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Base Plate Design - LRFD-1

This document summarizes the design of a base plate and anchor bolts. The required axial load on the base plate is 0 kips. The required base plate area is 17.98 kips to resist uplift and 11.24 kips to resist shear. The required number of anchor bolts is 10.68 inches and the provided number is 34.41 inches. The selected base plate thickness is 16 mm. The anchor bolt design calls for 4 number 24 mm diameter bolts. The uplift force is 28.78 kips and shear force is 17.98 kips. The shear stress in each bolt is 6.41 ksi and bearing force is 4.50 kips. All calculated stresses

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k.m.ariful islam
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393 views7 pages

Base Plate Design - LRFD-1

This document summarizes the design of a base plate and anchor bolts. The required axial load on the base plate is 0 kips. The required base plate area is 17.98 kips to resist uplift and 11.24 kips to resist shear. The required number of anchor bolts is 10.68 inches and the provided number is 34.41 inches. The selected base plate thickness is 16 mm. The anchor bolt design calls for 4 number 24 mm diameter bolts. The uplift force is 28.78 kips and shear force is 17.98 kips. The shear stress in each bolt is 6.41 ksi and bearing force is 4.50 kips. All calculated stresses

Uploaded by

k.m.ariful islam
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as XLS, PDF, TXT or read online on Scribd
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LOAD

DL 0 Kip Base Plate Design


LL 0 Kip Required Axial Load
WL/EQ(UPLIFT) 17.98472197868 Kip Required Base Plate Area
WL/EQ(SHEAR) 11.24045123667 Kip Δ
Required N
ANCHOR ROD Provided N
Specification A36 Selected N
Size 24 mm Required B
Number 4 mm Provided B
A.R Bearing Area 904.7808 mm2 Selected B
Base Plate Base Plate Area
Specification A36 Gr-36 RCC Area
Pn
Steel Column
d 824 mm
tw 8 mm m
bf 300 mm n
tf 16 mm X
Specification A36 Gr-36 λ
n'
R.C.C Column λn'
A 500 mm l
B 300 mm t min
f'c 3 ksi Selected t
Concrete Type Cracked
Reinf. Strength 60 ksi

450

250
100

100
Tension
Base Plate Design Anchor Bolt Design
equired Axial Load 0 kip Uplift
Base Plate Area 0 in2 T/rod
Δ 10.6850393700787 in Anchor Rod Area
Required N 10.6850393700787 in Design Tensile Strength
Provided N 34.4094488188976 in
Selected N 450 mm
Required B 0 in 24 mm dia bolt
Provided B 13.7795275590551 in
Selected B 250 mm
Base Plate Area 174.375348750698 in2
RCC Area 232.50046500093 in2
Pn 333.739794804244 kip HOOK ROD
OK

m -6.5511811023622
n 0.19685039370079 162 mm
X 0
λ 0 Moment Strength of Base Plate =
n' 4.89362318687246
λn' 0 beff
l 0.19685039370079
t min 0 mm Thicknes, treqd
Selected t 16 mm
Hook Bearing Capacity =

Concrete Pullout Strength =

heff
Ano
AN
Concrete Breakout Strength

Required Reinforcement Area in Colm, Ast

The Minimum 4#7 Bar Required As per Aci Code =


The Embedment length of Anchor
t Design Anchor Bolt Design F
28.77556 kip 28.775555165887 Up
7.193889 kip 7.1938887914717 Sh
0.701207 in2 Nos. Of A
22.87686 kip Basp Pla
OK Washe

Shear Stress in Rod, f


24 mm dia bolt Bearing Fo
Lever
Mom
Stress due to
Axial S
HEX NUT Tensile
Allowable Ten
Allowable Sh
of Base Plate = 13.0283 kip-in

3.622047 in

s, treqd 17 mm

11.38992 kip OK& NO NEED TO USE HEX NUT

23.56054 kip OK

2.624672 in
62.00012 in2
232.5005 in2
14.67282 kips Use Vertical Reinforcement in Column

nt Area in Colm, Ast 0.5328806512201 in2

r Required As per Aci Code = 2.4 in2

ld 31.05199 in
le 2.24074 in
h of Anchor 162
Anchor Bolt Design For Combined Shear & Tension:
Uplift 28.77556 kip
Shear 17.98472 kip
Nos. Of Anchor Rod 4 nos
Basp Plate Thick 17 mm
Washer Thick 12 mm

Shear Stress in Rod, fv 6.412063 ksi


Bearing Force per Bolt 4.49618 kip
Lever Arm 0.570866 in
Moment 2.566717 kip-in
Stress due to bending, fb 18.25562 ksi
Axial Stress, fa 10.2593 ksi
Tensile stress, ft 28.51493 ksi
Allowable Tensile stress, Fnt 43.5 ksi
Allowable Shear Stress, Fnv 23.2 ksi

F'nt/ῼ 30.38988 ksi OK

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