HomeMy WebLinkAboutENGINEERING CALCS 12/14/2000 - 01-00002 - Premier Performance - New WarehouseDesign In teldigence, LLC
Eng, ineeri@ng Calculations Summar
Date: December 14 '
4, 2000Subject-6 Premier Performance Products
Customer: TriSteel Construction
Abstract
This analysis uses the Design Criteria required by the local jurisdiction and the 997 UBC as the basis
calculations. or �h�
Materials:
Concrete-, ;000 psi @ 2$ days
Reinforcing Steel - fy = 60,00(] psi
Assumptions-*
0
UBC 1997
Design Loads:
Loads to Foundation provided Customer
References:
Uniform Building Code 1997 di'
Customer Anchor Bolt Drawings
S' -IN
All. footing sizes are noted on the drawings.
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Spread Foot
in
9 Analysis
Footing Desenption
FRAME LINE 1-4 DL+Lf
Elevations
Top or Pedestal
Bottorr, of Footing
Pedestal Dimenstions
X Dir
12.00 h
Sol"I Data.
Weight
Loads-- Kips
X Dir.
Loun Dimensions
X Dir,
100.00 fr.
97.00 ft.
f r -O
12.00 in.
2. 0 0 ft.
Allowable Bearing Capacity
2,000.00 psf
Dir,
WOU
Din
2 Dir,
32.10
Dir.
5.5 0 ft. 5.5 0 ft. 12.00 in.
Maximum Bearing Pressure
M initnum Bearing Pressure
1,433.00 psf
1,433.00 psf
f
Concrete Strength = 3000 psi after 28 days
RReinforcing Steel =Grade 60 , Fy-60,000 psi
Check Shear
Ultimate L,aaci Pu = 54.5? kips
Ultimate Shear Load Vu - 49.05 kips
UItimate Shear Capacity V 0.78 kips OK
Check Load Transfer From Pedestal to Footing
Allowable Concrete Bearing Load = 257.p4 kips
Ultimate Load Pu = 54,57 kips OK
Compute Required Reinforcing
Distance to Face of Pedestal
Ultimate Moment =
Rn
Maximum Reinforcing A[lowed W
Actual Reinforcing Required =
M inimum R ei nforc ing R eq u i red ;--�
Ultimate Moment Capacity
2.25 f.
19.95 kip -ft
4 9.7 6 psi
9.52 in.. sgrd
0.61 in. sgrd
1.19 in. surd
47.5 kip -ft OK
-4{ -
Spread Footing Analysis
L
Footin Description
FRAME LINE 1-4 UPLIFT
Top of Pedestal
80(tom of Footing
Pedestal Dimenstions
X Dir
S
Weight
110.00
Loads h.
, �iqs
X Dir,
Results
FootinDimensions
X Dirs
97.00
Y Dir,
Z Dir,
Allowable B
earing Capacity
Y Dir,
Y Dir,,
Maximum Bearing Pressure �
Minimum BearI119 Pressure �_
29000.00
,45.00
Concrete Strength = 3000 psf after 28 days
Reinforcing Steel =Grade 60 ,Fv=609000 Psi
Spread Footing Analysis
Footl"n
Description
ENDWALL CORNER DL+LL
Concrete Strength = 3000 psi after 28 days
Reinforcing Steel = Grade 60 , Fy==609000 psi
CheckShear
Ult
Loa. Pu == 8.02 kips
Ultimate Shear Load. Vu _1.88 kips
Ultimate Shear Capacity Ve 14-0.78 kips OK
Check Lead Transfer From Pedestal to Foaling
Aflowable Concrete Bearing Lad
Ultimate Load Pu
Conipute Required Reinforcing
Distance to Face of Pedestal
Ultimate Moment =
i ll O 6fore rAl l i d ,=
Acttaal Reinforcing required
I re I LI inn ink uj red
Ultimate ,Mainent Capacity
257.04
8.02 kips
0.50 ft.
0.45
3.10
3.46
0.01
0.43
17.48
kips
kip -ft
in. sqrd
OK
kip -ft OK
ve _P
Spread Footing Analysis
Footing Description
ENDWALL INTERIOR DL+LL
Elevations
Top Of Pedestal 102.00 ft*
Bottom of Footing
Pedestal Dimenstions
X Dir
12.00 in,
Soil Data
Weight
97.00 ft.
Y Dir.
12.00
Z Din
4.00 ft.
A110wab1e Bear 1h.
"'a Cavacit
4L -.y A Y
I 10.00 PCf 2,000.00 psf
Loads Kip
X Dir. V Dir., Z Dir'.
0.00 0.00 il .00
Results
Foog.ng Dimensions,
X Din Y Dir. Z Dir.
3.00 ft.,
00 ft.
Maximum Bearing Pressure =
M I
"llitnum Bearing Pressure
12. 0 0 -in.
1 8-10.00
1 -1
18'0.00 psf
Concrete Strength = 3000 psi after 28 days
Reinforcing Steel =Grade 60 , Fy=60,000 psi