HOSPITAL, 510 SUPERIOR AVE., NEWPORT BEACH, CA PROJ. NO.: 1676 CLIENT: ACADEMY AWNING DATE: 3/12/2019 ENGINEER: MTY building code: CBC 2016 ASCE 7-10 Load Combinations: Tributary area= 4.75 ft x 44.5 ft LC1: 0.9DL+WL Trib. Area= 106 sf (per Cable) LC2: 1,2DL+WL+0.5Lr DL= 58 # (per Cable) LC3: 1.2DL+0.5WL+1.6Lr Lr= 528 # (per Cable) +J(,,l. 16 i1 4 WL Case 1 - Case A, y=0 deg. P1= 15.3 psf (downward) LC1: 1670 # LC1: 457 P2= 3.8 psf (downward) LC2: 1952 # LC2: 738 LC3: 1724 # LC3: 1117 # # # WL Case 2 - Case B, y=0 deg. P1= -14.0 psf (uplift) LC1: -1431 # LC1: -83 P2= -1.3 psf (uplift) LC2: -1149 # LC2: 199 LC3: 174 # LC3: 848 # # # WL Case 3 - Case A, y=180 deg. P1= 15.3 psf (downward) LC1: 1670 # LC1: 457 P2= 3.8 psf (downward) LC2: 1952 # LC2: 738 LC3: 1724 # LC3: 1117 # # # WL Case 4 - Case B, y=180 deg. P1= -14.0 psf (uplift) LC1: -1431 # LC1: -83 P2= -1.3 psf (uplift) LC2: -1149 # LC2: 199 LC3: 174 # LC3: 848 # # # WL Case 5 - Case A, y=90 deg. P1= -10.2 psf (uplift) LC1: -1026 # LC1: -757 P2= -7.7 psf (uplift) LC2: -745 # LC2: -475 P3= -3.8 psf (uplift) LC3: 376 # LC3: 511 # # # WL Case 6 - Case B, y=270 deg. P1= 10.2 psf (downward) LC1: 1131 # LC1: 861 P2= 7.7 psf (downward) LC2: 1413 # LC2: 1143 P3= 3.8 psf (downward) LC3: 1455 # LC3: 1320 # # # Page 4 of 4 FOR REFFERENCE ONLY VU N G M A N [ Ni t._D i N.) (_;, i N c..:: 2172.5 Felspar St. Unit 8 San Diego, CA 92109 (858) 705-0557 PROJECT: HOAG HOSPITAL, 510 SUPERIOR AVE., NEWPORT BEACH, CA PROJ. NO.: 1676 CLIENT: ACADEMY AWNING DATE: 3/12/2019 ENGINEER: MTY building code: CBC 2016 Check Steel Cable: Cable Size= 0.375 inch die $= 0.9 F = 1952 # (max perp. load per cable) Cable Length= 46.25 w= 42 #/ft A= 0.11 a= 23.13 ft Sag Length= 23.33 strain= 0.0089 in stress= 268.36 ksi force= 29.639 kips Check Cable: S= 3.1 ft fy= 125 T=wa2/(2S) 3.64 kips $Aff = 12.43 ft in2 ft ksi kips ok Check 2"x2" Plates: Fy= 36000 psi t= 0.375 " 4 0.9 Vu= 5592 # A= 0.52 sq. in 6= 10845 psi 4)* Fy= 32400 psi ok Check Welded Connection to HSS: Fexx= 70 ksi 4)Rn= 1.392DI D= 4 in fie 4/16" weld, D=4) I= 9 in c)Rn= 50.11 kips Demand= 5.59 kips VLF 5 ?` ok 5 Page 1 of 4 CALCULATIONS FOR: HOAG HOSPITAL 510 SUPERIOR AVE., NEWPORT BEACH, CA prepared for ACADEMY AWNING by YUNGMAN ENGINEERING PROJECT # 1676 Date: 1-24-19 X20t9 -0131 / A005 Dr PROPOSED INSTALLATION ACCEPTABLE TO NEWPORT BEACH FIRE DEPARTMENT FIRE PREVENTION DIVISION Inspector: Date: Note: Acceptance applies o proposal r plans as submitted and for construction indicated thereon ub'ect to. field insn n Page 2 of 4 YSan U N G N/ A N ENGINEERING 2172.5 Felspar St. Unit B Diego, CA 92109 (858) 705-0557 PROJECT: HOAG HOSPITAL, 510 SUPERIOR AVE., NEWPORT BEACH, CA PROJ. NO.: 1676 CLIENT: ACADEMY AWNING DATE: 1/24/2019 ENGINEER: MTY building code: CBC 2016 ASCE 7-10 Chapter 27 MWFRS- Wind Pressure, Directional Procedure: P= ghGCN ASCE eq. 27.4-3 V= 110 mph KZt= 1.0 per sec. 26.8.2 unless unusual landscape Kd= 0.85 per Table 26.6-1 Kz= 0.57 per table 27.3-1 1= 1 for structural category II Exp.= B G= 0.85 per sec. 26.9.4 qh= .00256(Kz)(Kzt)(Kd)(VA2) per eq. 27.4-3 = 15.0 Mean h= 15 ft 6 = 0 degrees psf WL Case 1 - Case A, y=0 deg. (fig. 27.4-4) Cnw= 1.2 P1= 15.3 Cnl= 0.3 P2= 3.8 psf (downward) psf (downward) WL Case 2 - Case B, j(=0 deg. (fig. 27.4-4) Cnw= -1.1 P1= -14.0 Cnl= -0.1 P2= -1.3 psf (uplift) psf (uplift) WL Case 3 - Case A, y=180 deg. (fig. 27.4-4) Cnw= 1.2 P1= 15.3 Cnl= 0.3 P2= 3.8 psf (downward) psf (downward) WL Case 4 - Case B, y=180 deg. (fig. 27.4-4) Cnw= -1.1 P1= -14.0 Cnl= -0.1 P2= -1.3 psf (uplift) psf (uplift) Page 3 of 4 U f G I� A (� ENGINEERING 2172.5 Felspar St. Unit B San Diego, CA 92109 (858) 705-0557 PROJECT: HOAG HOSPITAL, 510 SUPERIOR AVE., NEWPORT BEACH, CA PROJ. NO.: 1676 CLIENT: ACADEMY AWNING DATE: 1/24/2019 ENGINEER: MTY building code: CBC 2016 ASCE 7-10 Load Combinations: Tributary area= 2.375 ft x 44.5 ft LC1: 0.9DL+WL Trib. Area= 53 sf (per Cable) LC2: 1.2DL+WL+0.5Lr DL= 29 # (per Cable) LC3: 1.2DL+0.5WL+1.6Lr Lr= 264 # (per Cable) WL Case 1 - Case A, y=0 deg. P1= 15.3 psf (downward) LC1: 835 # LC1: 228 P2= 3.8 psf (downward) LC2: 976 # LC2: 369 LC3: 862 # LC3: 559 # # # WL Case 2 - Case B, y=0 deg. P1= -14.0 psf (uplift) LC1: -715 # LC1: -41 P2= -1.3 psf (uplift) LC2: -575 # LC2: 100 LC3: 87 # LC3: 424 # # # WL Case 3 - Case A, y=180 deg. P1= 15.3 psf (downward) LC1: 835 # LC1: 228 P2= 3.8 psf (downward) LC2: 976 # LC2: 369 LC3: 862 # LC3: 559 # # # WL Case 4 - Case B, y=180 deg. P1= -14.0 psf (uplift) LC1: -715 # LC1: -41 P2= -1.3 psf (uplift) LC2: -575 # LC2: 100 LC3: 87 # LC3: 424 # # # WL Case 5 - Case A, Y=90 deg. P1= -10.2 psf (uplift) LC1: -513 # LC1: -378 P2= -7.7 psf (uplift) LC2: -372 # LC2: -237 P3= -3.8 psf (uplift) LC3: 188 # LC3: 255 # # # WL Case 6 - Case B, y=270 deg. P1= 10.2 psf (downward) LC1: 565 # LC1: 431 P2= 7.7 psf (downward) LC2: 706 # LC2: 571 P3= 3.8 psf (downward) LC3: 727 # LC3: 660 # # # Check Steel Cable: Cable Size= 0.375 inch dia 4= 0.9 F = 976 # (max perp. load per cable) Cable Length= 44.5 w= 22 #/ft A= 0.11 a= 22.25 ft Sag Length= 22.42 strain= 0.0076 in stress= 228.27 ksi force= 25.212 kips Check Cable: S= 2.8 ft fy= 125 T=wa2/(2S) 1.97 kips OAfy = 12.43 ft in2 ft ksi kips ok Page 4 of 4 YSan U f G M A N ENGINEERING 2172.5 Felspar St. Unit B Diego, CA 92109 (858) 705-0557 PROJECT: PROJ. NO.: CLIENT: HOAG HOSPITAL, 510 SUPERIOR AVE., NEWPORT BEACH, CA 1676 ACADEMY AWNING DATE: 1/24/2019 ENGINEER: MTY building code: CBC 2016 Check Steel Cable: Cable Size= 0.375 inch dia I= 0.9 F = w= a= strain= stress= force= S= T=wa2/(2S) 976 # (max perp. load per cable) Cable Length= 46.25 21 #/ft A= 0.11 23.13 ft Sag Length= 23.29 0.0070 in 211.38 ksi 23.346 kips Check Cable: 2.8 ft fy= 125 2.05 kips FAfy = 12.43 ft in2 ft ksi kips ok Check 2"x2" Plates: Fy= 36000 psi t= 0.25 " 4= 0.9 Vu= A= a= *Fy= 3028 # 0.34 sq. in 8807 psi 32400 psi ok Check Welded Connection to HSS: Fexx= 70 ksi (I)Rn= D= 1= I Rn= Demand= 1.392DI 4 in (ie 4/16" weld, D=4) 9 in 50.11 kips 3.03 kips ok