Project
Job Ref.
Section
Sheet no./rev.
1 Calc. by
A
Date
Chk'd by
Date
App'd by
Date
2/26/2018
COLUMN BASE PLATE DESIGN In accordance with AISC 360-10 Tedds calculation version 2.1.01 Bolt diameter - 45 mm Bolt embedment - 750 mm Embedment - 36 mm
2 1 1
5 7 1
HSS 323.9x9.5 1035.0 kN
× 3
377.0 kN 2 1 1
100
550
100
517.5 kN
Plan on bas eplate
Elev ation on bas eplate
Design forces and moments Axial Axial force force;;
Pu = -1035.0 k -1035.0 kN N; (Tension)
Bending moment; moment;
Mu = 0.0 kN 0.0 kNm m
Shear force; force;
Fv = 377.0 kN 377.0 kN
Eccentricity; Eccentricity;
e = ABS(Mu / Pu) = 0 mm mm
Anch Anchor or bolt bolt to cente centerr of of plat plate e;
f = 0in = 0 mm mm
Column Column details detail s Column section; section;
HSS 323.9x9.5
Diameter ;
Do = 324 324 mm mm
Thickness; Thickness;
t = 9 mm mm
Baseplate Baseplate details detail s Depth; Depth;
750 mm N = 750 mm
Breadth; Breadth;
B = 750 750 mm mm
Thickness; Thickness;
tp = 32 m 32 mm m
Design strength; strength;
Fy = 460.0 N/mm 460.0 N/mm2
Foundation geometry Member Member thickness; thickness;
1700 mm ha = 1700 m m
Dist center of baseplate to left edge foundation; foundation;
xce1 = 1000 m 1000 mm m
Dist center of baseplate to right edge foundation; foundation;
xce2 = 1000 m 1000 mm m
Dist center of baseplate to bot edge foundation; foundation;
yce1 = 1000 m 1000 mm m
Dist center of baseplate to top edge foundation; foundation;
yce2 = 1000 m 1000 mm m
Holding down bolt and anchor plate details Total number of bolts bolts;;
Nbolt = 8
Bolt diameter ;
do = 44.5 m 44.5 mm m
Bolt spacing; spacing;
sbolt = 175 175 mm mm
Edge distance; distance;
e1 = 100 100 mm mm
Minimum tensile strength, base plate; plate;
Fy = 460 460 N/mm2
517.5 k N
Project
Job Ref.
Section
Sheet no./rev.
2 Calc. by
Date
A
Chk'd by
Date
App'd by
Date
2/26/2018
Minimum tensile strength, column;
FyCol = 345 N/mm2
Compressive strength of concrete;
f’c = 40 N/mm2
Strength reduction factors
φc = 0.65 φb = 0.90 φv = 0.75
Compression; Flexure; Weld shear ; Bolt tension force Tension force in one half of bolts;
Tu = ABS(Pu) / 2 = 517.5 kN
Max tension is single bolt;
Trod = Tu / Nbolty = 129.4 kN
Compression force in concrete;
f p,max = 0 N/mm2
Base plate yielding limit at tension interface Distance from bolt CL to plate bending lines;
x = abs((N - 0.80 × Do) / 2 - e1) = 145 mm
Plate thickness required;
tp,req = 2.11 × √((Tu × x)/(B × Fy)) = 31 mm PASS - Thickness of plate exceeds required thickness
Shear resistance in bearing Embedment of depth;
dbrg = 36 mm
Bearing area of baseplate;
Abrg,bp = B × tp = 24000 mm2
Bearing resistance of baseplate; Required embedment of section;
φPubrg,bp = 0.55 × f'c × Abrg,bp = 528.00 kN Vu,fl = max(Fv - φPubrg,bp, 0kips) = 0.00 kN demb_fl,req = Vu,fl / (0.55 × f'c × Do) = 0 mm
Total minimum embedment required;
tbrg,req = tp + demb_fl,req = 32 mm
Shear to be taken by the section;
PASS - Embedment exceeds required embedment to resist shear in bearing ANCHOR BOLT DESIGN In accordance with ACI318-14 Tedds calculation version 2.1.00
Anchor bolt geometry Type of anchor bolt;
Cast-in headed end bolt anchor
Diameter of anchor bolt;
da = 45 mm
Number of bolts in x direction;
Nboltx = 2
Number of bolts in y direction;
Nbolty = 4
Total number of bolts;
ntotal = (Nboltx × 2) + (Nbolty - 2) × 2 = 8
Total number of bolts in tension;
ntens = (NboltN × 2) + (Nbolty - 2) × 2 = 8
Spacing of bolts in x direction;
sboltx = 550 mm
Spacing of bolts in y direction;
sbolty = 175 mm
Number of threads per inch;
nt = 5
Effective cross-sectional area of anchor ;
Ase = π / 4 × (da - 0.9743 in / nt)2 = 1229 mm2
Embedded depth of each anchor bolt;
hef = 750 mm
Material details Minimum yield strength of steel;
f ya = 379.0 N/mm2
Nominal tensile strength of steel;
f uta = 517.0 N/mm2
Compressive strength of concrete;
f’c = 40 N/mm2
Concrete modification factor ;
λ = 1.00
Modification factor for cast-in anchor concrete failure
Project
Job Ref.
Section
Sheet no./rev.
3 Calc. by
Date
A
Chk'd by
Date
App'd by
Date
2/26/2018
λa = 1.0 × λ= 1.00 Strength reduction factors
φt,s = 0.75 φv,s = 0.65 φt,c = 0.65 φv,c = 0.70 φt,cB = 0.70 φv,cB = 0.70
Tension of steel element; Shear of steel element; Concrete tension; Concrete shear ; Concrete tension for pullout; Concrete shear for pryout; Steel strength of anchor in tension (17.4.1) Nominal strength of anchor in tension;
Nsa = Ase × f uta = 635.16 kN
Steel strength of anchor in tension;
φNsa = φt,s × Nsa = 476.37 kN PASS - Steel strength of anchor exceeds max tension in single bolt
Check concrete breakout strength of anchor bolt in tension (17.4.2) 1035.00 kN
7 3 7
0 5 7 5 7 1 ×
0 0 7 1
3
7 3 7
725
550
725
2000
Plan on foundation
Section A-A Concrete breakout - tension
The anchors are located at less than 1.5hef from 4 edges. Therefore the effective embedded depth has to be limited to 19.36" in accordance with D.5.2.3 Limiting embedded depth;
hef,lim = 492 mm
Coeff for basic breakout strength in tension;
kc = 10
Breakout strength for single anchor in tension;
Nb = 3.9 × λa × √(f'c × 1 N/mm2) × hef,lim5/3 × 1 mm1/3 = 755.46 kN
Projected area for groups of anchors;
ANc = 4000000 mm2
Projected area of a single anchor ;
ANco = 9 × hef,lim2 = 2175625 mm2
Min dist center of anchor to edge of concrete;
ca,min = 725 mm
ψec,N = min(1 / (1 + ((2 × e'N) / (3 × hef,lim))), 1) = 1.000 ψed,N = 0.7 + 0.3 × (ca,min / (1.5 × hef,lim)) = 0.995 Modification factor for edge effects; Modification factor for no cracking at service loads; ψc,N = 1.000 Modification factor for cracked concrete; ψcp,N = 1.000 Nominal concrete breakout strength; Ncbg = ANc / ANco × ψed,N × ψc,N × ψcp,N × Nb = 1381.89 kN φNcbg = φt,c × Ncbg = 898.23 kN Concrete breakout strength; Mod factor for groups loaded eccentrically;
FAIL - Tension in bolts exceed breakout strength
Project
Job Ref.
Section
Sheet no./rev.
4 Calc. by
A
Date
Chk'd by
Date
App'd by
Date
2/26/2018
Pullout strength (17.4.3) Net bearing area of the head of anchor ;
Abrg = 40000 mm2
Mod factor for no cracking at service loads;
ψc,P = 1.000 Np = 8 × Abrg × f'c = 12800.00 kN Npn = ψc,P × Np = 12800.00 kN φNpn = φt,cB × Npn = 8960.00 kN
Pullout strength for single anchor ; Nominal pullout strength of single anchor ; Pullout strength of single anchor ;
PASS - Pullout strength of single anchor exceeds maximum axial force in single bolt Side face blowout strength (17.4.4) As hef <= 2.5 × min(c a1, c a2 ) the edge distance is considered to be far from an edge and blowout strength need not be considered ;
