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Home My WebLink AboutAPPROVED_2024-04-29 SSK-25 - Light Pole Spread Footing SEATTLE  |  KIRKLAND  |  MOUNT VERNON  |  WHIDBEY ISLAND  |  FEDERAL WAY  |  SPOKANE STRUCTURAL CALCULATIONS FOR SOLERA APARTMENTS LIGHT POLE FOUNDATIONS RENTON, WA April 29, 2024 ITEM PAGE Foundation and Anchorage Design ................................................................. Page 1 to 14 04/29/202 4 DEVELOPMENT ENGINEERING Michael Sippo 05/03/2024 No Exceptions Taken 3" CLRCONC SIDE WALK WHERE OCCURS 2" CLR(10) #6 EA WAY TOP/BTM 5'-6" SQ3'-0"26" EMBED MIN5 1 2" THREAD EXPOSURE ABOVE SIDEWALK LIGHT POLE (4) 1 14" F1554 GALV ANCHOR BOLTS W/ (2) 1 12" THICK BOLT CIRCLES AS SHOWN IN COR STD. PLAN 117.1A BALANCE PER 2/SSK25 AT INTERFERING PIPE LOCATIONS NOTE: ALL OTHER REQUIREMENTS FOR THIS LIGHT POLE SHALL CONFORM WITH CITY OF RENTON STANDARD PLAN 117.1A. THE FOOTING DEPICTED IN THE SKETCH MAY ONLY BE USED WITH APPROVAL FROM THE CITY OF RENTON 5" CLRLIGHT POLE SPREAD FOOTING DETAIL SCALE 3/4" = 1'-0" 1 SSK25 9706 4Th Ave NE Suite 300 Seattle, WA 98115 P: 206.523.0024 F: 206.523.1012Formerly DCG/Watershed www.facetnw.comFormerly DCG/Watershed4/29/2024 1/14 Facet - Page 1 of 14 9" MIN 4" MIN3'-0" MAX6" MINPIPES TO CLEAR SLEEVES BY 1" ALL AROUND TYP 2 1 2'-0" MIN9" MIN1'-6" MIN CONDUIT PIPE IN SLEEVE PLAN SECTION ELEVATION FORM VERTICAL CHASES WITH CURVED SHEET METAL REINF PER PLAN NO PIPES ARE TO BE WITHIN 4" OF REBAR DROP FTG WHERE PIPES ARE LESS THAN 2'-6" FROM BOTTOM OF FTG CONC FILL TO BE PLACED BEFORE FTG IS POURED MAKE SAME WIDTH AT FTG AND FULL WIDTH OF PIPE TRENCH NO EXCAVATION FOR PIPE TRENCH PARALLEL TO FTG BELOW THIS LINE NOTE: CONDUITS TO BE PLACED SO AS NOT TO CROSS OTHER CONDUITS WHEN TURNED UP INTO STUD WALLS PIPE PIPE THRU FTG CONFLICT DETAIL SCALE 1/2" = 1'-0" 1 SSK25 9706 4Th Ave NE Suite 300 Seattle, WA 98115 P: 206.523.0024 F: 206.523.1012Formerly DCG/Watershed www.facetnw.comFormerly DCG/Watershed4/29/2024 2/14 Facet - Page 2 of 14 3" CLRCONC SIDE WALK WHERE OCCURS 26" EMBED MIN5 12" THREAD EXPOSURE ABOVE SIDEWALK LIGHT POLE (4) 1 14" F1554 GALV ANCHOR BOLTS W/ (2) 1 1 2" THICK BOLT CIRCLES AS SHOWN IN COR STD. PLAN 117.1A NOTE: ALL OTHER REQUIREMENTS FOR THIS LIGHT POLE SHALL CONFORM WITH CITY OF RENTON STANDARD PLAN 117.1A. THE FOOTING DEPICTED IN THE SKETCH MAY ONLY BE USED WITH APPROVAL FROM THE CITY OF RENTON 5" CLR3'-0" ROUND 1 12" CLR (8) #5V BARS EVENLY SPACED W/ #4 HOOPS AT 12" O.C.2" CLR5'-0"TYPICAL LIGHT POST POLE FOOTING SCALE 1/2" = 1'-0" 3 SSK25 9706 4Th Ave NE Suite 300 Seattle, WA 98115 P: 206.523.0024 F: 206.523.1012Formerly DCG/Watershed www.facetnw.comFormerly DCG/Watershed4/29/2024 3/14 Facet - Page 3 of 14 General Footing LIC# : KW-06012482, Build:20.23.08.01 FACET (c) ENERCALC INC 1983-2023 DESCRIPTION:Light Post Spread Footing Project File: Solera Light Pole FDN.ec6 Code References Calculations per ACI 318-14, IBC 2018, CBC 2019, ASCE 7-16 Load Combinations Used : IBC 2021 General Information Material Properties Soil Design Values 2.50 Analysis Settings 250.0 ksi No ksfAllowable Soil Bearing = = 3.0 60.0 3,122.0 145.0 =0.30Flexure=0.90 Shear = ValuesM 0.00180 Soil Passive Resistance (for Sliding) 1.0 = Increases based on footing plan dimension Add Pedestal Wt for Soil Pressure No: Use Pedestal wt for stability, mom & shear No: Allowable pressure increase per foot of depth =ksfwhen max. length or width is greater than =ft : = Add Ftg Wt for Soil Pressure Yes Yes:Use ftg wt for stability, moments & shears when footing base is below ft pcf Increase Bearing By Footing Weight =pcf Min. Overturning Safety Factor = : 1 Increases based on footing Depth0.750 = Soil/Concrete Friction Coeff. Ec : Concrete Elastic Modulus = =Footing base depth below soil surface ft =Allow press. increase per foot of depth ksf = : 11.0Min. Sliding Safety Factor = = Concrete Density = Min Allow % Temp Reinf. ksif'c : Concrete 28 day strength fy : Rebar Yield ksi Min Steel % Bending Reinf. Soil Density =110.0 pcf # Dimensions Width parallel to X-X Axis 5.50 ft Length parallel to Z-Z Axis = 5.50 ft =Pedestal dimensions...px : parallel to X-X Axis inpz : parallel to Z-Z Axis inHeight== in Footing Thickness = 36.0 in= Rebar Centerline to Edge of Concrete...=inat Bottom of footing 3.0 Reinforcing # Bars parallel to X-X Axis Reinforcing Bar Size = 6Number of Bars =10.0 Bars parallel to Z-Z Axis Reinforcing Bar Size =6Number of Bars =10.0 Bandwidth Distribution Check (ACI 15.4.4.2) Direction Requiring Closer Separation n/a # Bars required within zone n/a # Bars required on each side of zone n/a Applied Loads 0.20 D Lr ksf L S P : Column LoadOB : Overburden =k W E M-zz V-x = =0.010 k0.5850 0.3610 V-z k0.780 0.3610 18.135 M-xx = 0.360 k-ft= k-ft 12.996 24.180 12.996 H = 4/14 Facet - Page 4 of 14 General Footing LIC# : KW-06012482, Build:20.23.08.01 FACET (c) ENERCALC INC 1983-2023 DESCRIPTION:Light Post Spread Footing Project File: Solera Light Pole FDN.ec6 PASS 6.736 Sliding - X-X 0.3570 k 2.405 k +0.60D+0.60W PASS 5.138 Sliding - Z-Z 0.4680 k 2.405 k +0.60D+0.60W DESIGN SUMMARY Design OK Governing Load CombinationMin. Ratio Item Applied Capacity PASS 0.5020 Soil Bearing 1.255 ksf 2.50 ksf +0.60D+0.60W about X-X axis PASS 1.385 Overturning - X-X 15.912 k-ft 22.042 k-ft +0.60D+0.60W PASS 1.811 Overturning - Z-Z 12.168 k-ft 22.042 k-ft +0.60D+0.60W PASS n/a Uplift 0.0 k 0.0 k No Uplift PASS 0.01902 Z Flexure (+X)2.206 k-ft/ft 115.976 k-ft/ft +0.90D+W PASS 0.01497 Z Flexure (-X)1.736 k-ft/ft 115.976 k-ft/ft +1.20D+W PASS 0.02880 X Flexure (+Z)3.341 k-ft/ft 115.976 k-ft/ft +0.90D+W PASS 0.01690 X Flexure (-Z)1.960 k-ft/ft 115.976 k-ft/ft +1.20D+W PASS n/a 1-way Shear (+X)0.0 psi 82.158 psi n/a PASS 0.0 1-way Shear (-X)0.0 psi 0.0 psi n/a PASS n/a 1-way Shear (+Z)0.0 psi 82.158 psi n/a PASS n/a 1-way Shear (-Z)0.0 psi 82.158 psi n/a PASS n/a 2-way Punching 0.6865 psi 82.158 psi +0.90D+W Top reinforcing mat required (see 'Bending' tab). Hand check required for anchor pullout. Detailed Results Rotation Axis &ZeccXecc Actual Soil Bearing Stress @ Location Actual / Allow Soil Bearing (in)Gross Allowable Bottom, -Z Top, +Z Left, -X Right, +X RatioLoad Combination... X-X, D Only 2.50 n/a0.4416 0.4416 n/a 0.1770.0n/a X-X, +D+0.60W 2.50 n/a0.0 1.033 n/a 0.41314.294n/a X-X, +D+0.70E 2.50 n/a0.08975 0.7935 n/a 0.3178.853n/a X-X, +D+0.450W 2.50 n/a0.01554 0.8677 n/a 0.34710.720n/a X-X, +D+0.5250E 2.50 n/a0.1777 0.7055 n/a 0.2826.640n/a X-X, +0.60D+0.60W 2.50 n/a0.0 1.255 n/a 0.50223.823n/a X-X, +0.60D+0.70E 2.50 n/a0.0 0.6351 n/a 0.25414.755n/a Z-Z, D Only 2.50 0.4277n/a n/a 0.4555 0.182n/a0.3503 Z-Z, +D+0.60W 2.50 0.001596n/a n/a 0.8816 0.353n/a11.071 Z-Z, +D+0.70E 2.50 0.07583n/a n/a 0.8074 0.323n/a9.203 Z-Z, +D+0.450W 2.50 0.1081n/a n/a 0.7751 0.310n/a8.390 Z-Z, +D+0.5250E 2.50 0.1638n/a n/a 0.7194 0.288n/a6.990 Z-Z, +0.60D+0.60W 2.50 0.0n/a n/a 0.7828 0.313n/a18.217 Z-Z, +0.60D+0.70E 2.50 0.0n/a n/a 0.6475 0.259n/a15.105 Rotation Axis & Overturning Stability Load Combination...StatusOverturning Moment Resisting Moment Stability Ratio X-X, D Only None 0.0 k-ft Infinity OK X-X, +D+0.60W 15.912 k-ft 36.737 k-ft 2.309 OK X-X, +D+0.70E 9.855 k-ft 36.737 k-ft 3.728 OK X-X, +D+0.450W 11.934 k-ft 36.737 k-ft 3.078 OK X-X, +D+0.5250E 7.391 k-ft 36.737 k-ft 4.970 OK X-X, +0.60D+0.60W 15.912 k-ft 22.042 k-ft 1.385 OK X-X, +0.60D+0.70E 9.855 k-ft 22.042 k-ft 2.237 OK Z-Z, D Only 0.390 k-ft 36.737 k-ft 94.196 OK Z-Z, +D+0.60W 12.324 k-ft 36.737 k-ft 2.981 OK Z-Z, +D+0.70E 10.245 k-ft 36.737 k-ft 3.586 OK Z-Z, +D+0.450W 9.341 k-ft 36.737 k-ft 3.933 OK Z-Z, +D+0.5250E 7.781 k-ft 36.737 k-ft 4.721 OK Z-Z, +0.60D+0.60W 12.168 k-ft 22.042 k-ft 1.811 OK Z-Z, +0.60D+0.70E 10.089 k-ft 22.042 k-ft 2.185 OK 5/14 Facet - Page 5 of 14 General Footing LIC# : KW-06012482, Build:20.23.08.01 FACET (c) ENERCALC INC 1983-2023 DESCRIPTION:Light Post Spread Footing Project File: Solera Light Pole FDN.ec6 Force Application Axis Sliding Stability All units k Load Combination...StatusSliding Force Resisting Force Stability Ratio X-X, D Only 0.010 k 4.008 k 400.763 OK X-X, +D+0.60W 0.3610 k 4.008 k 11.101 OK X-X, +D+0.70E 0.2627 k 4.008 k 15.256 OK X-X, +D+0.450W 0.2733 k 4.008 k 14.667 OK X-X, +D+0.5250E 0.1995 k 4.008 k 20.086 OK X-X, +0.60D+0.60W 0.3570 k 2.405 k 6.736 OK X-X, +0.60D+0.70E 0.2587 k 2.405 k 9.295 OK Z-Z, D Only 0.0 k 4.008 k No Sliding OK Z-Z, +D+0.60W 0.4680 k 4.008 k 8.563 OK Z-Z, +D+0.70E 0.2527 k 4.008 k 15.859 OK Z-Z, +D+0.450W 0.3510 k 4.008 k 11.418 OK Z-Z, +D+0.5250E 0.1895 k 4.008 k 21.146 OK Z-Z, +0.60D+0.60W 0.4680 k 2.405 k 5.138 OK Z-Z, +0.60D+0.70E 0.2527 k 2.405 k 9.516 OK Flexure Axis & Load Combination in^2 in^2 in^2 k-ft As Req'd Footing Flexure Tension k-ft Actual As StatusMuSide Surface Gvrn. As Phi*Mn X-X, +1.40D 0.0350 +Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +1.40D 0.0350 -Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D 0.030 +Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D 0.030 -Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D+0.50W 1.235 +Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D+0.50W 1.175 -Z Top 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D+W 2.862 +Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D+W 1.960 -Z Top 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D+E 1.310 +Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +1.20D+E 1.250 -Z Top 0.7776 AsMin 0.80 115.976 OK X-X, +0.90D+W 3.341 +Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +0.90D+W 1.480 -Z Top 0.7776 AsMin 0.80 115.976 OK X-X, +0.90D+E 1.334 +Z Bottom 0.7776 AsMin 0.80 115.976 OK X-X, +0.90D+E 1.226 -Z Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.40D 0.01463 -X Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.40D 0.08463 +X Bottom 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D 0.01254 -X Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D 0.07254 +X Bottom 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D+0.50W 0.9165 -X Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D+0.50W 0.9765 +X Bottom 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D+W 1.736 -X Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D+W 1.965 +X Bottom 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D+E 1.292 -X Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +1.20D+E 1.352 +X Bottom 0.7776 AsMin 0.80 115.976 OK Z-Z, +0.90D+W 1.474 -X Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +0.90D+W 2.206 +X Bottom 0.7776 AsMin 0.80 115.976 OK Z-Z, +0.90D+E 1.249 -X Top 0.7776 AsMin 0.80 115.976 OK Z-Z, +0.90D+E 1.374 +X Bottom 0.7776 AsMin 0.80 115.976 OK One Way Shear Vu @ +XLoad Combination...Vu @ -X Vu @ -Z Vu @ +Z Vu:Max Vu / Phi*VnPhi Vn Status +1.40D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+0.50W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +1.20D+E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+W 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK +0.90D+E 0.00 0.00 0.00 0.00 0.00 82.16 0.00psipsipsipsipsipsi OK Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.40D 0.05 164.32 0.000293 OKpsipsi+1.20D 0.04 164.32 0.000251 OKpsipsi +1.20D+0.50W 0.04 164.32 0.000251 OKpsipsi 6/14 Facet - Page 6 of 14 General Footing LIC# : KW-06012482, Build:20.23.08.01 FACET (c) ENERCALC INC 1983-2023 DESCRIPTION:Light Post Spread Footing Project File: Solera Light Pole FDN.ec6 Vu / Phi*Vn Two-Way "Punching" Shear All units k StatusVuPhi*VnLoad Combination... +1.20D+W 0.34 164.32 0.002061 OKpsipsi +1.20D+E 0.04 164.32 0.000251 OKpsipsi +0.90D+W 0.69 164.32 0.004178 OKpsipsi +0.90D+E 0.05 164.32 0.000329 OKpsipsi 7/14 Facet - Page 7 of 14 Company:Date:4/24/2023 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data &Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 1.250 Effective Embedment depth,hef (inch): 8.000 Anchor category:- Anchor ductility: Yes hmin (inch): 10.00 Cmin (inch): 1.65 Smin (inch): 5.00 Base Material Concrete: Normal-weight Concrete thickness,h (inch): 36.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V:1.4 Reinforcement condition:B tension,B shear Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 14.50 x 14.50 x 0.25 Recommended AnchorAnchor Name: Heavy Hex Bolt - 1 1/4"Ø Heavy Hex Bolt, F1554 Gr. 36 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 8/14 Facet - Page 8 of 14 Company:Date:4/24/2023 Engineer:Page:1/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 1.Project information Customer company: Customer contact name: Customer e-mail: Comment: Project description: Location: Fastening description: 2. Input Data &Anchor Parameters General Design method:ACI 318-14 Units: Imperial units Anchor Information: Anchor type: Cast-in-place Material: F1554 Grade 36 Diameter (inch): 1.250 Effective Embedment depth,hef (inch): 8.000 Anchor category:- Anchor ductility: Yes hmin (inch): 10.00 Cmin (inch): 1.65 Smin (inch): 5.00 Base Material Concrete: Normal-weight Concrete thickness,h (inch): 36.00 State: Uncracked Compressive strength, f’c (psi): 2500 Ψc,V:1.4 Reinforcement condition:B tension,B shear Supplemental edge reinforcement: No Reinforcement provided at corners: No Ignore concrete breakout in tension: No Ignore concrete breakout in shear: No Ignore 6do requirement: Yes Build-up grout pad: No Base Plate Length x Width x Thickness (inch): 14.50 x 14.50 x 0.25 Recommended AnchorAnchor Name: Heavy Hex Bolt - 1 1/4"Ø Heavy Hex Bolt, F1554 Gr. 36 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 9/14 Facet - Page 9 of 14 Company:Date:4/24/2023 Engineer:Page:2/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 Load and GeometryLoad 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: Nua [lb]:0 Vuax [lb]:0 Vuay [lb]:-780 Mux [ft-lb]: 24180 Muy [ft-lb]:0 Muz [ft-lb]:0 <Figure 1> 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 10/14 Facet - Page 10 of 14 Company:Date:4/24/2023 Engineer:Page:3/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 <Figure 2> 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 11/14 Facet - Page 11 of 14 Company:Date:4/24/2023 Engineer:Page:4/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 3. Resulting Anchor Forces Anchor Tension load, Nua (lb) Shear load x, Vuax (lb) Shear load y, Vuay (lb) Shear load combined, √(Vuax)²+(Vuay)² (lb) 1 0.0 0.0 -195.0 195.0 2 13239.7 0.0 -195.0 195.0 3 13239.7 0.0 -195.0 195.0 4 0.0 0.0 -195.0 195.0 Sum 26479.4 0.0 -780.0 780.0 Maximum concrete compression strain (‰): 0.18 Maximum concrete compression stress (psi): 789 Resultant tension force (lb): 26479 Resultant compression force (lb): 26480 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 <Figure 3> 4. Steel Strength of Anchor in Tension (Sec. 17.4.1) Nsa (lb)Nsa (lb) 56200 0.75 42150 5. Concrete Breakout Strength of Anchor in Tension (Sec. 17.4.2) Nb = kc a f’chef1.5 (Eq. 17.4.2.2a) kc a f’c (psi)hef (in)Nb (lb) 24.0 1.00 2500 6.667 20656 Ncbg =(ANc / ANco)ec,N ed,N c,N cp,NNb (Sec. 17.3.1 &Eq. 17.4.2.1b) ANc (in2)ANco (in2)ca,min (in)ec,N ed,N c,N cp,N Nb (lb)Ncbg (lb) 610.00 400.00 10.00 1.000 1.000 1.25 1.000 20656 0.70 27563 6. Pullout Strength of Anchor in Tension (Sec. 17.4.3) Npn =c,PNp =c,P8Abrgf’c (Sec. 17.3.1, Eq. 17.4.3.1 &17.4.3.4) c,P Abrg (in2)f’c (psi)Npn (lb) 1.4 2.24 2500 0.70 43845 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 12/14 Facet - Page 12 of 14 Company:Date:4/24/2023 Engineer:Page:5/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 8. Steel Strength of Anchor in Shear (Sec. 17.5.1) Vsa (lb)grout grout Vsa (lb) 33720 1.0 0.65 21918 9. Concrete Breakout Strength of Anchor in Shear (Sec. 17.5.2) Shear perpendicular to edge in y-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5|(Eq. 17.5.2.2a &Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 8.00 1.250 1.00 2500 20.50 41768 Vcbgy =(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1 &Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgy (lb) 937.88 1891.13 1.000 0.798 1.400 1.000 41768 0.70 16190 Shear parallel to edge in x-direction: Vby =min|7(le / da)0.2 da a f’cca11.5; 9 a f’cca11.5|(Eq. 17.5.2.2a &Eq. 17.5.2.2b) le (in)da (in)a f’c (psi)ca1 (in)Vby (lb) 8.00 1.250 1.00 2500 10.00 14230 Vcbgx =(2)(AVc / AVco)ec,V ed,V c,V h,VVby (Sec. 17.3.1, 17.5.2.1(c)&Eq. 17.5.2.1b) AVc (in2)AVco (in2)ec,V ed,V c,V h,V Vby (lb)Vcbgx (lb) 457.50 450.00 1.000 1.000 1.400 1.000 14230 0.70 28356 10. Concrete Pryout Strength of Anchor in Shear (Sec. 17.5.3) Vcpg =kcpNcbg =kcp(ANc / ANco)ec,N ed,N c,N cp,NNb(Sec. 17.3.1 &Eq. 17.5.3.1b) kcp ANc (in2)ANco (in2)ec,N ed,N c,N cp,N Nb (lb)Vcpg (lb) 2.0 930.25 400.00 1.000 1.000 1.250 1.000 20656 0.70 84066 11. Results Interaction of Tensile and Shear Forces (Sec. 17.6) Tension Factored Load,Nua (lb)Design Strength, øNn (lb)Ratio Status Steel 13240 42150 0.31 Pass Concrete breakout 26479 27563 0.96 Pass (Governs) Pullout 13240 43845 0.30 Pass Shear Factored Load,Vua (lb)Design Strength, øVn (lb)Ratio Status Steel 195 21918 0.01 Pass T Concrete breakout y- 780 16190 0.05 Pass (Governs) || Concrete breakout x- 390 28356 0.01 Pass (Governs) Pryout 780 84066 0.01 Pass Interaction check Nua/Nn Vua/Vn Combined Ratio Permissible Status Sec. 17.6.1 0.96 0.00 96.1% 1.0 Pass 1 1/4"Ø Heavy Hex Bolt, F1554 Gr. 36 with hef = 8.000 inch meets the selected design criteria. 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 13/14 Facet - Page 13 of 14 Company:Date:4/24/2023 Engineer:Page:6/6 Project: Address: Phone: E-mail: Anchor Designer™ Software Version 3.2.2309.2 12. Warnings -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. -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 14/14 Facet - Page 14 of 14