HomeMy WebLinkAboutSTRUCTURAL ANALYSIS DESIGN CALCULATIONSADOLFO I GONZALEZ, P.E.
FLORIDA LIC # 58620
GNNED
'BY
LIED PLANT - SECONDARY BUILDING
FT PIERCE, FLORIDA
Structural analysis and Design Calculations
Mjf ,� ri•yi��', `4F
✓ lr �"1re�v��Jr
3 yr
Tr
2050 Coral Way, Suite 400 Miami, FI 33145 -
T: 305.856.8935 Fax: 305.856.8936
Email: adolfogonzalezpe@bellsouth.net
JAN 3 0 2008
2/1/2008
WIND02 v2-03
Detailed Wind Load Design (Method 2) per ASCE 7-02
Description: Allied Plant Secondary Building
Anaivsis bv: A.Gonzalez
Basiol
Wind Speed (V)
150
mph
Stru
Category (I,11, III, or IV)
II
Exp ure (0, C, or D)
C
Stni Nat -Frequency (n1)
1
jHz
Slopo of Roof
3.0
:12
Slopo of Roof (Theta)
14.0
Deg
Typolof Roof
Monostope
Kd ( irectonality Factor)
0.85
Eav ' Height (Eht)
18.90
ft
Ridj Height (RHt)
26.67
ft - -
Mea Roof Height (Ht)
23.00
ft
td Perp. To Wind Dir (B)
71.00
ft
id h Paral. To Wind Dir (L)
31.00
ft
4:Galculated Parameters , '
Type of Structure
Hei ht/Least Horizontal Dim
0.74
Fle ible Structure
No
Importance Factor 1 1
Hurricane Prone Region (V>100 mph)
Table 6-2 Values
Alpha = 9.500
_ a ,
900.000
t =
0.105
Bt =
1.000
Bm =
0.650
Cc =
0.200
1=
500.00
ft
Epsilon =
0,200
Zmin =
15.00
ft
Cc * (33/z)"0.167 Ir 10.2281
1*(zm/33)"Epsilon Yk wk 427.06
(1/(1+0.63*((Min(B,L)+Ht)/Lzm)^0.63))110.5 0.9240
0.925* 1+1.7*Izm*3.4*Q / 1+1.7*3.4*Izm 0.8850
`G.ustFactor,:Summary ....._ , M
r
Since this is not a flexible structure the lessor of Gustl or Gust2 are used 0.85
Fig 6-5 Internal Pressure Coefficients for Buildings, GcPi
Condition
Gc i
Max +
Max -
Open Buildings
Partially Enclosed Buildings
Enclosed Buildings
0.00
0.55
0.18
0.00
-0.55
-0.18
112artially Enclosed Buildings
0.55
Aog = Tot Area of Openings in Bldg Envelope
VI = Unpartitioned internal volue.
Ri = 0.5*((1+1/(1+(Vi/(22800*Aog))^0.5))
2005 www.mecaenterpdses.com
- ft"2
- ft"3
0.0
JAN ' 02008
Page No. 1 4
2/1/2008
0
WIND02 v2-03
Detailed Wind Load Design (Method 2) per ASCE 7-02
6.6.12.2.1 Desian Wind Pressure - Buildings of All Heiahts
Elev
0
Kz
Kzt
qz
Ib/f I2
Pressure (lb/ft^2)
Windward Wall*
+GCpi
-GCpi
26.67
0.96
1.00
46.91
6.89
56.91
23
0.93
1.00
45.47
5.91
55.93
20
0.90
1.00
44.16
5.02
55.04
18.9
0.89
1.00
43.63
1
4.66
54.68
15
1 0.85
1.00
41.56
3.25
53.27
Figure 6-6 - External Pressure Coefficients, Cp
Loads on Main Wind -Force Resisting Systems (Method 2)
h
z
I
Kht ITopographic fadfor+(Fig 6- 4) 1.00
Qh .00256*M^2*I*Kh*Kht*Kd 45.47 psf
Khcc Comn & Clad: Table 6-3 Case 1 1 0.93
3 =Wa11;Pressure Coefficients;. Cp ,£n, r= F_ :j
Surface
T. - CO.-
Windward Wall See Figure 6.5.12.2.1 for Pressures) 0.8
. Roof P,.,ressue-Coefficients; Cp ;> f , �, ,:
Roof Areas . ft.)-
Reduction Factor 1.00
Leeward Walls (Wind Dir Normal to 31 ft wall) -0.29 -36.05 13.98
Side Walls -0.70 -52.07 -2.05
::: -;-; :Roof. Wind Normal to Rid e. ;hefa?. <10 ... for V1/ hd Norma4.to 7T..ft.%gq ... ..::.:
Windward - Min Cp -0.89 -59.53 -9.51
Windward - Max Cp -0.18 -31.97 18.05
2005 www.mecaenterpHses.com
Page No. 2 of 4
2/1 /2008
WIND02 v2-03
Detailed Wind Load Design (Method
2) per ASCE 7-02
Normal to Ridge
-0.56
46.57
3.
I Top (Windward)
-0.89
-34.52
-34.
i Top (Leeward)
-0.56
-21.56
-21.
i Bottom (Applicable on Windward only)
0.80
29.67
29.
Dist from Windward Edge: 0 ft to 46 ft - Max Cp -0.18 -31.97 18.05
Dist from Windward Edge: 0 ft to 11.5 ft - Min Cp -0.76 -54.36 -4.33
Dist from Windward Edge: 11.5 ft to 23 ft - Min Cp -0.90 -59.80 -9.78
Dist from Windward Edge: 23 ft to 46 ft - Min Cp -0.50 -44.34 5.68
Dist from Windward Edge: > 46 ft -0.30 -36.61 13.42
Figure 6-10 - External Pressure Coefficients, GCP
Loads on Main Wind -Force Resisting Systems w/ Ht <= 60 ft
Kh = 2.01 *(Ht/zg)^(2/Alpha) = 0.93
Kht = Topographic factor (Fig 6-2) = 1.00
Qh 0.00256*MA2*impFac*Kh*Kht*Kd = 45.47
Theta = Angle of Roof = 14.0 Deg
TransveDrse r..0.
Wind Pressures on
Main Wind
Force Resisting
System
Surface
GCpf
+GCpi
-GCpi
qh
s
Min P
ps
Max P
( s
1
0.48
0.55
-0.55
45.47
-3.26
46.76
2
-0.69
0.55
-0.55
45.47
-56.39
-6.37
3
-0.44
0.55
-0.55
45.47
-44.85
5.17
4
-0.37
0.55
-0.55
45.47
-42.03
7.99
5
-0.45
0.55
-0.55
45.47
-45.47
4.55
6
-0.45
0.55
-0.55
45.47
-45.47
4.55
1 E
0.72
0.55
-0.55
45.47
7.93AN
2E
-1.07
0.55
-0.55
45.47
-73.67
3E
-0.63
0.55
-0.55
45.47
-53.50
2005 www.mecaenterprises.com Page No. 3 of 4
2/1 /2008
WIND02 v2-03
Detailed Wind Load Design (Method 2) per ASCE 7-02
4E -0.56 0.55 1 -0.55 1 45.47 1 -50.32 1 -0.30
* p = qh * (GCpf - GCpi)
2005 www.meGaenterpdses.com Page No. 4 of 4
Comp ny Adolfo Gonzalez P.E., Corp
Desig er adolfo
Job N mber : 012030701 Secondary Building
January 31, 2008
F-3 Checked By:
6.083 ft X
41
w
LO 16 in
N H
Cn MI / N. ® W tD f"..
to
m
D C
D i i,C
13.5 ft
B /� X
#7@15 in ZZ I c #
w
9
r- Footing Elevation
#7@21 in
C
13.5 ft
Rebar Plan
Len 'th :13.5 ft
eX :0 in
Wid h : 7.5 ft
eZ :0 in
Thic Hess :18 in
pX :12 in
iHei �t :16 in
pZ :16 in
Foo mg Top Bar Cover
:3 in
Fooling Bottom Bar Cover
: 3 in
' Pe stal Longitudinal Bar
Cover :1.5 in
ll 16 in
n 4#6
•H
N r
� •rl
�-I
Pedestal Rebar Plan
Net Allowable Bearing : 2600 psf
Concrete Weight :150 pcf
Concrete fc :4 ksi
Design Code :ACI 318-02
Overturning Safety Factor :1.5
Coefficient of Friction : 0.3
Passive Resistance of Soil : 0 k
Steel fy : 60 ksi
Minimum Steel :.0018
Maximum Steel :.0075
Phi for Flexure :0.9
Phi for Shear :0.75
Phi for Bearing : 0.65
Job
Adolfo Gonzalez P.E.. Corp
adolfo
012030701 Secondary Building
. p (k)
DL 2.028
LL 4.293
WL-25.011
Y +p
Soil earin
•I De cription
January 31, 2008
F-3 Checked By:
Vx (k)
Vz (k)
Mx (k-ft)
Mz k-ft)
Overburden (psi
.19
250
.568
-11.18
A D
�z
D C
(-A + x
D C
+Mz
A D
tt
Cateaories and Factors
Gross Allow.(Dsf) Max Bearinq (psf)
Max/Allowable Ratio
ASOE 2.4.1-3a
AS E 2.4.1-3c
1 DL+1 WL
1DL+.75LL+.75WL
2974.34
2974.34
384.033 B
437.529 B
.129
.147
AS E 2.4.1-4
.6DL+1WL
2974434
880.831 B
.296
AC 9-1
1.2DL+1.6LL
2974.34
675.224 A
.227
A19-2
1.05DL+1.275LL+1.275WL
2974.34
423.993 B
.143
A9-3
.9DL+1.3WL
2974.34
318.034 B
.107
A B A B A B A B A B
O
D C D C D C D C D C
I +1WL 1DL+.75LL+.75WL .6DL+1WL 1.2DL+1.6LL 1.05DL+1.275LL+1.275WL
QA: 110.665 psf QA: 244.28 psf QA: 0 psf QA: 676.224 ps QA: 92.4 psf
QB 384.033 psf QB: 437.629 psf QB: 880.831 psf QB: 646.9 s QB: 423.993 psf
QC 384.033 psf QC: 437.529 psf QC: 880.831 psf QC: 64 QC: 423.993 psf
QD 110.665 psf QD: 244.28.psf QD: O psf Q ps QD: 92.4 psf
N :227.581 in NAZ:366.78 in NAZ:18.245 in :38 in NAZ:207.142 in
N -1 in NAX:-1 in NAX:-1 in N NAX:-1 in
A B
I,
Di C
.9 +1.3WL
0 psf
Q 318.034 psf
Q 318.034 psf
Q 0 psf
N :126.128 in
N I .-1 in
"o lin Flexure Desi n Bottom Bars I
description Categories and Factors Mu-XX (k-ft) Z Dir As (in2) Mu-ZZ (k-ft) X Dir As (in2 )
WE 2.4.1-1 1 DL 68.836 1.058 35.247 .539
A CE 2.4.1-2 1 1 DL+1 LL 1 76.406 1 1.16 1 38.27 1 .585
lot: Overburden and footing self weight are included in the DL load case.
1ot : Overburden and footing self weight are included in the DL load case.
Comp ny : Adolfo Gonzalez P.E., Corp
January 31, 2008
Desig ier adolfo
Job N�mber : 012030701 Secondary Building F-3
Checked By:
Footin I Shear Check
Two W y (Punching) Vc: 420.903 k One Way (X Dir. Cut) Vc 165.782 k
One Way (Z Dir. Cut) Vc: 298.408 k
Punching
X Dir. Cut
Z Dir. Cut
Description Categories and Factors Vu(k) Vu/�Vc Vu(k) Vu/s6Vc Vu(k) Vu/,oVc
•
ASC 2.4.1-1
1 DL
47.268
.16
18.111
.146
13.591
.061
ASC 2.4.1-2
1 DL+1 LL
51.322
.163
19.826
.159
14.757
.066
Note: erburden and footing self weight are included in the DL load case.
I
• Pede ;fa/ Design
-; Shear heck Results (Envelope):
Shear Along X Direction Vc:19.733 k
Vs:10.769 k Vu: 0 k
Vu/0 Vn: 0 0:.75
Shear long Z Direction Vc:20.871 k
Vs:15.186 k Vu:.768 k
Vu/0 Vn:.028
Shear i ars: #3 @ 12 in
Bendi g Check Results (Envelope):
Unity heck:.019 Pn: 0 k
Mnx: 58.755 k-ft
Mnz: NA
Pu :0 k Mux:-1.011 k-ft Muz: 0 k-ft
Mnox:NA
Mnoz : NA Phi:.9
Parme Beta: .65
Longit dinal Bars: 4 #6
CompLssion Development Length Pedestal Bars (Envelope):
Lreq.: 114.23 in Lpro.: 12.5 in
Lreq./Lpro.: 1.138
_
ig Bc : 1306.6 k
scri tion Categories and Factors ring r(k) g i
E 2.4.1-1 1DL ju
0.0 .059
:E 2.4.1-2 1 DL+1 LL 54.348 .064
Overburden and footing self weight are iffCWeWrdM-DL load case.
IIescrintinn Cateanries and Factors Ma-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ
ASOE 2.4.1-3a
1 DL+1 WL
200.951
338.86
94.041
187.957
1.686
1.999
AS E 2.4.1-3c
1DL+.75LL+.75WL
150.826
361.8
70.693
200.031
2.399
2.834
AS E 2.4.1-4
.6DL+1WL
200.771
203.316
93.941
112.774
1.013
1.2
A 9-1
1.2DL+1.6LL
3.761
452.351
.3
251.306
20.276
837.686
A 19-2 1
1.05131-+1.2751-1-+1.275W
256.111
394.802
119.846
1 217.88
1.542
1.818
Aqj 9-3
1 .9DL+1.3WL
1 261.056
304.974
122.154
1 169.161
1.168
1.385
Governing Overturning Moment about AD or BC
Governing Stablizing Moment about AD or BC
Ratio of Ms-XX to Mo-XX
Con
Des
Job
Adolfo Gonzalez P.E., Corp
adolfo
012030701 Secondary Building
January 31, 2008
F-3 Checked By:
!`n4cnnricc onri 9=ckrv4nrc \/a-XX /k1 Vr-XX W \/A-// ik1 Vr-// /kl NK-Xx
ASC 2.4.1-3a
1DL+1WL
0
7.513
10.99
7.513
NA
.684
ASC 2.4.1-3c
1DL+.75LL+.75WL
0
10.355
7.769
10.356
NA
1.333
ASC 2.4.1-4
.6DL+1WL
0
1.507
11.066
1.507
NA
.136
AC191
1.2DL+1.6LL
0
20.08
1.137
20.08
NA
17.664
ACI9-2
1:05DL+1.275LL+1.275W
0
7.843
13.331
7.843
NA
.588
ACI9-3
.9DL+1.3WL
0
3.761
14.363
3.761
NA
.262
Comp ny : Adolfo Gonzalez P.E., Corp January 31, 2008
Desig er adolfo
Job N i mber, : 012030701 Secondary Building F-4 Checked By:
Sketch
2.583 ft X
�A B
w
LO 16 in
® •�
w
Z
Go
D C
D1 1C
6.5 ft
Deta ,fs
#7@16 in Z #3@12 in
�o
� c
#7a(�1 in
DC
p ' C fli
glevation
6.5 ft
Bo om Rebar Plan
11 16 inC 11
q< 4#6
N
LO
ei
Pedestal Rebar Plan
Ge metre, Materials and Criteria
Len � th : 6.5 ft eX : 0 in
Net Allowable Bearing : 2600 psf
Wi th :4 ft eZ :0 in
Concrete Weight :160 pcf
Thi kness :18 in pX :12 in
Concrete fc :4 ksi
- Hei ht :16 in pZ :16 in
Design Code : ACI 318-02
Fo ting Top Bar Cover : 3 in
Overturning Safety Factor :1.5
Fo Ming Bottom Bar Cover : 3 in
Coefficient of Friction : 0.3
• Pe estal Longitudinal Bar Cover :1.5 in
Passive Resistance of Soil : 0 k
Steel fy : 60 ksi
Minimum Steel :.0018
Maximum Steel :.0075
Phi for Flexure :0.9
Phi for Shear :0.75
Phi for Bearing :0.65
Compny Adolfo Gonzalez P.E., Corp
Desig�,"er adolfo
Job Nmber : 012030701 Secondary Building F-4
January 31, 2008
Checked By:
11 P (k)
Vx (k)
Vz (k)
Mx k-ft)
Mz (k-ft) Overburden ( s
DL Ij .684
1
1 1
1
1 260
WL
1
7.663
. +P
"
+VX
A D
�z
D C
(-X+m
D C
+Mz
A D
1�J
Soil
D
Categories and Factors Gross Allow.(psf) Max Bearing (psf) Max/Allowable Ratio
DL+1 WL 2972.44 1371.64 A .461
AS E 2.4.1-3a
1
ASICE 2.4.1-3c
1DL+.75LL+.75WL
2972.44
1083.73 A
.365
AS E 2.4.1-4
.6DL+1WL
2972.44
2822.55 A
.95
A 19-1
1.2DL+1.6LL
2972.44
698.492 A
.201
A 9-2
1.05DL+1.275LL+1.275WL
2972.44
1864.86 D
.627
A 19-3
.9DL+1.3WL
2972.44
2339.28 A
.787
A B A B A B A B A B
a a
D C D C D C D C D C
1 D +1 WL 1 DL+.75LL+.75WL . .6DL+1 WL 1.2DL+1.6LL �, �1.05DL+1.275LL+1.275WL
QAki 1371.64 psf QA: 1083.73 psf QA: 2822.55 psf QA: 598. 2 QA: 1864.86 psf
QB� 0 psf QB: 0 psf QB: 0 psf QB: 5 B: 0 psf
Q 0 psf QC: 0 psf QC: 0 psf .492 s QC: 0 psf
Q h 1371.64 psf QD: 1083.73 psf QD: 2822.66 ps D: 59 sf QD: 1864.86 psf
N : 56.723 in NAZ:71.793 in NAZ:16.5 i in NAZ:43.807 in
I
N .-1 in NAX:-1 in N N .-1 in NAX:A in
A B
a !; F
.9 L+1.3WL
2339.28 psf
Q
0 psf
Q
0 psf
Q
2339.28 psf
N
: 29.934 in
NI:-1
in
Descrition Categories and Factors Mu-XX (k-ft Z Dir As(in2) Mu-ZZ k-ft X Dir As (in
A CE 2.4.1-1 1 DL 6.657 .102 3.647 .056
• CE 2.4.1-2 1 DL+1 LL 6.667 .102 3.647 .056
No e: Overburden and footing self weight are included in the DL load case.
Comp#Iny : Adolfo Gonzalez P.E., Corp
Desig ,er adolfo
Job hlmber : 012030701 Secondary Building F-4
I
January 31, 2008
Checked By:
. I • Two W i y (Punching) Vc: 420.903 k One Way (X Dir. Cut) vc 33.417 k Une way (c uir. t;ut) vc: 144.erU K
Punching X Dir. Cut Z Dir. Cut
De .caption - Categories and Factors Vu(k) Vu/,oVc Vu(k) Vu/QoVc Vu(k) Vu/0
ASC 2.4.1-1 1DL 10.156 .032 2.733 .041 .929 .009
ASC 2.4.1-2 1 1 DL+1 LL 10.166 .032 2.733 .041 .929 . 009
Note: oilverburden and footing self weight are included in the DL load case.
Pea
Shea
Un
Pu
Check Results (Envelope):
Along X Direction Vc:19.733 k
Vs:10.769 k Vu: 0 k
Along Z Direction Vc:20.871 k
Vs:15.186 k Vu: 0 k
Bars: #3 @ 12 in
ig Check Results (Envelope):
:heck:0 Pn: 0 k
Mnx: 0 k-ft
:0 k Mux:O k-ft
Muz: 0 k-ft
:0 k-ft Phi: 0
Parme Beta: .65
idinal Bars: 4 #6
ession Development Length Pedestal Bars (Envelope):
14.23 in Lpro.: 12.5 in
Lreq./Lpro.: 3E
rete Beadn4 Check(Vertical Loads O k
Vu/0 Vn: 0 0:.75
Vu/0 Vn: 0
Bea��escription
ng Bc: 1305.6 k SV. Categories and Factors Bearing Bu (k) Bearing Bu/0Bc
A CE 2.4.1-1 1DL 12.967 .015
A CE 2.4.1-2 1'DL+ILL 12.967 .016
No :Overburden and footing self weight are included in the DL load case.
O ,erturnin Check. Service
Irlc+scrin+inn ratannrias and Fartnrs Mn-XX (k-ft) Ms-XX (k-ft) Mo-ZZ (k-ft) Ms-ZZ (k-ft) OSF-XX OSF-ZZ
SCE 2.4.1-3a
1 DL+1 WL
21.928
42.36
.133
26.068
1.932
195.51
SCE 2.4.1-3c
1DL+.75LL+.75WL
16.501
42.36
.133
26.068
2.567
195.51
SCE 2.4.1-4
.6DL+1WL
21.842
25.416
.08
16.641
1.164
195.51
Cl 9-1
'1.2DL+1.6LL
.26
50.833
.16
31.282
195.51
195.51
CI9-2
1.05DL+1.275LL+1.275W
27.91
1 44.479
1 .14
1 27.371
1.594
195.51
CI9-3
-.9DL+1.3WL
28.42
38.124
.12
23.461
1.341
195.51
Governing Overturning Moment about AD or BC
Governing Stablizing Moment about AD or BC
;: Ratio of Ms-XX to Mo-XX
I 4
Cor
Des
Job
SIM
Adolfo Gonzalez RE., Corp
adolfo
012030701 Secondary Building
January 31, 2008
F-4 Checked By:
Categories and Factors Va-XX W Vr-XX (k) Va-ZZ W Vr-ZZ W SR-XX SR-ZZ
ASC E 2.4.1-3a
1 DL+1 WL
0
3.89
7.663
3.89
NA
.508
ASC E 2.4.1-3c
1DL+.75LL+.75WL
0
3.89
5.747
3.89
NA
.677
AS( ;2E.4.1-4
.61)1-+1WL
0
2.334
7.663
2.334
NA
.306
AC 1 9
1.2DL+1.6LL
0
4.668
0
4.668
NA
NA
ACI 9 2
1.05DL+1.275LL+1.275W
0
4.085
9.77
4.086
NA
.418
ACI9
.9DL'+1.3WL
0
3.501
9.962
3.501
NA
.351