GeneralSupplemental Calculation for "Anchor Reinforcement"1. General

1.1. This Calculation provides Safety of Anchor Bolt Capacity and Required Quantity of "Anchor Reinforcement."

1.2. The design procedure is based on ACI-318 Appendix-D

1.3. All dimensions and weights used for the design and detailing of all items shall be in the international system of units (S.I.), unless specified otherwise.2. Check Flow2.1. Input Loading Data in sheet "Loading Data"2.2. Check if supplemental reinforcements are required.(Tension Reinforcement)2.3. If supplemental reinforcements are required.1. Input design paremeters in sheet "Parameters".2. Execute "Macro" in Sheet "Parameters"3. Open generated "Output file"4. If allowance of reinforcements in Tabel-4.2 of sheet "Calc_AnchorRebar", is less than 0, the number of supplemental rebars will be shown in the Table.5. Install supplemental rebars in design drawing.(Shear Reinforcement)2.4. If supplemental reinforcements are required.1. Input design parameters in sheet "Shear"2. Design required Hoops and Ties3. Install supplemental rebars in design drawing.

&P/&N

anchor ty

Loading Data1.JUDGEMENT FOR ANCHOR BOLT REINFORCING1.1 Un-Factored Load at Pedestal Top INPUT(from S41)Unit: N, kN-m

LOAD COMPONENT LOADING DATAREMARKSNoFXFYFZMXMYMZ/DL of Str(Self)-2429126-70260.000.000.00/DL of Grating0000.000.000.00/DL of Handrail0000.000.000.00/DL of Ladder0000.000.000.00/DL of Stair0000.000.000.00/DL of FP0000.000.000.00/Erc DL of eqp0.00.00.00.00.00.000/Empty DL of eqp0000.000.000.00/Empty DL pip-9476896-223950.000.000.00/Ope DL of eqp0000.000.000.00/Ope DL pip-6327589-149140.000.000.00/Test DL of eqp-10000.000.000.00/Test DL of eqp-20000.000.000.00/Test DL of eqp-30000.000.000.00/Test DL of pip-10000.000.000.00/Test DL of pip-20000.000.000.00/Test DL of pip-30000.000.000.00/Live Load on floor0000.000.000.00/Live Load on roof0000.000.000.00/Wind Load +X118990128350.000.000.00/Wind Load +Z66-11171152990.000.000.00/Impact Load Y0000.000.000.00/Impact Load +X0000.000.000.00/Impact Load +Z0000.000.000.00/Th Anc Force +X0000.000.000.00/Th Anc Force +Z0000.000.000.00/Th Fric Force +X0000.000.000.00/Th Fric Force +Z0000.000.000.00/Th Fric Force +X0.00.00.00.00.00.000/Th Fric Force +Z0.00.00.00.00.00.000/Bundle Pull Load0.00.00.00.00.00.000/Steam out +X0.00.00.00.00.00.000/Steam out +Z0.00.00.00.00.00.000/Surge Force +X0.00.00.00.00.00.000/Surge Force +Z0.00.00.00.00.00.000/S.valve impact +X0.00.00.00.00.00.000/S.valve impact +Z0.00.00.00.00.00.000/Temprature0.00.00.00.00.00.000/Wind Load -X0.00.00.00.00.00.000shelter/Wind Load -Z0.00.00.00.00.00.000shelter/Wind Load -Y0.00.00.00.00.00.000shelter/EQ_FORCE +X0.00.00.00.00.00.000/EQ_FORCE +Y0.00.00.00.00.00.000

1.2 Factored Load at Pedestal TopUnit: N, kN-mL/CL/C No.FXFYFZMXMYMZMaxOpe (Th+x)A1-1-25524.62255.9-62067.00.00.00.0MaxOpe (Th-x)A1-2-25524.62255.9-62067.00.00.00.0MaxOpe (Th+y)A1-3-25524.62255.9-62067.00.00.00.0MaxOpe (Th-y)A1-4-25524.62255.9-62067.00.00.00.0MaxOpe (Th+x) + LA2-1-21878.21933.6-53200.30.00.00.0MaxOpe (Th-x) + LA2-2-21878.21933.6-53200.30.00.00.0MaxOpe (Th+y) + LA2-3-21878.21933.6-53200.30.00.00.0MaxOpe (Th-y) + LA2-4-25524.62255.9-62067.00.00.00.0MaxOpe (Th+x)+WxC1-1-2840.01933.7-32664.50.00.00.0MaxOpe (Th-x)-WxC1-2-40916.41933.6-73736.10.00.00.0MaxOpe (Th+y)+WyC1-3-21772.4-15939.3-28721.80.00.00.0MaxOpe (Th-y)-WyC1-4-21984.019806.5-77678.80.00.00.0Emp Up+ WxB1-18323.5919.7-5942.30.00.00.0Emp Up - WxB1-2-29752.9919.6-47013.80.00.00.0Emp Up + WyB1-3-10608.9-16953.3-1999.50.00.00.0Emp Up - WyB1-4-10820.518792.6-50956.60.00.00.0Test (eqp-1)D1-1-16667.31430.6-41188.10.00.00.0Test (eqp-2)D1-2-16667.31430.6-41188.10.00.00.0Test (eqp-3)D1-3-16667.31430.6-41188.10.00.00.0Test (pip-1)D1-4-16667.31430.6-41188.10.00.00.0Test (pip-2)D1-5-16667.31430.6-41188.10.00.00.0Test (pip-3)D1-6-16667.31430.6-41188.10.00.00.0Test (Eqp1) + PerWxE1-1-7.71226.3-19902.30.00.00.0Test (Eqp1) - PerWxE1-2-28564.91226.2-50705.90.00.00.0Test (Eqp1) + PerWyE1-3-14206.9-12178.5-16945.20.00.00.0Test (Eqp1) - PerWyE1-4-14365.714630.9-53663.00.00.00.0Test (Eqp2) + PerW+xE1-5-7.71226.3-19902.30.00.00.0Test (Eqp2) + PerW-xE1-6-28564.91226.2-50705.90.00.00.0Test (Eqp2) + PerW+yE1-7-14206.9-12178.5-16945.20.00.00.0Test (Eqp2) + PerW-yE1-8-14365.714630.9-53663.00.00.00.0Test (Eqp3) + PerW+xE1-9-7.71226.3-19902.30.00.00.0Test (Eqp3) + PerW-xE1-10-28564.91226.2-50705.90.00.00.0Test (Eqp3) + PerW+yE1-11-14206.9-12178.5-16945.20.00.00.0Test (Eqp3) + PerW-yE1-12-14365.714630.9-53663.00.00.00.0Test (pip-1) + PerW+xE1-13-7.71226.3-19902.30.00.00.0Test (pip-1) + PerW-xE1-14-28564.91226.2-50705.90.00.00.0Test (pip-1) + PerW+yE1-15-14206.9-12178.5-16945.20.00.00.0Test (pip-1) + PerW-yE1-16-14365.714630.9-53663.00.00.00.0Test (pip-2) + PerW+xE1-17-7.71226.3-19902.30.00.00.0Test (pip-2) + PerW-xE1-18-28564.91226.2-50705.90.00.00.0Test (pip-2) + PerW+yE1-19-14206.9-12178.5-16945.20.00.00.0Test (pip-2) + PerW-yE1-20-14365.714630.9-53663.00.00.00.0Test (pip-3) + PerW+xE1-21-7.71226.3-19902.30.00.00.0Test (pip-3) + PerW-xE1-22-28564.91226.2-50705.90.00.00.0Test (pip-3) + PerW+yE1-23-14206.9-12178.5-16945.20.00.00.0Test (pip-3) + PerW-yE1-24-14365.714630.9-53663.00.00.00.0

1.3 Base plate & Anchor Bolt Location

Base plate in X-dir.Dx =405mm in Y-dir.Dy =405mmBolt Distance in X-dir.sx =305mm in Y-dir.sy=305mmNumber of Bolts in X-dir.nB12No. in Y-dir.nB22No.Base Plate Washers are welded to anchor bolt ?NoCompressive Strength (Cylinder)f'c =28.0MPa

Pedestal Size in X-dir.L2 =650mm in Y-dir.L1 =650mm

1.4. Anchor Bolt Tension & Shear CapacityNotationdo (inch)NLRFDNaVLRFDVaw/o Rebarw/ Rebarw/o Rebarw/ Rebarw/o Rebarw/ Rebarw/o Rebarw/ Rebara1/211.514.37.29.07.47.44.74.7b3/414.743.49.227.111.722.67.314.1c117.787.811.054.915.045.79.428.5d1 1/421.0149.813.193.618.577.911.648.7e1 1/224.5187.615.3117.222.2117.613.973.5f1 3/428.9229.018.1143.126.9163.216.8102.0g235.3295.322.0184.635.0219.221.9137.0h2 1/442.0370.126.2231.344.2290.027.6181.2i2 1/249.1453.430.7283.354.4361.434.0225.9j2 3/456.6545.035.4340.665.7450.941.1281.8k364.4645.140.3403.278.0550.248.8343.9Where,NLRFD = Tensile Strength for LRFD DesignVLRFD = Shear Strength for LRFD DesignNa = Tensile Strength for Allowable Stress DesignVa = Shear Strength for Allowable Stress Design

1.5. Anchor Bolt Tension Load & Shear LoadUnit: N, kN-mL/CL/C No.exNx/6TuxeyNy/6TuyFz(=0.6)FX > FrictionFY > FrictionMxMyMaxOpe (Th+x)A1-10.067.50.00.067.50.037,240000.00.0A1-1MaxOpe (Th-x)A1-20.067.50.00.067.50.037,240000.00.0A1-2MaxOpe (Th+y)A1-30.067.50.00.067.50.037,240000.00.0A1-3MaxOpe (Th-y)A1-40.067.50.00.067.50.037,240000.00.0A1-4MaxOpe (Th+x) + LA2-10.067.50.00.067.50.031,920000.00.0A2-1MaxOpe (Th-x) + LA2-20.067.50.00.067.50.031,920000.00.0A2-2MaxOpe (Th+y) + LA2-30.067.50.00.067.50.031,920000.00.0A2-3MaxOpe (Th-y) + LA2-40.067.50.00.067.50.037,240000.00.0A2-4MaxOpe (Th+x)+WxC1-10.067.50.00.067.50.019,599000.00.0C1-1MaxOpe (Th-x)-WxC1-20.067.50.00.067.50.044,242000.00.0C1-2MaxOpe (Th+y)+WyC1-30.067.50.00.067.50.017,23321,77200.00.0C1-3MaxOpe (Th-y)-WyC1-40.067.50.00.067.50.046,607000.00.0C1-4Emp Up+ WxB1-10.067.50.00.067.50.03,5658,32300.00.0B1-1Emp Up - WxB1-20.067.50.00.067.50.028,20829,75300.00.0B1-2Emp Up + WyB1-30.067.50.00.067.50.01,20010,60916,9530.00.0B1-3Emp Up - WyB1-40.067.50.00.067.50.030,574000.00.0B1-4Test (eqp-1)D1-10.067.50.00.067.50.024,713000.00.0D1-1Test (eqp-2)D1-20.067.50.00.067.50.024,713000.00.0D1-2Test (eqp-3)D1-30.067.50.00.067.50.024,713000.00.0D1-3Test (pip-1)D1-40.067.50.00.067.50.024,713000.00.0D1-4Test (pip-2)D1-50.067.50.00.067.50.024,713000.00.0D1-5Test (pip-3)D1-60.067.50.00.067.50.024,713000.00.0D1-6Test (Eqp1) + PerWxE1-10.067.50.00.067.50.011,941000.00.0E1-1Test (Eqp1) - PerWxE1-20.067.50.00.067.50.030,424000.00.0E1-2Test (Eqp1) + PerWyE1-30.067.50.00.067.50.010,16714,20712,1780.00.0E1-3Test (Eqp1) - PerWyE1-40.067.50.00.067.50.032,198000.00.0E1-4Test (Eqp2) + PerW+xE1-50.067.50.00.067.50.011,941000.00.0E1-5Test (Eqp2) + PerW-xE1-60.067.50.00.067.50.030,424000.00.0E1-6Test (Eqp2) + PerW+yE1-70.067.50.00.067.50.010,16714,20712,1780.00.0E1-7Test (Eqp2) + PerW-yE1-80.067.50.00.067.50.032,198000.00.0E1-8Test (Eqp3) + PerW+xE1-90.067.50.00.067.50.011,941000.00.0E1-9Test (Eqp3) + PerW-xE1-100.067.50.00.067.50.030,424000.00.0E1-10Test (Eqp3) + PerW+yE1-110.067.50.00.067.50.010,16714,20712,1780.00.0E1-11Test (Eqp3) + PerW-yE1-120.067.50.00.067.50.032,198000.00.0E1-12Test (pip-1) + PerW+xE1-130.067.50.00.067.50.011,941000.00.0E1-13Test (pip-1) + PerW-xE1-140.067.50.00.067.50.030,424000.00.0E1-14Test (pip-1) + PerW+yE1-150.067.50.00.067.50.010,16714,20712,1780.00.0E1-15Test (pip-1) + PerW-yE1-160.067.50.00.067.50.032,198000.00.0E1-16Test (pip-2) + PerW+xE1-170.067.50.00.067.50.011,941000.00.0E1-17Test (pip-2) + PerW-xE1-180.067.50.00.067.50.030,424000.00.0E1-18Test (pip-2) + PerW+yE1-190.067.50.00.067.50.010,16714,20712,1780.00.0E1-19Test (pip-2) + PerW-yE1-200.067.50.00.067.50.032,198000.00.0E1-20Test (pip-3) + PerW+xE1-210.067.50.00.067.50.011,941000.00.0E1-21Test (pip-3) + PerW-xE1-220.067.50.00.067.50.030,424000.00.0E1-22Test (pip-3) + PerW+yE1-230.067.50.00.067.50.010,16714,20712,1780.00.0E1-23Test (pip-3) + PerW-yE1-240.067.50.00.067.50.032,198000.00.0E1-24

Max0Max0Max29,75316,95300per one-boltper one-boltper one-base1.6. Tension load of Single Anchor Bolt and JudgmentMax Tension to A. Bolts in Y-dir. (Tux)0.0kNMax Tension to A. Bolts in X-dir. (Tuy)0.0kNAnchor bolt notationbMax Tension per one anchor bolt ( F =MAX(Tux, Tuy) )0.0kNNLRFDTensile Strength without Rebars14.7kNTensile Strength with Rebars43.4kNReinforcing to Anchor Required ? (Yes/No)No!JudgmentWhen F > NLRFD, anchor bolt reinforcing shall be done (Yes!). Otherwise no need (No!)

1.7. Shear load of Anchor Bolt and JudgmentMax Shear to A. Bolts in X-dir. (Fx)29.8kNMax Shear to A. Bolts in Y-dir. (Fy)17.0kNBase Plate Washers are welded to anchor bolt ?NonB22No.nB12No.Max Shear per one anchor bolt (V' =MAX(Fx/nb2, Fy/nB1))14.9kNVLRFDShear Strength without Rebars11.7kNShear Strength with Rebars22.6kNReinforcing to Anchor Required ? (Yes/No)Yes!JudgmentWhen V' > VLRFD, anchor bolt reinforcing shall be done (Yes!). Otherwise no need (No!)

1.8. Load Combination Case for CheckIf you need to check anchor bolt reinforcement in Sheet "Paremeters"below all load combination cases should be checked.L/C No.For Tension TxN/AFor Tension TyN/AFor Shear FxB1-2For Shear FyB1-3For Moment MxN/AFor Moment MyN/A

&P/&N&P of &N

anchor ty

DxSxDySyL2L1

ParametersL/CL/C No.FXFYFZMXMYMZMaxOpe (Th+x)A1-1-25524.62255.9-62067.00.00.00.02. Design ParametersProgrammer's NoteMaxOpe (Th-x)A1-2-25524.62255.9-62067.00.00.00.02.1. Seismic Design Category (SDC)SDC =B : Low Seismic Risk per Table R1.1.8.3 in ACI318-05MaxOpe (Th+y)A1-3-25524.62255.9-62067.00.00.00.02.2.Required Design Capacity of single anchor boltMaxOpe (Th-y)A1-4-25524.62255.9-62067.00.00.00.0Required Tensile StrengthN =0.0kNMaxOpe (Th+x) + LA2-1-21878.21933.6-53200.30.00.00.0Required Shear StrengthV = 14.9kNMaxOpe (Th-x) + LA2-2-21878.21933.6-53200.30.00.00.02.3.Factored Load at Top of PedestalMaxOpe (Th+y) + LA2-3-21878.21933.6-53200.30.00.00.0Load Combination No.B1-3MaxOpe (Th-y) + LA2-4-25524.62255.9-62067.00.00.00.0Base Shear in X-dir.Fx = -10.6kNMaxOpe (Th+x)+L+W+xC1-1-2840.01933.7-32664.50.00.00.0Base Shear in Y-dir.Fy =-17.0kNMaxOpe (Th-x)+L+W-xC1-2-40916.41933.6-73736.10.00.00.0Vertical Load (upward + )Fz = -2.0kNMaxOpe (Th+y)+L+W+yC1-3-21772.4-15939.3-28721.80.00.00.0Moment to X-dir.Mx =0.000kN-mMaxOpe (Th-y)+L+W-yC1-4-21984.019806.5-77678.80.00.00.0Moment to Y-dir.My =0.000kN-mOpe UpW (Th+x) + W+xB1-18323.5919.7-5942.30.00.00.02.2. FoundationOpe UpW (Th+x) + W-xB1-2-29752.9919.6-47013.80.00.00.0Pedestal Dimension Y-dir.L1=650mmOpe UpW (Th+x) + W+yB1-3-10608.9-16953.3-1999.50.00.00.0 X-dir.L2=650mmOpe UpW (Th+x) + W-yB1-4-10820.518792.6-50956.60.00.00.0Depth of Anchor Bolt(including grout thichness)h =665mmTest (Eqp1)D1-1-16667.31430.6-41188.10.00.00.02.3. ConcreteTest (Eqp2)D1-2-16667.31430.6-41188.10.00.00.0Compressive Strength (Cylinder)f'c =28.0MPa=4,061.1psiTest (Eqp3)D1-3-16667.31430.6-41188.10.00.00.02.4. RebarTest (Eqp4)D1-4-16667.31430.6-41188.10.00.00.02.4.1. GeneralTest (Eqp1) + PerW+xE1-1-7.71226.3-19902.30.00.00.0Yield Strengthfy =420.0MPa=60915.83psiTest (Eqp1) + PerW-xE1-2-28564.91226.2-50705.90.00.00.0Strength Reduction Factorr=0.90Test (Eqp1) + PerW+yE1-3-14206.9-12178.5-16945.20.00.00.02.4.2. Main BarsTest (Eqp1) + PerW-yE1-4-14365.714630.9-53663.00.00.00.0Nominal Diamaterdbm =20.0mmTest (Eqp2) + PerW+xE1-5-7.71226.3-19902.30.00.00.0Numbers in Pedestal, in Y-dir.nM1 =5Test (Eqp2) + PerW-xE1-6-28564.91226.2-50705.90.00.00.0 X-dir.nM2 =5Test (Eqp2) + PerW+yE1-7-14206.9-12178.5-16945.20.00.00.0Epoxy CoatingYesTest (Eqp2) + PerW-yE1-8-14365.714630.9-53663.00.00.00.02.4.3. HoopsTest (Eqp3) + PerW+xE1-9-7.71226.3-19902.30.00.00.0Nominal Diamaterdbh =10mmTest (Eqp3) + PerW-xE1-10-28564.91226.2-50705.90.00.00.0Vertical Pitch (Center to Center)@200mmTest (Eqp3) + PerW+yE1-11-14206.9-12178.5-16945.20.00.00.0Inside Bending Diameter40mmTest (Eqp3) + PerW-yE1-12-14365.714630.9-53663.00.00.00.02.4.4. TiesTest (Eqp4) + PerW+xE1-13-7.71226.3-19902.30.00.00.0Nominal Diamaterdbt =10mmTest (Eqp4) + PerW-xE1-14-28564.91226.2-50705.90.00.00.0Vertical Pitch (Center to Center)@200mmTest (Eqp4) + PerW+yE1-15-14206.9-12178.5-16945.20.00.00.0Horizontal PitchTest (Eqp4) + PerW-yE1-16-14365.714630.9-53663.00.00.00.0 X-Direvery150mm Main BarsBundle Pull (1st+)E1-17-7.71226.3-19902.30.00.00.0 Y-Direvery150mm Main Bars : "0" means no ties.Bundle Pull (1st-)E1-18-28564.91226.2-50705.90.00.00.02.4.6. Concrete CoverBundle Pull (2nd+)E1-19-14206.9-12178.5-16945.20.00.00.0Cover to Hoopscvm =75mmBundle Pull (2nd-)E1-20-14365.714630.9-53663.00.00.00.0Cover on Top of Main Barscvt =75mmBundle Pull (3rd+)E1-21-7.71226.3-19902.30.00.00.02.5. Anchor BoltBundle Pull (3rd-)E1-22-28564.91226.2-50705.90.00.00.0Specified Tensile Strengthfuta =400.0MPaBundle Pull (4th+)E1-23-14206.9-12178.5-16945.20.00.00.0Strength Reduction Factor governed by steelb=0.75Bundle Pull (4th-)E1-24-14365.714630.9-53663.00.00.00.0Strength Reduction Factor governed by concretec=0.70Wind Load +X00.00.00.00.00.00.0Nominal Diameter of Boltsdo =3/4inchWind Load +Y00.00.00.00.00.00.0Number of Threads per Inchnt =8Corrosion Allowance (Total to Diameter)3mmEffective Sectional Area of BoltAe =131.8mm2Anchor bolt sizedhhhefNumber of Threads per InchBolt Distance Overall in Y-dir.Lb1 =305mm3/431.86656008 in X-dir.Lb2 =305mm141.36806007Number of Bolts on Lb1nB121 1/450.87907006 on Lb2nB221 3/469.9111510005Effective Embedded Length in Concretehef =600mm (Bottom of Grout to Top of Bottom Nut)Effective Dia. of Nutsdn =31.8mm (Dia. of Inscribed Circle)Radius of Effective Anchor Reinforcement ZoneXo =205.9mm (Center of Bolt to Center of Main Bar)

3. Calculation of Net Required Development for Main Bars- eq. (12-1), ACI318-05 where : ld(required) : Net Required Development for Main Bars > 12in. : Light Weight Concrete Factor =1.01.0 for Normal Concrete, 0.75 for Lightweight Concrete : Horizontal Reinforcement Factor =1.0e : Epoxy Coating Factor =1.51.5 for cv < 3dbm or Clearance between Main Bars 12in. : dba for D22 and larger.

4.2.1.2. "ldh" Calculation- para. 12.5.2, ACI318-05 where : ldh(required) : Net Required Development for Anchor Reinforcement with Hooked End < larger of 8db or 6in.=28.7dba > larger of 8db or 6in 4.2.1.3. "ldt" Calculation"ldt" is development length for "Headed Deformed Bar" which is specified in ACI318-08.Headed Deformed Bars shall comply to ASTM A970."ldt" si as follows: -- para. 12.6.2, ACI318-08 where : ldt(required) : Net Required Development for Anchor Reinforcement with Hooked End > larger of 8db or 6in.=22.9dba > larger of 8db or 6in

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Input for Calc_AnchorRebarRebar CodeN.Dia.mmD1010D1212D1616D2020D2222D2525D3232D3535D4040

&P/&N

anchor ty

For Shear1.8. SHEAR REINFORCING1.8.1. Designed Bar Quantity and Capacity1st Layer2nd LayerD1010HoopCross TiesAs1HoopCross TiesAs2D1212DiaNo.DiaNo.(mm2)DiaNo.DiaNo.(mm2)D1616D122D101304.7D102D100157.1D2020D2525Shear StrengthD3232AsfyAsfyD3535(mm2)(Mpa)(kN)D40400.75462420145.5where As =As1 + As21.8.2.Required Shear Stength & Judgement

Required Shear StrengthF =29.8kN< Asfy145.5kNOK

&P/&N&P of &N

anchor ty

Figure 4.1

&P/&N

anchor ty

Figure-4.1

Calc_MainBarCapaTable 4.1Anchor Reinforcing Capacity of Main Bars

Main Bar IDB01-01In Effective Anchor Reinforcement Zone?Yes = 1, No = 0,Others= 0.5 (See Note.2)C to C Distance ofBolt and Main Barld (actual)ld (actual)/ld (required)Nominal Capacity ofRebarUsed Noiminal Tensile Capacitydue to Shear Force on top of Pedestal.(Note.1)Available Tensile Capacityof the Main Bar(Note.1)mmmmkNkNkNXo =205.9ld(req'd)=688.2MR01-010.0386.800.00%0.00.00.0MR01-020.0278.500.00%0.00.00.0MR01-030.5171.1207.430%143.21.5141.6MR01-041.086.1471.569%325.43.1322.4MR02-011.0105.5458.667%316.54.9311.6MR02-021.086.1471.569%325.44.9320.5MR02-030.5171.1207.430%143.22.5140.7MR02-040.0278.500.00%0.00.00.0Note.1. In contrast to vertical force and moments on top ofpedestal, which transferred as tension via anchor bolts ,shear forces are not. Therefore tension generated on main bars by shear forces shall be dealt otherwise and the balance shall be used as tension capacity to absorb tension on anchor bolts.2.Others=0.5:The rebar is in Effective Anchor Reinforcement Zone and in that of neighber anchor bolt, too.

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anchor ty

Calc_AnchorRebarTable-4.2Required Quantity Summary of Supplemental Anchor Reinforcement

RebarCodeRebar Dia.dbRebar Tensile Capa.TrldldhldthNominalCapacityB01-01Tr (kN)0.0Tm(kN)1253.7Ta(kN)16.9Allowance (kN)1236.8mmkNmmmmmmnARD101029.7430.2286.8229.40.700D121242.8516.2344.1275.30.690D161676.0688.2458.8367.10.680D2020118.8860.3573.5458.80.680D2222143.7757.1630.9504.70.620D2525185.6860.3716.9573.50.620D3232304.01101.2917.7734.10.640D3535363.71204.41003.7803.00.640D4040475.01376.51147.1917.70.650Tr : Required Strength of Anchor BoltTm : Sum. of Tensile Capacity of Main Bars in the Effective Range.Ta : Sum. of Generated Tension in Effective Main Bars caused by Shear Force.(Tm - Ta - Tr) : Allowance of Strengthld : Required Development Length for a Rebar with Straight Endldh : Required Development Length for a Rebar with Hooked Endldt : Required Development Length for a Rebar with Headed Endh : Hairpin Factor Factor to calculate Required Quantityof Hairpin Reinforcement with 2 legs. Hairpin Quantity = Roundup (Tr - Tm + Ta) x h / TrnAR : Required Quantity of Supplemental Anchor Reinforcement by Straigt RebarsNote : Calculated Quantity is on condition that actual development in effective zoneis not less than required development.

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CoordinatesRebar CoordinatesBolt CoordinatesXYXYL_Lim1(Y)U_Lim1(Y)L_Lim2(X)U_Lim2(X)MR01-01227.0710678119-227.0710678119B01-01152.5152.503250325MR01-02230-115MR01-032300MR01-04230115MR02-01227.0710678119227.0710678119MR02-02115230MR02-030230MR02-04-115230