B
O W M A N
, BA R R E T T
& A
S S O C I A T E S I
N C.
CONSULTING ENGINEERS 312.228.0100 FAX 312.228.0706
PROJECT
International Nursing and Rehab Center
Addition
4815 S. Western Blvd.
Chicago, IL
EXP. 11/30/2014
STRUCTURAL CALCULATIONS
July 24, 2014
COMP. BY______DATE______
CHKD. BY______DATE______
BOWMAN, BARRETT & ASSOCIATES, INC.
CONSULTING ENGINEERS
130 EAST RANDOLPH STREET
CHICAGO, ILLINOIS 60601
SHEET______OF______
JOB NO.______
FILE NAME:snowdrift.mcd
SNOWDRIFT
P g 30 psf
.
Wall Height:
h r 30 ft
.
C e 1
I
1.0
D
0.13
ft
P g
.
14 pcf
.
D
=
17.9 pcf
P f C e I
.
.
P g
P f 30 psf
=
h b
P f
D
h b 1.68 ft
=
h r h b
h b
16.9
=
> 2.0 must consider snow drift
W b 35 ft
.
length of roof see code
reduct
1.0
h d1
0.43
3W b
ft
.
4P g
psf
10
.
1.5 ft
.
.
reduct
h d1 2.04 ft
=
h d2
h r h b reduct
.
h d2 28.32 ft
=
h d if h d1 h d2
<
,
h d1
,
h d2
h d 2.04 ft
=
Drift only
P d h d D
.
P d 36.47 psf
=
Total snow load
P m D h d h b
.
P m 66.47 psf
=
W d1 4 h d
.
W d1 8.15 ft
=
W d2 4 h r h b
.
W d2 113.3 ft
=
130 EAST RANDOLPH STREET
CHICAGO, ILLINOIS 60601
FILE NAME:snowdrift.mcd
SNOWDRIFT
P g 30 psf
.
Wall Height:
h r 30 ft
.
C e 1
I
1.0
D
0.13
ft
P g
.
14 pcf
.
D
=
17.9 pcf
P f C e I
.
.
P g
P f 30 psf
=
h b
P f
D
h b 1.68 ft
=
h r h b
h b
16.9
=
> 2.0 must consider snow drift
W b 150 ft
.
length of roof see code
reduct
1.0
h d1
0.43
3W b
ft
.
4P g
psf
10
.
1.5 ft
.
.
reduct
h d1 4.25 ft
=
h d2
h r h b reduct
.
h d2 28.32 ft
=
h d if h d1 h d2
<
,
h d1
,
h d2
h d 4.25 ft
=
Drift only
P d h d D
.
P d 76 psf
=
Total snow load
P m D h d h b
.
P m 106 psf
=
W d1 4 h d
.
W d1 16.98 ft
=
W d2 4 h r h b
.
W d2 113.3 ft
=
Floor Map
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
Floor Type: roof
A
B
B.8 C
C.8
D
E
F G
H
1
2
3
4
5
5.5
6
7
8
W
1
0x
12
W10x12
W21x44
W8x10
W8
x1
0
W8x10
W8x10
12
K
1
12
K
C
S
1
14
K
1
14
K
C
S
1
W8
x1
0
W8
x1
0
W10x12
2
8
KC
S4
2
8
KC
S3
2
8
KC
S3
W8x15
2
8
KC
S3
2
6
KC
S2
W8
x1
0
W8x10
26
K
C
S
2
W8x24
26
K
C
S
2
W1
0x
12
W8x10
2
0
KC
S2
W8x10
1
6
KC
S2
W8
x
1
0
W8x10
W8
x1
0
W8x10
W8
x1
0
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
Floor Type: roof
A
B
B.8 C
C.8
D
E
F G
H
1
2
3
4
5
5.5
6
7
8
1
12
40
14
3
17
20
48
28
49
36
4
5
53
42
47
46
54
45
41
6
50
44
51
43
7
13
33
52
27
8
16
10
19
11
Floor Map
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
Floor Type: roof
A
B
B.8 C
C.8
D
E
F G
H
1
2
3
4
5
5.5
6
7
8
L1
L1
P1
P1
P1
P1
P1 P1
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
Surface Loads
Label
DL
CDL
LL Reduction
PLL
CLL Mass DL
psf
psf
psf Type
psf
psf
psf
snow
20.0
0.0
30.0 Unreducible
0.0
0.0
0.0
Line Loads
Label
DL
CDL
LL Reduction
PLL
CLL Mass DL
k/ft
k/ft
k/ft Type
k/ft
k/ft
k/ft
L1
CMU ABOVE
WINDOW
1.100
0.000
0.000 Unreducible
0.000
0.000
0.000
Point Loads
Label
DL
CDL
LL Reduction
PLL
CLL Mass DL
kips
kips
kips Type
kips
kips
kips
P1
RTU
0.750
0.000
0.000 Unreducible
0.000
0.000
0.000
Floor Map
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
Floor Type: roof
M1
M2
M3
M1
M2
M3
A
B
B.8 C
C.8
D
E
F G
H
1
2
3
4
5
5.5
6
7
8
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
Snow Loads
Label
Type
Magnitude
1
Magnitude
2
Magnitude
3
psf
psf
psf
snow
Drift
106.000
106.000
30.000
snow2
Drift
68.000
68.000
30.000
Page 2/2
Gravity Beam Design
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
Floor Type: roof Beam Number = 40
SPAN INFORMATION (ft): I-End (0.00,1.00) J-End (29.16,1.00)
Beam Size (Optimum)
= W21X44
Fy = 50.0 ksi
Total Beam Length (ft)
= 29.16
POINT LOADS (kips):
Dist
DL RedLL
Red% NonRLL
StorLL
Red% RoofLL
Red%
PartL
1.000
0.33
0.00
0.0
0.49
0.00
0.0
1.59
Snow
0.00
4.250
0.52
0.00
0.0
0.79
0.00
0.0
2.24
Snow
0.00
7.840
1.30
0.00
0.0
1.96
0.00
0.0
4.15
Snow
0.00
11.100
1.31
0.00
0.0
1.97
0.00
0.0
3.20
Snow
0.00
14.600
2.74
0.00
0.0
2.04
0.00
0.0
2.38
Snow
0.00
18.100
2.74
0.00
0.0
2.04
0.00
0.0
2.12
Snow
0.00
21.600
1.33
0.00
0.0
2.00
0.00
0.0
2.08
Snow
0.00
24.960
1.21
0.00
0.0
1.82
0.00
0.0
1.97
Snow
0.00
28.160
1.22
0.00
0.0
1.83
0.00
0.0
1.66
Snow
0.00
LINE LOADS (k/ft):
Load
Dist
DL
LL
Red%
Type
PartL
1
0.000
0.000
0.000
---
NonR
0.000
29.160
0.000
0.000
0.000
2
0.000
0.010
0.015
---
NonR
0.000
29.160
0.010
0.015
0.000
3
0.000
0.000
0.053
---
Snow
0.000
16.000
0.000
0.015
0.000
4
16.000
0.000
0.033
---
Snow
0.000
29.160
0.000
0.033
0.000
5
0.000
0.044
0.000
---
NonR
0.000
29.160
0.044
0.000
0.000
SHEAR: Max V (DL+LL) = 27.23 kips fv = 3.93 ksi Fv = 18.99 ksi
MOMENTS:
Span
Cond
Moment
@
Lb
Cb
Tension Flange
Compr Flange
kip-ft
ft
ft
fb
Fb
fb
Fb
Center
Max +
208.1
14.6
0.0
1.00
30.60
33.00
30.60
33.00
Controlling
208.1
14.6
0.0
1.00
30.60
33.00
---
---REACTIONS (kips):
Left
Right
DL reaction
6.29
8.01
Max +LL reaction
18.51
19.23
Max +total reaction
24.80
27.23
DEFLECTIONS:
Dead load (in)
at
14.73 ft =
-0.374
L/D =
935
Live load (in)
at
14.58 ft =
-0.899
L/D =
389
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Floor Type: roof Beam Number = 42
SPAN INFORMATION (ft): I-End (7.84,1.00) J-End (7.84,39.90)
Joist Size (User Selected)
= 28KCS4
Total Beam Length (ft)
= 38.90
LINE LOADS (k/ft):
Load
Dist
DL
LL
Red%
Type
PartL
1
0.000
0.000
0.000
---
NonR
0.000
38.900
0.000
0.000
0.000
2
0.000
0.036
0.054
---
NonR
0.000
15.333
0.036
0.054
0.000
3
15.333
0.028
0.043
---
NonR
0.000
22.333
0.028
0.043
0.000
4
22.333
0.036
0.054
---
NonR
0.000
36.900
0.036
0.054
0.000
5
36.900
0.010
0.015
---
NonR
0.000
38.900
0.010
0.015
0.000
6
0.000
0.000
0.134
---
Snow
0.000
15.333
0.000
0.134
0.000
7
15.333
0.000
0.104
---
Snow
0.000
22.333
0.000
0.104
0.000
8
22.333
0.000
0.134
---
Snow
0.000
28.000
0.000
0.134
0.000
9
0.000
0.033
0.049
---
NonR
0.000
38.900
0.033
0.049
0.000
10
0.000
0.000
0.104
---
Snow
0.000
28.000
0.000
0.104
0.000
11
0.000
0.000
0.000
---
NonR
0.000
38.900
0.000
0.000
0.000
DESIGN VALUES: Design Allowable
Max Uniform Load:
408.54
550.00 (lbs/ft)
Max Point Load:
0.00
8.50 (kips)
Max Shear:
7.41
8.50 (kips)
Max Moment:
67.34
108.58 (kip-ft)
MOMENTS:
Span
Cond
Moment
@
kip-ft
ft
Center
Max +
67.3
18.5
REACTIONS (kips):
Left
Right
DL reaction
1.30
1.26
Max +LL reaction
6.10
4.18
Standard Joist Selection
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
DEFLECTIONS:
Dead load (in)
=
0.216
L/D =
2160
Live load (in)
=
0.933
L/D =
500
Total load (in)
=
1.149
L/D =
406
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
STEEL BEAM DESIGN SUMMARY:
Floor Type: roof
Bm #
Length
+M
-M
Seff
Fy
Beam Size
Studs
ft
kip-ft
kip-ft
in3
ksi
1
16.33
24.1
0.0
10.9
50.0
W10X12
3
14.57
2.1
0.0
7.8
50.0
W8X10
4
7.00
1.6
0.0
7.8
50.0
W8X10
5
2.00
0.0
0.0
7.8
50.0
W8X10
6
2.00
0.0
0.0
7.8
50.0
W8X10
7
8.67
24.4
0.0
10.9
50.0
W10X12
8
7.67
0.6
0.0
7.8
50.0
W8X10
10
14.57
1.6
0.0
7.8
50.0
W8X10
11
7.00
0.7
0.0
7.8
50.0
W8X10
12
29.16
9.8
0.0
10.9
50.0
W10X12
13
9.74
12.9
0.0
7.8
50.0
W8X10
14
5.00
2.8
0.0
7.8
50.0
W8X10
16
2.00
0.0
0.0
7.8
50.0
W8X10
17
5.00
2.1
0.0
7.8
50.0
W8X10
19
2.00
0.0
0.0
7.8
50.0
W8X10
20
6.84
3.1
0.0
7.8
50.0
W8X10
40
29.16
208.1
0.0
81.6
50.0
W21X44
50
3.50
4.2
0.0
7.8
50.0
W8X10
51
10.30
25.9
0.0
20.9
50.0
W8X24 u
52
2.50
2.3
0.0
7.8
50.0
W8X10
53
7.76
20.7
0.0
10.9
50.0
W10X12
54
8.00
20.0
0.0
11.8
50.0
W8X15 u
* after Size denotes beam failed stress/capacity criteria.
# after Size denotes beam failed deflection criteria.
Beam Summary
RAM Steel 14.06.01.00
DataBase: 1198-24 model v1
01/27/14 16:05:05
Building Code: IBC
Steel Code: ASD 9th Ed.
JOIST SELECTION SUMMARY:
Floor Type: roof
Standard Joists:
Joist #
Length
WDL
WLL
WTL
Joist
48
15.33
42.5
271.3
313.8
12K1
49
15.33
68.4
394.2
462.6
14K1
Constant Shear Joists:
Joist #
Length
Wmax
Pmax
Vmax
Mmax
Joist
27
29.23
288.6
0.0
7.2
19.4
16KCS2
28
14.57
313.8
0.0
9.8
4.7
12KCS1
33
29.23
476.5
0.0
6.9
28.6
20KCS2
36
14.57
462.6
0.0
5.4
7.2
14KCS1
41
38.90
396.8
0.0
4.3
41.4
26KCS2
42
38.90
408.5
0.0
5.0
67.3
28KCS4
u
43
36.90
393.3
0.0
10.4
41.5
26KCS2
44
36.90
379.4
0.0
4.7
36.6
26KCS2
45
38.90
395.5
0.8
24.4
59.7
28KCS3
46
38.90
327.8
0.8
4.9
69.1
28KCS3
47
38.90
347.8
0.0
4.8
60.6
28KCS3
* after Size denotes joist is inadequate.
u after Size denotes this size has been assigned by the User.
Page 1
Description
Masonry Lintel Design
Rev: 580001User: KW-0606401, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations
Scope :
General Information
Code Ref: ACI 530-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 1,500.024,000.0
900.00 Thickness 8.00 in Top Clear 4.000 in Special Inspection End Fixity Fix-Fix
Bar Spacing 3.000 in 0.300
Block Type Medium Wt
Btm Clear 4.000 in
1.000 Load Duration Factor 1.000
# Bar Sets 2
Live Loads Not Included with Wind/Seismic
psi Clear Span 9.00ft Rebar Size 5 f'm
Fs psi Lintel Depth 2.00 ft # Bars E/F 1
Em = f'm * Seismic Factor Wall Wt Mult.
Applied Loads
Distributed Loads... DL LL Start X End X 0.50k/ft 0.50 0.000 0.000 ft
#1 k/ft ft
0.00 psf
Wind Load
Moments & Shears
E 1350,000.0 n 21.4815 Wall Wt Vertical Loads Moment Shear psi 78.00 psf psi
Equiv. Solid Thick 7.600 DL Only
Actual Allowable Actual Allowable 4.43 DL + LL 7.80 k-ft DL + Wind/Seismic + (LL) 18.95 18.95 18.95 Lateral Loads 0.00 0.32 4.74 4.74 21.83 38.47 k-ft 38.73 k-ft 38.73 psi 38.73 psi 0.00 Wind 1.81 38.73 psi in Seismic 38.73 psi k-ft k-ft
Summary
Span= 9.00ft, Depth= 2.ft, Thick= 8.00inMedium Weight Block, Special Inspection
Using 2 bar sets of 1- #5 bars spaced 3.000in apart, Ends are Fix-Fix
Lintel OK
Combined Stress Ratios
DL + LL
(shear governs)
0.9932
:
1.00
DL + Wind (+ LL)
(shear governs)
0.5636
:
1.00
:
DL + Seismic (+ LL)
(shear governs)
0.6104
1.00
Combined Stress Results... Vertical Lateral Combined
DL + LL fb/Fb 0.4119 0.4119
:
1.00
fv/Fv 0.9932 0.9932:
1.00
:
1.00
DL + Wind (+ LL) fb/Fb 0.2337 0.23371.00
:
fv/Fv 0.5636 0.56361.00
:
DL + Seismic (+ LL) fb/Fb 0.2337 0.0667 0.3004:
fv/Fv 0.5636 0.0468 0.61041.00
:
Design Values
Vertical Strength Allowable Stresses
0.33 f'm (.5 if w/o sp insp) 495.00 psi
Steel 24,000.00 psi
f'm^.5 * (.5 if w/o sp insp) 38.73 psi k-ft As 0.6200 in2 Masonry Fb... np 0.0873 k:(np^2+2np)^.5-np 0.34 j = 1 - k/3 0.887 Masonry Fv M:mas=Fb k j b d^2/2 * LDF 18.95 k-ft M:Stl = Fs As j d 21.99 0.62 Lateral Strength in2 0.36 As 0.10 k:(np^2+2np)^.5-np np 0.88 j = 1 - k/3 4.74 k-ft M:mas=Fb k j b d^2/2 * LDF 6.00 k-ft M:Stl = Fs*As*j*d*LDF
Page 1
Description
Lintel L4
Concrete Rectangular & Tee Beam Design
Rev: 580010User: KW-0606401, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations
Scope :
Title : Job #
Description :
Dsgnr: Date: 9:58AM, 24 JUL 14
General Information
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 50006.00 16.000 7.500
Beam Weight Added Internally
0 Live Load acts with Short Term
3,000 60,000 145.0 Pinned-Pinned End Fixity Span ft f'c psi psi Depth in Fy Width in Concrete Wt. pcf Seismic Zone
Reinforcing
Rebar @ Center of Beam...
Count Size 'd' from Top
Rebar @ Left End of Beam...
Count Size 'd' from Top
Rebar @ Right End of Beam...
Count Size 'd' from Top 2 5 13.00 in
#1 #1 in #1 in
Load Factoring
Note: Load factoring supports 2003 IBC and 2003 NFPA 5000 by virtue of their references to ACI 318-02 for concrete design. Factoring of entered loads to ultimate loads within this program is according to ACI 318-02 C.2
Uniform Loads
Dead Load Live Load Short Term Start End
#1 0.600 k 0.600 k k 0.000 ft 6.000 ft
0.300 0.000ft 6.000
#2 k k k ft
Summary
Span = 6.00ft, Width= 7.50in Depth = 16.00in
Beam Design OK
Maximum Moment : Mu 11.02 k-ftAllowable Moment : Mn*phi 33.53 k-ft Maximum Shear : Vu 4.70 k
Allowable Shear : Vn*phi 45.39 k
Maximum Deflection -0.0059 in Max Reaction @ Left 4.86 k Max Reaction @ Right 4.86 k
Shear Stirrups...
Stirrup Area @ Section 0.440 in2
Region 0.000 1.000 2.000 3.000 4.000 5.000 6.000 ft Max. Spacing 6.500 6.500 Not Req'd Not Req'd Not Req'd 6.500 6.500 in Max Vu 4.702 4.702 2.469 2.410 2.410 4.644 4.644 k
Bending & Shear Force Summary
Bending... Mn*Phi Mu, Eq. C-1 Mu, Eq. C-2 Mu, Eq. C-3
@ Center 33.53 k-ft 11.02 k-ft 8.27 k-ft 4.13 k-ft @ Left End 0.00 k-ft 0.00 k-ft 0.00k-ft 0.00 k-ft @ Right End 0.00 k-ft 0.00 k-ft 0.00 k-ft 0.00 k-ft
Shear... Vn*Phi Vu, Eq. C-1 Vu, Eq. C-2 Vu, Eq. C-3
@ Left End 45.39 k 4.70 k 3.53k 1.76 k @ Right End 45.39 k 4.64 k 3.48 k 1.74 k
Deflection
Deflections... . Upward . . Downward . DL + [Bm Wt] 0.0000 in at 6.0000 ft -0.0037 in at 3.0000 ft DL + LL + [Bm Wt] 0.0000 in at 6.0000 ft -0.0059 in at 3.0000 ft DL + LL + ST + [Bm Wt] 0.0000 in at 6.0000 ft -0.0059 in at 3.0000 ft
Reactions... @ Left @ Right DL + [Bm Wt]] 3.062 k 3.062 k DL + LL + [Bm Wt] 4.862 k 4.862 k DL + LL + ST + [Bm Wt] 4.862 k 4.862 k
Page 2
Description
Lintel L4
Concrete Rectangular & Tee Beam Design
Rev: 580010User: KW-0606401, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations
Scope :
Section Analysis
Evaluate Moment Capacity... Center Left End Right End
X : Neutral Axis 2.285in 0.000in 0.000 in a = beta * Xneutral 1.942in 0.000in 0.000 in Compression in Concrete 37.146k 0.000k 0.000 k
0.000 k
k k
Sum [Steel comp. forces] 0.000 0.000
Tension in Reinforcing -37.200k 0.000k 0.000 k
Find Max As for Ductile Failure...
X-Balanced 7.694in 0.000in 0.0000 in Xmax = Xbal * 0.75 5.770in 0.000in 0.000 in a-max = beta * Xbal 6.540in 0.000in 0.000 in Compression in Concrete 93.805k 0.000k 0.000 k Sum [Steel Comp Forces] 0.000k 0.000k 0.000 k Total Compressive Force 93.805k 0.000k 0.000 k 1.563 0.000 0.000 in2 OK 0.000OK 0.000 OK Actual Tension As 0.620 in2 in2
AS Max = Tot Force / Fy
Additional Deflection Calcs
Neutral Axis 3.770 in Mcr 10.95 k-ft Igross 2,560.00 in4 Ms:Max DL + LL 7.29 k-ft Icracked 624.59 in4 R1 = (Ms:DL+LL)/Mcr 1.502 Elastic Modulus 3,122.0 ksi Ms:Max DL+LL+ST 7.29 k-ft Fr = 7.5 * f'c^.5 410.792 psi R2 = (Ms:DL+LL+ST)/Mcr 1.502 Z:Cracking 62.274 k/in I:eff... Ms(DL+LL) 2,560.000 in4
in 7.50
I:eff... Ms(DL+LL+ST) 2,560.000 in4 Eff. Flange Width
ACI Factors
1.400 1.700 1.700 1.100 0.750 0.900 1.300 1.400 0.900 (per ACI 318-02, applied internally to entered loads)ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST
....seismic = ST * :
ACI C-2 Group Factor ACI C-3 Dead Load Factor
ACI C-3 Short Term Factor
Add''l "1.4" Factor for Seismic Add''l "0.9" Factor for Seismic
Page 1
Description
Bearing wall
Masonry Wall Design
Rev: 580002User: KW-0606401, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations
Scope :
Title : Job #
Description :
Dsgnr: Date: 9:53AM, 24 JUL 14
General Information
Code Ref: ACI 530-021,500.0 24,000.0 No Special Inspection
Grout @ Rebar Only 0.3300 900.00 3.810 in 14.000 Equivalent 4.600 in 1.000 Solid Thickness 14.00 5.00 8.0 5 48 @ Center
Medium Weight Block f'm Duration Factor psi Fs Wall Height ft psi Calc of Em = f'm * Parapet Height ft Seismic Factor in Depth to Rebar Thickness in Rebar Size Rebar Spacing Wall Wt Mult.
Loads
30.000 1,000.000 0.000 0.000 Roof Load 0.000 0.000 #/ft #/ft Roof Load Wind Load psf Concentric Axial LoadUniform Load Dead Load #/ft Dead Load #/ft Live Load Live Load Load Eccentricity in
Design Values
E 1,350,000 psi Rebar Area 0.078 in2 j 0.92137
n : Es / Em 21.481 np 0.03641 2 / kj 9.20187 Radius of Gyration in in4 354.810 2.535 Moment of Inertia Wall Weight 49.000 psf k 0.23590
Max Allow Axial Stress = 0.25 f'm (1-(h/140r)^2) * SpInsp 145.49 psi Allow Masonry Bending Stress = 0.33 f'm * SpInsp = 247.50 psi Allow Steel Bending Stress = 24,000.00psi
Load Combination & Stress Details Summary
Bending Stresses Masonry Moment Axial Load psi psi psi in-# lbs Top of Wall Axial DL + LL Steel Compression 0.0 22.55 1,245.0 0.0 0.0 DL + LL + Wind 4,500.0 1,245.0 16,540.7 237.7 22.55 128.1 DL + LL + Seismic 2,425.5 1,245.0 8,915.4 22.55
Between Base & Top of Wall
DL + LL 0.0 1,588.0 0.0 0.0 28.77 6,713.2 1,588.0 24,675.7 354.6 28.77 DL + LL + Wind 191.1 13,300.2 28.77 3,618.4 1,588.0 DL + LL + Seismic
Summary
14.00ft high wall with 5.00ft parapet, Med Wt Block w/ 8.00in wall w/ #5 bars at 48.00ino.c. at center
Max. Bending Compressive Stress . . . .
28.77
OK
Allowable . . . .
247.50
OK
Max. Axial Only Compressive Stress . . . .
28.77
psi
Allowable . . . .
145.49
OK
Max Steel Bending Stress . . .
24,675.71
psi
Page 2
Description
Bearing wall
Masonry Wall Design
Rev: 580002User: KW-0606401, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations
Scope :
Final Loads & Moments
Wall Weight moment @ Mid Ht 588.00 lbs Dead Load Moment @ Top of Wall 0.00 in-# Dead Load Moment @ Mid Ht 0.00 in-# Live Load Moment @ Top of Wall 0.00 in-# LiveLoad Moment @ Mid Ht 0.00 in-#
Total Dead Load 1,000.00 lbs Wind Moment @ Mid Ht 6,713.49 in-#
Total Live Load 0.00 lbs
Maximum Allow Moment for Applied Axial Load = 4,685.23 in-# Maximum Allow Axial Load for Applied Moment = 8,031.29 lbs
Page 1
Description
Continuous footing
General Footing Analysis & Design
Rev: 580002User: KW-0606401, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations
Scope :
Title : Job #
Description :
Dsgnr: Date:10:22AM, 24 JUL 14
General Information
Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 4,000.01.000
48.000 in 1
0.00 Live & Short Term Combined
150.00 3,000.0 60,000.0 2.000 1.000 12.00 12.00 12.00 psi Min Steel % 0.0014
Allowable Soil Bearing psf
f'c
Short Term Increase
Fy psi
Rebar Center To Edge Distance 3.50 in
Dimensions...
Base Pedestal Height Seismic Zone
Width along X-X Axis ft
Overburden Weight psf
Length along Y-Y Axis ft
Footing Thickness in
Concrete Weight pcf
Col Dim. Along X-X Axis in Col Dim. Along Y-Y Axis in
Loads
2.000 0.500 0.000 0.000 k k k inApplied Vertical Load...
Dead Load ...ecc along X-X Axis
Live Load ...ecc along Y-Y Axis in
Short Term Load
k-ft k-ft k-ft
Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis
Applied Moments... (pressures @ left & right) (pressures @ top & bot) k-ft k-ft k-ft Dead Load Live Load Short Term k k k k k k
Creates Rotation about Y-Y Axis Creates Rotation about X-X Axis (pressures @ left & right) (pressures @ top & bot)
Applied Shears...
Dead Load Live Load Short Term
Summary
2.00ft x 1.00ft Footing, 12.0in Thick, w/ Column Support 12.00 x 12.00in x 48.0in high
Footing Design OK
DL+LL DL+LL+ST Actual Allowable
Max Mu
Max Soil Pressure 1,700.0 1,700.0 psf 0.280
93.113 k-ft per ft
Allowable 4,000.0 4,000.0 psf Required Steel Area 0.259in2 per ft
1-Way 0.000 psi in "X' Ecc, of Resultant 0.000 0.000 in Vu Vn * Phi Shear Stresses.... 2-Way 0.920 186.226 psi in :1 Y-Y Min. Stability Ratio No Overturning
"Y' Ecc, of Resultant 0.000 0.000 in X-X Min. Stability Ratio No Overturning 1.500
Footing Design
Shear Forces ACI C-1 ACI C-2 ACI C-3 Vn * Phi psi
psi 0.92
Two-Way Shear 0.56 0.37 psi 186.23 psi
psi psi One-Way Shears...
psi
Vu @ Left 0.00 0.00 0.00 psi 93.11 psi
psi
psi
Vu @ Right 0.00 0.00psi 0.00psi 93.11 psi Vu @ Top 0.00 0.00psi 0.00psi 93.11 psi Vu @ Bottom 0.00 0.00psi 0.00psi 93.11 psi
Moments ACI C-1 ACI C-2 ACI C-3 Ru / Phi psi
As Req'd
k-ft in2 perft
k-ft
Mu @ Left 0.28 0.17 0.11 4.3 0.26
Mu @ Right 0.28 0.17k-ft 0.11 4.3psi 0.26 in2 per ft k-ft
k-ft
Mu @ Top 0.00 0.00k-ft 0.00 0.0psi 0.02 in2 per ft k-ft
Mu @ Bottom 0.00 0.00 0.00 0.0 0.02 in2 per ft k-ft
k-ft k-ft
Page 2
Description
Continuous footing
General Footing Analysis & Design
Rev: 580002User: KW-0606401, Ver 5.8.0, 1-Dec-2003
(c)1983-2003 ENERCALC Engineering Software 1198-24 design.ecw:Calculations
Scope :
Soil Pressure Summary
Left Right Top Bottom
Service Load Soil Pressures
DL + LL 1,700.00 1,700.00 1,700.00 1,700.00 psf DL + LL + ST 1,700.00 1,700.00 1,700.00 1,700.00 psf Factored Load Soil Pressures
ACI Eq. C-1 2,455.00 2,455.00 2,455.00 2,455.00 psf ACI Eq. C-2 1,526.25 1,526.25 1,526.25 1,526.25 psf ACI Eq. C-3 1,035.00 1,035.00 1,035.00 1,035.00 psf
ACI Factors
1.400 1.700 1.7001.100 Used in ACI C-2 & C-3
0.750 0.900 1.300
1.400 0.900 (per ACI 318-02, applied internally to entered loads)
ACI C-1 & C-2 DL ACI C-1 & C-2 LL ACI C-1 & C-2 ST
....seismic = ST * :
ACI C-2 Group Factor ACI C-3 Dead Load Factor
ACI C-3 Short Term Factor
Add''l "1.4" Factor for Seismic Add''l "0.9" Factor for Seismic