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HomeMy WebLinkAboutCDP 16-29; STRUCTURAL CALCULATIONS ADDENDUM; 2019-01-07S co RET Structural Calculation 117 Driveway Retaining Walls Lincoln Residence Carslbad, CA Project No.: 80088 January 7, 2019 JAN 152019 LAND DEVELOPMENT ENGINEERING ESS ,c_) I —I (f 1 No. C78194 ),:a, \ Exp. 09-30-19 ", Llxxn~ Amir Deihimi, Principal Core Structure, Inc., 23172 Plaza Pointe Dr., Suite 145, Laguna Hills, CA 92653 949-954-7244 Criteria Retained Height = 4.00 ft Wall height above soil = 0.00 ft Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Soil Pressure @ Toe = 1,103 psf OK Soil Pressure © Heel = 138 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored © Toe = 1,544 psf ACI Factored © Heel = 194 psf Footing Shear @ Toe = 13.5 psi OK Footing Shear @ Heel = 0.8 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 500.0 lbs less 100% Passive Force = - 37.5 lbs less 100% Friction Force = - 760.1 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Project Name/Number: 80088-Retaini Use menu item Settings> Printing & Title Block Title 4-0" Cantilever Wall to set these five lines of Information Dsgnr: S.W. for your program. Description.... Laguna Hills, CA 92653 Driveway Retaining Wall This Wall in File: C:\Dropbox (Core Structure)Core Dropbox\projects\core\8008802-Structural Engine Page: 1 Date: 4 JAN 2019 Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft Passive Pressure = 60.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf FootingSoil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in Code: CBC 2016,ACI 318-14,ACl 530-13 Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 4.38 OK Sliding = .1.60 OK Total Bearing Load = 2,172 lbs ...resultant ecc. = 5.44 in Load Factors - Building Code CBC 2016,ACI Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 [Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft ...Height to Top 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (W) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) Stem Construction • - Design Height Above Ftc ft= Wall Material Above "Ht" = Design Method = Thickness = Rebar Size = Rebar Spacing = Rebar Placed at = Design Data fb/FB + fa/Fa = Total Force @ Section Service Level lbs = Strength Level lbs = Moment .... Actual Service Level ft-# = Strength Level ft-# = Moment.....Allowable = Shear.....Actual Service Level psi = Strength Level pi = Shear.....Allowable psi = Anet (Masonry) in2 = Rebar Depth 'd' in= Masonry Data I'm psi= Fs psi= Solid Grouting = Modular Ratio 'n' = Wall Weight psf = - Short Term Factor = I Adjacent Footinq Load I Fajacent rooting Loao = u.0 in Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0 0 ft - at Back of Wall Poisson's Ratio = 0.300 Bottom Stem OK 0.00 Concrete LRFD 8.00 #4 12.00 Edge 0.125 512.0 682.7 5,412.6 6.8 75.0 6.25 100.0 Equiv. Solid I nICK. = Masonry Block Type = Medium Weight Masonry Design Method = ASD Concrete Data ft psi= 2,500.0 Fy psi = 60,000.0 Project Name/Number: 80088-Retaini Use menu item Settings> Printing & Title Block Title 4'-0" cantilever Wall Page: 2 to set these five lines of information Dsgnr: S.W. Date: 4 JAN 2019 for your program. Description.... Laguna Hills, CA 92653 Driveway Retaining Wall This Wall in File: C:\Dropbox (Core Structure)\Core Dropbox\projects\core\80088\02-Structural Engine RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06060947 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.0256 in2/ft (4/3) * As: 0.0341 in2/ft Min Stem T&S Reinf Area 0.768 1n2 200bd/fy : 200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per It of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 1n2/ft #4@ 12.50 in #4@ 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths •F Footing Design Results • Toe Width = 0.00 It -TM Heel Heel Width = 3.50 Factored Pressure = 1,544 194 psf Total Footing Width = 3.50 Mu': Upward = 0 2,239 ft4 Footing Thickness = 12.00 in Mu': Downward = 0 2,842 ft4 Mu: Design = 0 602 ft-# Key Width = 0.00 in Actual 1-Way Shear = 13.45 0.76 psi Key Depth = 0.00 in Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 1.00 It Toe Reinforcing = #4 @ 11.99 in f'c = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 © 15.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Mm. As % = 0.0018 Other Acceptable Sizes & Spacings Cover © Top 2.00 © Btm= 3.00 in Toe: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area 0.91 in2 Min footing T&S reinf Area per foot 0.26 1n2 ift If one layer of horizontal bars: If two layers of horizontal bars: #4@ 9.26 in #4@ 18.52 in #5@ 14.35 in #5@ 28.70 in #6© 20.37 in #6@ 40.74 in Summary of Overturning & Resisting Forces & Moments OVERTURNING RESISTING M Force Distance oment Force Distance Moment Item lbs It ft4 lbs ft ft-# Heel Active Pressure = 500.0 1.67 833.3 Soil Over Heel = 1,246.7 2.08 2,597.2 Surcharge over Heel = Sloped Soil Over Heel = Surcharge Over Toe = Surcharge Over Heel = Adjacent Footing Load = Adjacent Footing Load = Added Lateral Load = Axial Dead Load on Stem = Load © Stem Above Soil = * Axial Live Load on Stem = = Soil Over Toe = Surcharge Over Toe Total 500.0 O.T.M. 833.3 Stem Weight(s) = 400.0 0.33 133.3 Earth © Stem Transitions= = = Footing Weight = 525.0 1.75 918.8 Resisting/Overturning Ratio = 4.38 Key Weight = 1.00 Vertical Loads used for Soil Pressure = 2,171.7 lbs Vert. Component = Total 2,171.7 lbs R.M. 3,649.3 * Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Project Name!Number: 80088-Retaini Title 4'-0" cantilever Wall Page: 3 Dsgnr: S.W. Date: 4 JAN 2019 Description.... Driveway Retaining Wall pbox\projectscore\80088\02-Structural Engine Cantilevered Retaining Wall Code: CBC 2016ACI 318-14,ACI 530-13 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Laguna Hills, CA 92653 This Wall in File: C:\Dropbox (Core Structure)\Core Tilt I Horizontal Deflection at ToD of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Dell @ Top of Wall (approximate only) 0.035 in The above calculation is not valid if the heel soil bearing pressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number: 80088-Retaini Use menu item Settings> Printing & Title Block Title 4-0" Cantilever Wall to set these five lines of information Dsgnr: S.W. for your program. Description.... Laguna Hills, CA 92653 Driveway Retaining Wall This Wall in File: C:\Dropbox (Core Structure)Core Dropbox\projects\core\80088\02-Structural Engine Cantilevered Retaining Wall Page: 4 Date: 4 JAN 2019 Code: CBC 2016,ACI 318-14,ACI 530-13 rkVV . T.s Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = 18.72 in 14.40 in 8.40 in 0.2000 in2lft 0.1728 in2/ft $ Project Name!Number: 80088-Retain! Use menu item Settings> Printing & Title Block Title 4'-0" cantilever Wall Page: 5 to set these five lines of information Dsgnr: S.W. Date: 4 JAN 2019 for your program. Description.... Laguna Hills, CA 92653 Driveway Retaining Wall This Wall in File: C:\Dropbox (Core Structure)Core Dropbox\projectscore\80088\02-Structural Engine RetainPro (c) 1987-2018, Build 11.18.12.04 License: KW-06060947 Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 License To: Core Structure Concrete N Masonry Allowable Moment Line4l Concrete • Masonry Designer to determine bar cutoff locations 600.0 ft4 1,800.0 ft-# 3,000.0 ft-# 4,200.0 ft4 0.0 ft-# I 1200.0 ft-# I 2,400.0 ff4 I 3,600.0 ff4 I ff4 ft4 Mu Code: CBC 2016,ACI 318-14,ACI 530-13 Adjacent Footing Load Adjacent Footing Load = 0.0 lbs Footing Width = 0.00 ft Eccentricity = 0.00 in Wall to Ftg CL Dist = 0.00 ft Footing Type Line Load Base Above/Below Soil - 0.0 ft - at Back of Wall Poisson's Ratio = 0.300 Project Name/Number: 80088-Retaini Use menu item Settings> Printing & Title Block Title 6-0" Cantilever Wall Page: 1 to set these five lines of information Dsgnr: S.W. Date: 7 JAN 2019 for your program. Description.... Laguna Hills, CA 92653 Driveway Retaining Wall This Wall in File: License: KW-I License To: Criteria Retained Height = 6.00 ft Wall height above soil = 0.00 It Slope Behind Wall = 0.00 Height of Soil over Toe = 6.00 in Water height over heel = 0.0 ft Surcharge Loads Surcharge Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe = 0.0 Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0.0 lbs Axial Live Load = 0.0 lbs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overturning = 4.45 OK Sliding = 1.54 OK Total Bearing Load = 4,210 lbs ...resultant ecc. = 7.51 in Soil Pressure @ Toe = 1,474 psf OK Soil Pressure @ Heel = 210 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable ACI Factored @ Toe = 2,064 psf ACI Factored @ Heel = 294 psf Footing Shear @ Toe = 13.5 psi OK Footing Shear @ Heel = 3.2 psi OK Allowable = 75.0 psi Sliding Calcs Lateral Sliding Force = 980.0 lbs less 100% Passive Force = - 37.5 lbs less 100% Friction Force = - 1,473.5 lbs Added Force Req'd = 0.0 lbs OK ....for 1.5 Stability = 0.0 lbs OK Load Factors Building Code CBC 2016,ACl Dead Load 1.200 Live Load 1.600 Earth, H 1.600 Wind, W 1.000 Seismic, E 1.000 Cantilevered Retaining Wall Soil Data Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Active Heel Pressure = 40.0 psf/ft LStem Construction Bottom Design Height Above FtS ft= Stem OK 0.00 Wall Material Above "Ht" = Concrete Design Method = LRFD Thickness = 8.00 Rebar Size = # 4 Rebar Spacing = 12.00 Rebar Placed at = Edge Design Data fb/FB + fa/Fa = 0.425 Total Force @ Section Service Level lbs = Strength Level lbs= 1,152.0 Moment .... Actual Service Level ft-# = Strength Level ft4 = 2,304.0 Moment.....Allowable = 5,412.6 Shear ..... Actual Service Level psi = Strength Level psi = 15.4 Shear.....Allowable psi = 75.0 Anet (Masonry) in2 = Rebar Depth 'd' in = 6.25 Masonry Data I'm psi= Fs psi= Solid Grouting = Modular Ratio 'n' Wall Weight psf = 100.0 - Short Term Factor = Equiv. Solid Thick. = Masonry Block Type = Medium V Masonry Design Method = ASD Concrete Data fc psi = 2,500.0 Fy psi = 60,000.0 Vertical component of active lateral soil pressure IS NOT considered in the calculation of soil bearing Passive Pressure = 60.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 0.00 pcf Footingf Soil Friction = 0.350 Soil height to ignore for passive pressure = 12.00 in [Lateral Load Applied to Stem • Lateral Load = 0.0 #/ft Height to Top 0.00 ft ...Height to Bottom = 0.00 ft Load Type = Wind (rN) (Service Level) Wind on Exposed Stem = 0.0 psf (Service Level) I/eight Project Name/Number: 80088-Retaini Title 6'-0" cantilever Wall Page: 2 Dsgnr: S.W. Date: 7 JAN 2019 Description.... Driveway Retaining Wall pbox\projects\core80088102-Structural Engine Cantilevered Retaining Wall Code: CBC 2016,ACl 318-14,ACI 530-13 Use menu item Settings> Printing & Title Block to set these five lines of information for your program. Laguna Hills, CA 92653 This Wall in File: Concrete Stem Rebar Area Details Bottom Stem Vertical Reinforcing Horizontal Reinforcing As (based on applied moment): 0.0863 in2/ft (4/3) * As: 0.1151 1n2/ft Min Stem T&S Reinf Area 1.152 in2 200bd/fy: 200(12)(6.25)/60000: 0.25 in2/ft Min Stem T&S Reinf Area per ft of stem Height: 0.192 in2/ft 0.0018bh : 0.0018(12)(8): 0.1728 in2/ft Horizontal Reinforcing Options: One layer of: Two layers of: Required Area: 0.1728 in2/ft #4@ 12.50 in #4© 25.00 in Provided Area: 0.2 in2/ft #5@ 19.38 in #5@ 38.75 in Maximum Area: 0.8467 in2/ft #6@ 27.50 in #6@ 55.00 in Footing Dimensions & Strengths I Footing Design Results j Toe Width = 0.00 ft Toe liI Heel Width = 5.00_ Factored Pressure = 2,064 294 psf Total Footing Width = 5.00 Mu: Upward = 0 7,560 ft-# Footing Thickness = 12.00 in Mu': Downward = 0 9,126 ft-# Mu: Design = 0 1,566 ft-# Key Width = Key Depth = 0.00 in Actual 1-Way Shear 0.00 in = 13.45 3.21 psi Allow 1-Way Shear = 40.00 40.00 psi Key Distance from Toe = 1.00 ft Toe Reinforcing = #4 @ 11.99 in ft = 2,500 psi Fy = 60,000 psi Heel Reinforcing = #4 @ 15.99 in Footing Concrete Density = 150.00 pcf Key Reinforcing = None Spec'd Min. As% - = 0.0018 Cover @ Top 2.00 © Btm.= 3.00 in Other Acceptable Sizes & Spacings Toe: Not req'd: Mu < phi*5*Iambda*sqrt(tc)*Sm Heel: Not req'd: Mu < phi*5*lambda*sqrt(fc)*Sm Key: No key defined Min footing T&S reinf Area Min footing T&S reinf Area per foot If one layer of horizontal bars: #4@ 9.26 in #5@ 14.35 in #6© 20.37 in 1.30 in2 0.26 in2 ift If two layers of horizontal bars: #4@ 18.52 in #5@ 28.70 in #6@ 40.74 in I Summary of Overturninq & Resistinq Forces & Moments I Force Distance Moment Item lbs ft ft-# Heel Active Pressure = 980.0 2.33 2,286.7 Surcharge over Heel = Surcharge Over Toe = Adjacent Footing Load = Added Lateral Load = Load © Stem Above Soil Total 980.0 O.T.M. 2,286.7 Resisting/Overturning Ratio = 4.45 Vertical Loads used for Soil Pressure = 4,210.0 lbs Vertical component of active lateral soil pressure IS NOT considered in the calculation of Sliding Resistance. Vertical component of active lateral soil pressure IS NOT considered in the calculation of Overturning Resistance. Force Distance Moment lbs ft ft4 Soil Over Heel = 2,860.0 2.83 8,103.3 Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) = 600.0 0.33 200.0 Earth © Stem Transitions= Footing Weight = 750.0 2.50 1,875.0 Key Weight 1.00 Vert. Component = Total = 4,210.0 lbs R.M. 10,178.3 * Axial live load NOT included in total displayed or used for overturning resistance, but is included for soil pressure calculation. Project Name/Number: 80088-Retaini Use menu item Settings> Printing & Title Block Title 6-O" cantilever Wall Page: 3 to set these five lines of Information Dsgnr: S.W. Date: 7 JAN 2019 for your program. Description.... Laguna Hills, CA 92653 Driveway Retaining Wall This Wall in File: C:\Dropbox (Core KeTainrro ic)-mi-Auin, DUIIU 11.1o.1.Uq License: KW-06060947 Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 License To: Core Structure Tilt - Horizontal Deflection at Ton of Wall due to settlement of soil (Deflection due to wall bending not considered) Soil Spring Reaction Modulus 250.0 pci Horizontal Defi @ Top of Wall (approximate only) 0.049 in The above calculation is not valid if the heel soil bearing oressure exceeds that of the toe, because the wall would then tend to rotate into the retained soil. Project Name/Number: 80088-Retain! Title 6'-0" cantilever Wall Page: 4 Dsgnr: S.W. Date: 7 JAN 2019 Description.... Driveway Retaining Wall pbox\projects\core\80088\02-Structural Engine Cantilevered Retaining Wall Code: CBC 2016,ACI 318-14,ACI 530-13 Use menu item Settings> Printing & Title Block to set these five lines of Information for your program. Laguna Hills, CA 92653 This Wall in File: C:\Dropbox (Core Structure)Core License: KW-1 Rebar Lap & Embedment Lengths Information Stem Design Segment: Bottom Stem Design Height: 0.00 ft above top of footing Lap Splice length for #4 bar specified in this stem design segment = Development length for #4 bar specified in this stem design segment = Hooked embedment length into footing for #4 bar specified in this stem design segment = As Provided = As Required = 18.72 in 14.40 in 8.40 in 0.2000 1n2/ft 0.1728 in2/ft Project Name/Number: 80088-Retaini Use menu item Settings> Printing & Title Block Title 6'-0" Cantilever Wall Page: 5 to set these five lines of information Dsgnr: S.W. Date: 7 JAN 2019 for your program. Description.... Laguna Hills, CA 92653 Driveway Retaining Wall This Wall in File: C:\Dropbox (Core Structure)Core .%oaunrr0(c,1o,•u1o, UIlU11.1.1.U4 License: KW-06060947 Cantilevered Retaining Wall Code: CBC2O16,AC1318-14,AC1530-13 License To : Core Structure WallU Concrete 8 Masonry Allowable Moment Linela Concrete I Masonry Designer to determine bar cutoff locations 600.0 ft-# 1,800.0 ft4 3,000.0 ft-# 4200.0 ft-# 5,400.0 ft4 0.0 ft4 1,200.0 ft4 2,4.0.0 ft-# 3,600.0 ft4 4,800.0 ft-# 6.00 ft mom 1TRTI I I• MnPhi= Al2.6ft 0.00 ft C 0 Engineering PROJECT NAME/ NUMBER - Lir)culvi cri.cbd From The RE Ground up / / DATE 01/U / q PAGE# - www.corestructure.com 23172 Plaza Pointe Drive, Suite 145, Laguna Hills, CA 92653 949.954.7244 1120 Second Street, Suite 119, Brentwood, CA 94513 925.270.0755 1629 K Street, Suite 300, Washington, DC 20006 202.681.2647 PMMMMW~ Mechanical Anchoring Systems 3.3.5 KWIK Bolt TZ Expansion Anchor Table 2 - Hilti KWIK Bolt TZ carbon steel design strength with concrete / pullout failure in uncracked concrete''' Nominal Tension- cpN Shear - (PV anchor Effective Nominal diameter embed. embed. f'c = 2,500 psi 1 3,000 psi I = 4,000 psi f = 6,000 psi 1 2,500 psi I = 3,000 psi I'd, = 4,000 psi I = 6,000 psi in. in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN) lb (kN 1-1/2 1-13/16 1,185 1,300 1,500 1,835 1,545 1,690 1,950 2,390 (38) (46) (5.3) (5.8) (6.7) (8.2) (6.9) (7.5) (8.7) (10.6) 2 2-5/16 1,635 1,790 2,070 2,535 2,375 2,605 3,005 3,680 /8 (51) (59) (7.3) (8.0) (9.2) (11.3) (10.6) (11.6) (13.4) (16.4) 2-3/4 3-1/16 2,670 2,925 3,380 4,140 7,660 8,395 9,690 11,870 (70) (78) (11.9) (13.0) (15.0) (18.4) (34.1) (37.3) (43.1) (52.8) 2 2-3/8 2,205 2,415 2,790 3,420 2,375 2,605 3,005 3,680 1 (60) (9.8) (10.7) (12.4) (15.2) (10.6) (11.6) (13.4) (16.4) /2 3-5/8 3,585 3,925 4,535 5,555 9,845 10,785 12,450 15,250 1(79)) (91) (15.9) (17.5) (20.2) (24.7) (43.8) (48.0) (55.4) (67.8) 3-9/16 4,310 4,720 5,450 6,675 9,280 10,165 11,740 14,380 5/8 (91) (19.2) (21.0) (24.2) (29.7) (41.3) (45.2) (52.2) (64.0) 4 4-7/16 5,945 6,510 7,520 9,210 13,440 14,725 17,000 20,820 (102) (113) (26.4) (29.0) (33.5) (41.0) (59.8) (65.5) (75.6) (92.6) 3-1/4 3-13/16 4,570 5,005 5,780 7,080 9,845 10,785 12,450 15,250 (83) (97) (20.3) (22.3) (25.7) (31.5) (43.8) (48.0) (55.4) (67.8) 3-3/4 4-5/16 5,380 5,895 6,810 8,340 12,200 13,365 15,430 18,900 3/4 (95) (110) (23.9) (26.2) (30.3) (37.1) (54.3) (59.5) (68.6) (84.1) 4-3/4 5-9/16 6,940 7,605 8,780 10,755 17,390 19,050 22,000 26,945 (121) (142) (30.9) (33.8) (39.1) (47.8) (77.4) (84.7) (97.9) (119.9) Table 3- Hilt! KWIK Bolt TZ carbon steel design strength with concrete / pullout failure in cracked concrete1'' Nominal Tension- cpN Shear - OVn anchor Effective Nominal diameter embed. embed. IC = 2,500 psi IC = 3,000 psi IC = 4,000 psi IC = 6,000 psi IC = 2,500 psi IC = 3,000 psi IC = 4,000 PS IC = 6,000 psi in. in. (mm) in. (mm) lb (kN) lb (kN) lb (kN) lb cN) lb (kN) lb (kN) lb (kN) lb (kN) 1-1/2 1-13/16 860 940 1,085 1,330 1,095 1,195 1,385 1,695 (38) (46) (3.8) (4.2) (4.8) (5.9) (4.9) (5.3) (6.2) (7.5) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 318 (51) (60) (7.0) (7.6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 2-3/4 3-118 2,050 2,245 2,595 3,175 5,425 5,945 6,865 8,405 (70) (79) (9.1) (10.0) (11.5) (14.1) (24.1) (26.4) (30.5) (37.4) 2 2-3/8 1,565 1,710 1,975 2,420 1,685 1,845 2,130 2,605 1 (51) (60) (7.0) (7.6) (8.8) (10.8) (7.5) (8.2) (9.5) (11.6) 3-1/4 3-5/8 3,195 3,500 4,040 4,950 6,970 7,640 8,820 10,800 (83) (91) (14.2) (15.6) (18.0) (22.0) (31.0) (34.0) (39.2) (48.0) 3-1/8 3-9/16 3,050 3,345 3,860 4,730 6,575 7,200 8,315 10,185 (79) (91) (13.6) (14.9) (17.2) (21.0) (29.2) (32.0) (37.0) (45.3) 5/8 4 4-7/16 4,420 4,840 5,590 6,845 9,520 10,430 12,040 14,750 (102) (113) (19.7) (21.5) (24.9) (30.4) (42.3) (46.4) (53.6) (65.6) 3-1/4 3-13/16 3,235 3,545 4,095 5,015 6,970 7,640 8,820 10,800 (83) (97) (14.4) (15.8) (18.2) (22.3) (31.0) (34.0) (39.2) (48.0) 3-3/4 4-5/16 4,010 4,395 5,075 6,215 8,640 9,465 10,930 13,390 3/ (95) (110) (17.8) (19.5) (22.6) (27.6) (38.4) (42.1) (48.6) (59.6) 4-3/4 5-9/16 5,720 6,265 7,235 8,860 12,320 13,495 15,585 19,085 (121) (142) (25.4) (27.9) (32.2) (39.4) (54.8) (60.0) (69.3) (84.9) See section 3.1.8.6 to convert design strength value to ASD value. Linear interpolation between embedment depths and concrete compressive strengths is not permitted. Apply spacing, edge distance, and concrete thickness factors in tables 6 to 13 as necessary. Compare to the steel values in table 4. The lesser of the values is to be used for the design. Tabular values are for normal weight concrete only. For lightweight concrete multiply design strength by AC as follows: for sand-lightweight, AC = 0.68; for all-lightweight, AC = 0.60 Tabular values are for static loads only. Seismic design is not permitted for uncracked concrete. For seismic tension loads, multiply cracked concrete tabular values in tension only by aNC = 0.75. No reduction needed for seismic shear. See section 3.1.8.7 for additional information on seismic applications. 280 Hilti, Inc. (US) 1-800-879-8000 1 www.hilti.com I an espanol 1-800-879-5000 1 Hilti (Canada) Corp. 1-800-363-4458 1 www.hilti.com I Anchor Fastening Technical Guide Ed. 17