HomeMy WebLinkAboutB17-0968 022-080-032' I .
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ZJS ENGINEERING SERVICES INC. .�..
14189 ' F00THILt BLVD, STE. 101
fONTANA, CALIFORNIA 92335
PHONE ( 909) 823 4150 FAX: { 909 ) 823 4153
° STRUCTURAL CALCULATIONS.
CUSTOMER. Levi Rosser «ID Barnmaster> '
DAT E February 21, 2017
JOB NUMBER 26928-16 '
}
CONTENTS
°
12 ft RCA Breezeway Barn
1. Basic Loads.... ...............................
2. Verical Load Resisting Systems........' .............. '
2.1. Check Roof Decking...:.............................
2.2. Check Roof Purlins/Rafters... .......... .......
2.3. Check Trusses. . .,.� .......... : .....-..............
2.4. Check Columns....................................'..
.3. Lateral-Load Resisting Systems ......................
3:1.Check For Lateral Loads in Transversal Direction..
3.2.Check For Lateral Loads in.Longitudinal Direction..
4. Check Foundation..... ...... ......................
}e APENDIX...........
FIGURES..
t O Q ESS/C&
' • I ��v��C' . O BORA � F2c/
m
w 4869 rn s
,•vr�a� - .` �.:>.. w EXP 6/30/2018, .
r �j� f'()'�.el(�11, �k'1- 02/21/2017
fr.` �. �FS"-�
CIVI
,�°� PERMtTN3aj,i FOF CAUFO�
. ice ` �i�� t 4 ♦ tit<! X'e rEIUTYcCOUNTY•DEVELOPMENTSERVICES
f , _ -_-111F`�Ei/IE1�/ED FOR
s .
f5 w $i tTF {..wGlL—,- ` i, 3 y r S'
DATE
CO®E CCIVIPLIANC
. �
Page Number : 3
Designed By:
Dead Load
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
2.5 1b2
Janos Boros P.E.
•
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
DESIGN CRITERIA
This building was designed using the criteria listed below.
Capacity for loads greater than these or for load combinations other than shown below
specifically neither intended nor implied.
1. BASIC LOADS
1.1. Codes
2016 California Building Code
1.2.
Dead Load
pDL
2.5 1b2
•
ft.
1.3.
Live Load
Refer To Section 1607 of 2016 CBC
- lb2
pLL
20.
ft.
1.4.
Wind Load Per Chapter 26 to 30 ASCE 7 adopted by Section 1609.1.1. Of 2016 CBC
LOW-RISE BUILDING per Section 26.2 of ASCE 7-10
1. mean
roof height h less than or equal to 60 ft; and
2. mean
roof height h does not exceed least horizontal dimension.
q =
h
0.00256 Kz
Kzt Kd V2 = 18.50 lb (28.3-1) of ASCE 7-10
ft2
Kd
= 0.85
- Directionality Factor per Section 26.6, Table 16.6-1
Kz
.0.85
- Per Section 28.3.1, Table 28.3-1 for exposure C
Kzt
= 1.0
- Topographic Factor per Section 26.8.2
V
= 100 mph
—Basic Wind Speed from Section 26.5.1
Occupancy Category I, Figure 26.5-1C
h
_ 14.0 ft.
- Mean Heigth Of Roof
GC
= ± 0.18
- Inter. Pressure Coeff. per Section 26.11 and Table 26.11-1
pi
for Enclosed Buildings
Slope
= 3/12
- Roof Slope
Page Number : 4•
Pressure Coefficient on Main Wind -Forced Resisting Systems
A = invtan ( Slope ) = 14.040 tl
Transversal Direction ( CASE A ) :
GCPf
0.53
Designed By:
Janos Boros P.E.
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
per
Figure
Pressure Coefficient on Main Wind -Forced Resisting Systems
A = invtan ( Slope ) = 14.040 tl
Transversal Direction ( CASE A ) :
GCPf
0.53
(windward wall)
- External
Pressure
Coefficients
per
Figure
28.4-1
pf
[1)
GC =
-0.69
(windward roof)
- External
Pressure
Coefficients
per
Figure
28.4-1
p£
[2]
GCPf=
-0.48
(leeward roof )
- External
Pressure
Coefficients
per
Figure
28.4-1
[3)
GC =
-0.43
(leeward wall)
- External
Pressure
Coefficients
per
Figure
28.4-1
pf
[4]
Longitudinal Direction ( CASE B ) :
9=0°
GC =
0.40
(windward wall)
- External.Pressure
Coefficients
per
Figure
28.4-1
pf
[ 17.
GC =
-0.69
(windward roof)
- External
Pressure
Coefficients
per
Figure
28.4-1
pf
[2)
GCPf=
-0.37
(leeward roof )
- External
Pressure
Coefficients
per
Figure
28.4-1
[3)
GC
-0.29
(leeward wall)
- External
Pressure
Coefficients
per
Figure
28.4-1
P f
[4)
GC
pf
GC 13
pf
[2) GC
Pi
/GC
P
i
GC INTERNAL PRESSURE GC
Pf
[1f ) GC [4)
H H Pi GC H —i
Pi
GC T GC
p£ pf
[2) [3]
/-7.
IGC P1 .
GC
Pf INTERNAL P//
[ 1 I GC
pi PRESSURE GC GC
Pi Pf
[4)
3
Page Number : 5
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
In Compression
14189 Foothill Blvd, Ste. 101
Bottom In
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
1.4. Seismic Load
Note According to Section 1613.1 of 2016 CBC-:
Exceptions:
3. Agricultural storage structures intended only for incidental human
occupancy.
Z. CHECK VERTICAL LOAD RESISTING SYSTEMS
2.1. Check Roof Decking
w - Uniform Load
M - uax. Max. Moment
SRQ - Required Section Modulus.
;Simple .Span Condition
w
R T Q T R
Use: 26 GA Galv. Steel Mini -V -Beam or CP -32 <ICC -ES ESR -1414> Or Equal.
Material : Steel ASTM A446 Grade D, Fy = 55 ksi
Gauge
Weight
Panel Top
In Compression
Panel
Bottom In
Compression
pPL
I+
S+ Fb+
I_
S_
Fb_
lb
in4
in3
in4
in3
ksi
ksi
ft
ft
ft
ft
ft
26
0.96
0.073
0.097 33.0
0.073
0.092
33.0
E = 29. 103 ksi. - Modulus Of Elasticity Of Steel
b = 1.0 ft. - 1 ft Wide Strap Being Checked
P = 6.1 ft. - Span Between Two Supports
Page Number : 6
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
2.1.1. For Dead Load + Live Load
Section 1605.3.1
wDL+LL ( pDL+ pLL ) b = 20.96 lb.
PL ft.
Maximum Positive Moment
w t 2
M - DL+LL = 1.170 kip -in.
DL+LL 8
M
SRQ. Fb++LL = 0.0355 in3 < S+= 0.097 in. OK
Maximum Negative Moment
M DL+LL = 0.000 kip -in.
M '
SRQ - ADL+LL = 0.0000 in. < S-= 0.092 in. O K
2.1.2. Dead Load + 0.6 Wind Load
Section 1605.3.1
Effective wind areas of roof
8
A=bI=6.1Oft2 or A = Z= 12.40ft2
EFF EFF 3
AEFF = 12.40 ft Controls !) GC = 1.65 - Refer to Figure 30.4-2
qh ( GCP + GCPi) = 33.91 lb. - max. wind pressure
ft.
wDL+Nt ( 0.6 q ( GC + GC ) = p ] b = 19.38 lb.
P1 PL ft.
Maximum Positive Moment
M DL+WL = 0.000 kip -in.
M
SRQ = FDb++wL = 0.0000 in. < S+= 0.097 in. O K
Page Number : 7
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job '# 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <MD Barnmaster>
Description: 12
ft RCA Breezeway Barn
Maximum Negative Moment
w Pa
M = DL+WL = 1.082 kip -,in.
DL+WL 8
M
SRQ. = FDL+WLb-
0.0328 in3 < S_= 0.092 in. OK
2.2. Check Roof Purlins/Rafters
Simple Span Condition
w - Uniform Load
M - Max. Moment
MAX.
S - RQ: Required Section Modulus
W
TR TR
Z
E = 29. 103 ksi - Modulus Of Elasticity Of Steel
Fy = 55.0 ksi Yield Stress
2.2.1. For 6.12 ft Spacing, 12.1 ft Long Purlin
Use: Z 6 x 2-1/2 x 14 GA Or Equal
Material : Steel , ASTM A446
Connect with min. (3) #12 Screws ( #14 Screws are OK, See Appendix )
V = ALLOW 622 lb - From Appendix For 16 GA. To 16 GA. with,.#12 Screws
TEKS
S = 1.47 in3 - Section Modulus
b = 6.12 ft - Spacing Of The Purlin
t = 12.1 ft - Span Between Two Supports
Page Number.: 8
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser (MD Barnmaster>
Description: 12
ft RCA Breezeway Barn
For Dead Load + Live Load
Section 1605.3.1
wDL+LL ( pDL+ pLL ) b = 137.7 lb
ft
W E
R = DL+LL = 0.83 kips < 3 V = 1.86 kips OK
DL+LL 2 ALLOW
TEKS
W Q 2
MDL+LL DL+LLL = 30.24 kip -in
M
SRQ = 0.6+Fy = 0.92 in3 < S = 1.63 in3 OK.
For 0.6 Dead Load + 0.6 Wind Load
Section 1605.3.1
Effective wind areas of roof
P
A = b E = 74.05 ft 2 or A = — E = 48.80 ft
2
EFF EFF 3
AEFF = 74.05 f t 2 Controls ! GC = 1.27 - Refer to Figure 30.4-2
qh ( GCP + GCPi) = 33.57 lb. - max. wind pressure
ft.
wDL+WL= f 0.6 q ( GC + GCpi) - 0.6 pDL) b = 114.11 lb.
ft.
W E
R = DL+WL = 0.69 kips < 3 V = 1.86 kips OK
DL+WL 2 ALLOW
TEKS
W e 2
M = DL+WL = 25.06 kip -in
DL+WL 8
M
S = DL+WL = 0.76 in3 < S = 1.63 in3 OK
RQ. 0.6 Fy
Page Number 9
Designed By:
of beams
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
of beam end releases
10
14189 Foothill Blvd, Ste. 101
of plates
Janos Boros P.E.
Number
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
2.3. Check Trusses
2.3.1. Check 12' Walkway/Divider Wall Truss U See Figure 3.)
Units lb,in
Spacing .Of The Truss = 12. ft
pDL 2.5 Lb Z PLL
20. Lb 2 per= 23.5 Lb
Ft Ft Ft 2
M I C R O S A F E--- STRUCTURAL ANALYSIS BY FINITE ELEMENTS
Version: SAFE2STA (2-D) Rel. 4.0 3/10/1996 12:01:39
Input data file 12WLKWY-INP
Output data file WORKOUT
SIZE OF THE STRUCTURE
Number of nodes 4
Number of materials 1
Number
of beams
5
Number
of beam end releases
10
Number
of plates
0
Number
of fasteners
0
Number
of primary loadcases
3,
Number
of superposition loadcases
2
Number
of restrained degrees of freedom
3
NODE COORDINATES
Node
Coordinate X Coordinate Y
1
0.00000 0.00000
2'
72.00000 0.00000
3
144.00000 24.00000
4
72.00000 12.00000
MATERIAL PROPERTIES
Code
Young's modulus Poisson's ratio
Specific weight
1
29000000. 0.300000
0.000
.. Page Number : 10
Designed By:
Z.J.S.ENGINEERING SERVICES INC."
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
BEAM DATA
Trussmembers
2"
x 1-3/4" x 14
GA. w/ Closure
For
Section Properties See Appendix B
Beam
I
J
Length
Area M. Inertia
Material
1
1
2
72.000
0.5600 _0.53000
1
2
2
3
75.895
0.5600 0.53000
1
3
3
4
72.993
0.5600 0.53000
1
4
4
1
72.993
0.5600 0.53000
1
5
2
4
12.000
`0.5600 0.53000
1
PRIMARY LOADCASES
Loadcase name
Loadcase number
Number of loaded nodes
Number of loaded beams
Number of loaded plates
Gravity loads factor
BEAM LOADS
Beam Loading direction
4 Global Y axis
3 Global Y axis
Loadcase name
Loadcase number
Number of loaded nodes
Number of loaded beams
Number of loaded plates
Gravity loads factor
BEAM LOADS
Beam Loading direction
4 Global Y axis
3 Global Y axis
Loadcase name
Loadcase number
Number of loaded nodes
Number of loaded beams
Number of loaded plates
Gravity loads factor
DEAD LOAD
1
0
2
0
0.00000
End Distributed Loads
-2.50000 -2.50000
-2.50000 -2.50000
LIVE LOAD
2
0
2
0
0.00000
End Distributed Loads
-20.00000 -20.00000
-20.00000 -20.00000
WIND LOAD
3
0
2
0
0.00000
Page Number 11
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana; CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
BEAM LOADS
Beam Loading direction End Distributed Loads
3 Local Y axis -21.10000 21.10000
4 Local Y axis 21.10000 -21.10000
SUPERPOSITION LOADCASES
Loadcase name DEAD LOAD + LIVE LOAD
Loadcase number 4
Number of superpositions 2
LOADCASE Superposition factor
1 1.00
2 1.00
Loadcase name DEAD LOAD + WIND LOAD
Loadcase number 5
Number'of superpositions 2
LOADCASE Superposition factor
1 1.00
3 1.00
MOVEMENT RESTRAINTS
Node Type of restraint Restraint
1 Translation along X axis 0.00000
1 Translation along Y axis .0.00000
3 Translation along Y axis 0.00000
RESULTS FOR LOADCASE 4 DEAD LOAD + LIVE LOAD
---------------------------------------------------------------=--------
NODE DISPLACEMENTS
Node U V Omega
1 0.000000 0.000000 0.000000
2 0.021844 -0.278847 0.000000
3 -0.045521 0.000000 0.000000
4 0.023916 -0.280060 0.000000
r;
Page Number : 12
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
Omega
14189 Foothill Blvd, Ste. 101
0.000000
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmasterl,
Description: 12 ft RCA Breezeway Barn
BEAM LOADS AND STRESSES
------------------------
--------------------------------------------------------------------------
--------------------------------------------------------------------------
RESULTS FOR LOADCASE 5 : DEAD LOAD + WIND LOAD
--------------------------------------------------------------------------
--------------------------------------------------------------------------
NODE DISPLACEMENTS
Node
U
T
Omega
1
0.000000
0.000000
0.000000
2
PX1,PX2'
Axial
Load At The
Ends Of The'Member
0.035880
0.000000
�PX2,SX2,SH2
SX1,SX2
Axial
Stress At The Ends Of The Member
0.000000
+ : Tension -
Compression
SH1,SH2
Shear
At The Ends
Of The Member
1
T
BM1,BM2
Bending Moment At
The Ends Of The Membe
PX1,SX1,SH1
Beam
I
J
PX1
SX1
PX2
SX2
1
1
2
4927.
8798.
4927.
8798.
2
2
3
5194.
9274.
5194.
9274.
3
3
4
-4860.
-8679.
-5130.
-9161.
4
4
1
-4860.
-8679.
-5130.
-9161.
5
2
4
-1642.
-2933.
-1642.
-2933.
Beam
I
J
SH1
SH2
BM1
BM2
1
1
2
0.
0.
0.
0.
2
2
3
0.
0.
0.
0.
3
3
4
810.
-8i0.
0.
0.
4
4
1
810.
-810.
0.
0.
5
2
4
0.
0.
0.
0.
Maximum Stress -
Compression
-8679.
At Beam :
3
Maximum Stress -
Tension
9274.
At Beam :
2
NODE
INTERNAL FORCES
AND REACTIONS
Node
FX
FY
MZ
1
0. Reaction
1642.
Reaction
0.
3
0.
1642.
Reaction
0.
--------------------------------------------------------------------------
--------------------------------------------------------------------------
RESULTS FOR LOADCASE 5 : DEAD LOAD + WIND LOAD
--------------------------------------------------------------------------
--------------------------------------------------------------------------
NODE DISPLACEMENTS
Node
U
V
Omega
1
0.000000
0.000000
0.000000
2
-0.018340
0.227102
0.000000
3
0.035880
0.000000
0.000000
4
-0.020665
0.228121
0.000000
Page Number : 13
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
BEAM LOADS AND STRESSES
------------------------
z •T
PX1,PX2 Axial Load At The Ends Of The Member
�PX2,SX2,SH2 SX1,SX2 Axial Stress At The Ends Of The Member
+ : Tension - Compression
SH1,SH2 Shear At The Ends Of The Member
1 T PX1,SX1,SH1 BM1,BM2 Bending Moment At The Ends Of The Membe
Beam I J PX1 SX1 PX2 SX2
1 1 2 -4137. -7387. -4137. -7387.
2 2 3 -4361. -7787. -4361.- -7787.
3 3 4 4080. 7287. 4050. 7233.
4 4 1 3824. 6828. 3794. 6775.
5 2` 4 1379. 2462. 1379. 2462.
Beam I J SH1_ SH2 BM1 BM2
1 1 2 0. 0 0. 0.
2 2 3 0. 0. 0. 0.
3 3 4 -680. 680. 0. 0.
4 4 1 -680. 680. 0. 0.
5 2 4 0. 0. 0. 0.
Maximum Stress - Compression -7787. At Beam : 2
Maximum Stress - Tension 7287. At Beam : 3
NODE INTERNAL FORCES AND REACTIONS
r
Node FX FY MZ
1 506. Reaction -1295. Reaction 0.
3 0. -1379. Reaction 0.
2.3.2. Check 12'• Breezeway Truss ( See Figure 4..)
Units lb,in
Spacing Of The Truss = 12..ft
= 2.5 Lb = 20..
0 Lb _ 23.5 Lb
. pnL Ftz p�� Ftz pwL- Ftz .
M I C R 0 S A F E--- STRUCTURAL ANALYSIS BY FINITE ELEMENTS
Version: SAFE2STA (2-D) Rel. 4.0 3/10/1996 11:37:06.
Page Number : 14
Designed By:
of
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
Number
of
14189 Foothill Blvd, Ste. 101
1
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <MD Barnmaster>
Description: 12
ft RCA Breezeway Barn
Input data file X.INP
Output data file WORK-OUT
SIZE OF THE STRUCTURE
Number
of
nodes
4
Number
of
materials
1
Number
of
beams
5
Number
of
beam end releases
10
Number
of
plates
0
Number
of
fasteners
0
Number
of
primary loadcases
3
Number
of
superposition loadcases
2
Number
of
restrained degrees of freedom
3
NODE COORDINATES
4
Node
Coordinate X Coordinate Y.
0.53000
1
72.00000 0.00000
2
72.00000 12.00000
3
0.00000 0.00000
4
144.00000 0.00000'
MATERIAL PROPERTIES
Code Young's modulus Poisson's ratio Specific weight
1 29000000. 0.300000 0.000
BEAM DATA
Trussmembers : 2 x 1-3/4""x 14 GA. w/ Closure
For
Section Properties See
Appendix B
Beam
I
J
Length Area
M. Inertia
Material_,
1
1
2
12.000 0.5600
0.53000
1
2
3
1
72.000 0.5600
0.53000
1
3
3
2
72.993 0.5600
0.53000
1
4
4
2
72.993 0.5600
0.53000
1
5
4
1
72.000 0.5600
0.53000
1
Page Number 15
PRIMARY LOADCASES
Designed By:
Janos Boros P.E.
Loadcase name
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
- Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft RCA Breezeway Barn
1
PRIMARY LOADCASES
Loadcase name
DEAD LOAD
Loadcase number
1
Number of loaded nodes
0
Number of loaded beams
2,
Number of loaded plates
0
Gravity loads factor
0.00000
BEAM LOADS
Beam Loading direction
End Distributed
Loads
4 Global Y axis
-2.50000
-2.50000
3 Global Y axis
-2.50000
-2.50000
Loadcase name
LIVE LOAD
,
Loadcase number
2
Number of loaded nodes
0
' Number of loaded beams
2
Number of loaded plates
0
Gravity loads factor
0.00000
BEAM LOADS
Beam Loading direction
End Distributed
Loads
4 Global Y axis
-20.00000
-20.00000
3 Global Y axis
-20.00000
-20.00000
Loadcase name
WIND LOAD
Loadcase number
3
Number of loaded nodes
0
Number of loaded beams
2
Number of loaded plates
0 -
Gravity loads factor
0.00000
BEAM LOADS
Beam Loading direction
End Distributed
Loads
3 Local Y axis
21.10000
21.10000
4 Local Y axis
-16.40000
-16.40000
Page Number : 16
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn -
SUPERPOSITION LOADCASES
Loadcase name DEAD LOAD + LIVE LOAD
Loadcase number 4
Number of superpositions 2
LOADCASE Superposition factor
1 1.00
2 1.00
Loadcase name DEAD LOAD + WIND LOAD
Loadcase number 5
Number of superpositions 2
LOADCASE Superposition factor
1 1.00
3 1.00
MOVEMENT RESTRAINTS
Node Type of restraint Restraint
4 Translation along X axis 0.00000
4 Translation along Y axis 0.00000
3 Translation along Y axis 0.00000
--------------------------------------------------------------------------
--------------------------------------------------------------------------
RESULTS FOR LOADCASE 4 : DEAD LOAD + LIVE LOAD
--------------------------------------------------------------------------
--------------------------------------------------------------------------
NODE DISPLACEMENTS
Node U V Omega
1 -0.021844 -0.267627 0.000000
2 -0.021844 -0.267627 0.000000
3 -0.043688 0.000000 0.000000
4 0.000000 0.000000 0.000000
Page Number : 17
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job #' 26928-16
14189 Foothill Blvd, Ste: 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
BEAM LOADS AND STRESSES
------------------------
2 T
PX1,PX2 Axial Load At,The Ends Of The Member
F SX1,SX2 Axial Stress At The Ends Of The Member
PX2,SX2,SH2 �+ : Tension - Compression
SH1,S92 Shear At The Ends Of The Member
1 PX1,SX1,SH1 BM1,BM2 Bending Moment At The Ends Of The Membe
Beam I J PXI SX1 PX2, SX2
1 1 2 0. 0. 0. 0.
2 3 1 4927. 8798. 4927. 8798.
3 3 2 -5130. -9161. -4860. -8679.
4 4 2 -5130. -9161. -4860. -8679.
5 4 1 4927. 8798. 4927. 8798.
Beam I J SH1 SH2 BM1 BM2
1 1 2 0. 0. 0. 0.
4 2 3 1 0. 0. 0. 0. .
3 3 2 -810. 810. 0. 0.
4 4 2 810. -810. 0. 0.
5 .4 1 0. 0. 0. 0.
Maximum Stress - Compression 9161. At Beam 3 OK
Maximum Stress - Tension 8798. At Beam.: 2
NODE INTERNAL FORCES AND REACTIONS
Node FX FY M2
3 0. 1642. Reaction 0.
4 0. Reaction 1642. Reaction 0.
RESULTS FOR LOADCASE 5 DEAD LOAD + WIND LOAD
NODE,DISPLACEMENTS
Node U V Omega
1 0:014905 0.186509 0.000000
2 0.014840 0.186509 0.000000 c
3 0.029810 0.000000 0.000000
4 0.000000 0.000000 0.000000 '
Page Number : 18
Designed By:
T
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
6289.
2
14189 Foothill Blvd, Ste. 101
PX1,PX2
Janos Boros P.E.
-3362.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser 1MD Barnmaster> '
Description: 12 ft
RCA Breezeway Barn
BEAM LOADS AND STRESSES
------------------------
Axial Load At The Ends Of The Member
Axial Stress At The Ends Of The Member
+ : Tension , - : Compression
Shear At The Ends Of The Member
Bending Moment At The Ends Of The Membe
SX1 PX2
0.
T
-6003.
-3362.
6289.
2
6340.
PX1,PX2
-6003.
-3362.
SX1,SX2
hSF=
PX2,SX2,SH2
Ft
- Length Of The Column At Stall Fronts
SH1,SH2
T
h =
BM1;BM2
Ft
PX1,SX1,SH1
Beam
I
J
PX1
1
1
2
0.
2
3
1
-3362.
3
3
2
3522.
4
4
2
3550.
5
4
1
-3362.
Beam
I
J
SH1
1
1
2
0.
2
3
1
0.
3
3
2
680.
4
4
2
-509.
5
4
1
0.
Maximum Stress
-
Compression
Maximum Stress
-
Tension
NODE
INTERNAL FORCES AND REACTIONS
Node
FX
FY
Axial Load At The Ends Of The Member
Axial Stress At The Ends Of The Member
+ : Tension , - : Compression
Shear At The Ends Of The Member
Bending Moment At The Ends Of The Membe
SX1 PX2
0.
0.
-6003.
-3362.
6289.
3552.
6340.
3580.
-6003.
-3362.
03.E :u
0.
0.
0.
0.
-680.
0.
509.
0.
0.
0.
-6003. At Beam :
6340. At Beam :
3 0. -1250. Reaction
4 56. Reaction -1085. Reaction
2.4. Check Columns
MZ
SX2
0.
-6003.
6342.
6393.
-6003.
M.;K
2 OK
4
2.4.1. Check Columns
At Wall Panel Corners
hRw
9.00
Ft
- Length Of The Column At Rear Wall
hSF=
12.00
Ft
- Length Of The Column At Stall Fronts
h =
8.00
Ft
- Height Of The Wall
a =
1.50
Ft
- Overhang Of The Roof
( Side Walls )
b =
12.28
Ft
- Tributary Load Width
( Critical )
ss =
12.31
Ft
- Span Of The -Frame - @•Stalls
sBR=
11.92
Ft
- Span Of The Frame - @
Breezeway
Page Number 19
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
Ridge
h
SF
h = rZ.a.-mo
_
h h
_= €3 W_ RW
• s s s a
S BR 1S
Figure V..1.
For Dead Load + Live Load
Section 1605.3.1
P
/SF
L+L+LL
• P
RW
(�
Figure V.2.
At Rear Walls
Check 2" x 2" x 14 GA . columns
s
PDL -pDL 2 +a ) b=0.24 kips
RW
S
PDL+LL ( pDL+ pLL ) 2 + a ) b = 2.12 kips < Pa = 14.15 kips OK, See Below
RW
Find Capacity of the Columns for Axial,Compression Loads
P hRW- h = 1.00 ft [ Unsupported Length max.
k = 2.1 -'Cantilever Condition
Page Number : 20
Designed By:
50.00 ksi
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
I =
0.35 in
14189 Foothill Blvd, Ste. 101
0.35 in
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <KD Barnmaster>
Description: 12
ft RCA Breezeway Barn
Fy = 50.00 ksi Minimum Yield Stress
A = 0.57 int - Area
I = 0.35 in - Moment Of Inertia
S = 0.35 in - Section Modulus.
r = 0.78 in - Radius'Of Gyration
k E= 2.10 ft k E= 32.19 < 200 OK
r
n2'E
Fe = ( k E .)2 = 280.90 ksi
r
If Fe > 2y then Fn = Fy L 1 - 4y
yFe , Else Fn = Fe Fn = 47.78 ksi
Check Each Element
If A = 1�05�2 J = > 0.673 then section is not fully effective !_
✓ k
1 _ 0.22
Then Use AEFF - A - x I W - W A I Else AES = A AEFF - 0.57 int
L A J
Pn = AES Fn = 27.17 kip Pa = SPtn = 14.15 kip = Allowable Compressive Strength
At Stall Fronts :
Check : 2" x 2" x 14 GA columns
S s
PDL - pDL ( 2 + 2R ) b = 0.37 kips
SF
s s
P = ( p+ p ) ( s + BR ) b = 3.35 kips < P = 12.42 kips OK, See Below
DL+LL DL LL 2 2 a
SF
Find Capacity of the Columns for Axial Compression Loads
2 = hSF- h = 4.00 ft [ Unsupported Length - max. ]
k = 1.0
Fy =
50.00 ksi
A =
. 0.57 int
I =
0.35 in
S =
0.35 in
r =
0.78 in
- Minimum Yield Stress
- Area
- Moment Of Inertia
- Section Modulus
- Radius Of Gyration
Page Number : 21
k E = 4.00 ft k 2 = 61.32 < 200 OK
r
ma2
Fe (k Q )2 = 77.42 ksi
r r
If Fe > 2y then Fn = Fy L 1 - 4yFe ] Else Fn = Fe Fn 41.93 ksi
Check Each Element „
If A = 1.052 t ✓ = > 0.673 then section is not fully effective !
vk
1 _ 0.22
Then Use AEFF = A - x L w - w A J Else AEFF = A AEFF = 0.57 int
L A J
Pn = AEFF Fn = 23.84 kip Pa = SP2n = 12.42 kip = Allowable Compressive Strength
For 0.6 Dead Load + 0.6 Wind Load ( Uplift ):
Section 1605.3.1
GC = pf 0.69 - As Critical, See Page 4 For Values '
( s
PV = f 0.6 qh (GCp£ ± GC pi ) - 0.6 pDL ] ( 2
RW + a ) b 0.77 kips
L
Pv = 0.6 qh (GCpf ± GCpi) - 0.6 pDL J ( s2 + SBR ) b = 1.21 kips
SF J
P
v
SFT
P
v
A
Figure V.3.
Designed By:
Janos Boros P.E.
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
k E = 4.00 ft k 2 = 61.32 < 200 OK
r
ma2
Fe (k Q )2 = 77.42 ksi
r r
If Fe > 2y then Fn = Fy L 1 - 4yFe ] Else Fn = Fe Fn 41.93 ksi
Check Each Element „
If A = 1.052 t ✓ = > 0.673 then section is not fully effective !
vk
1 _ 0.22
Then Use AEFF = A - x L w - w A J Else AEFF = A AEFF = 0.57 int
L A J
Pn = AEFF Fn = 23.84 kip Pa = SP2n = 12.42 kip = Allowable Compressive Strength
For 0.6 Dead Load + 0.6 Wind Load ( Uplift ):
Section 1605.3.1
GC = pf 0.69 - As Critical, See Page 4 For Values '
( s
PV = f 0.6 qh (GCp£ ± GC pi ) - 0.6 pDL ] ( 2
RW + a ) b 0.77 kips
L
Pv = 0.6 qh (GCpf ± GCpi) - 0.6 pDL J ( s2 + SBR ) b = 1.21 kips
SF J
P
v
SFT
P
v
A
Figure V.3.
Page Number : 22
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <ND Barnmasterl,
Description:. 12
ft RCA Breezeway Barn
2.4.2. Check Lateraly Unsupported Post at the Roof Truss: Line CIA
Use : 3" x 3" x 13 GA Column
b = 8.22 ft [ Tributary Load Width ]
SL = 12.28 ft [ Next Column To The Left ]
SR = 11.92 ft [ Next Column To The Right ]
For Dead Load + Live Load
Section 1605.3.1
Tributary Area s 2 s b = 99.4 ft2 pLL = 20.00
lb
2
ft
s + s
PDL+LL ( pDL+ PLL ) L 2 R b = 2.24 kip < Pa = 10.52 Kip , See Below
Find Capacity of the Columns for Axial Compression Loads :
k = 1.0
E = 12.00 ft - Unsupported Length Of The Column
Fy = 50.00 ksi - Minimum Yield Stress
A = 1.02 int - Area
I = 1.44 in - Moment Of Inertia
S = 0.96 in - Section Modulus
r = 1.19 in - Radius Of Gyration
k t= 12.00 ft ) k E= 121.52 <-200 OK
r
z
Fe = [rze = 19.72 ksi
k )2
r r
If Fe > 2y then Fn = Fy L 1 - 4y
yFe I Else Fn = Fe Fn = 19.72 ksi
Check Each Element
If A = 1�05�2 J = > 0.673 then section is not fully effective
✓ k
r a 1 •- 0.22 1
Then Use AEFF = A - x I W - W A J Else AEFF = A AEFF = 1.02 int
L
Pn = AEFF Fn = 20.20 kip Pa = SP2n = 10.52 kip = Allowable Compressive Strength
Page Number : 23
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser YMD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
For 0.6 Dead Load + 0.6 Wind Load
Section 1605.3.1
GC Pf = 0.69 - As Critical, See Page 4 For Values
r S + S
PDL+WL ( 0.6 q (GCPf t GCP1) - 0.6 PDL , 'L 2 R b 0.81 kip
L P
2 DL+WL 2 OK
A = 1.02 in > = 0.03 in
0.6 Fy
Attach Column To Footing With
(2) 5/8" Diameter Bolt x 4" Embedment x 6" EdgeDistance
u ( KWIK BOLT <KB -TZ> HILTI,Inc.
y ICC ES ESR -1917 )
Or Equivalent
PT (2) P5/8 = 6.31 kip Refer To APPENDIX
VT = (2) V5/8 = 3.50 kip Refer To APPENDIX
PDL+WL - 0.81 kips < PT OK
Base Plate Design
Use 3.0 in Wide x 0.375 in x 8.0 in Long
P
v
Welding
Figure a
/ HILTI Bolt
a o � o
b i
Figure b
Page Number : 24
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
Y
14189 Foothill Blvd, Ste. 101
ft
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft RCA Breezeway Barn
F =
50.00 ksi -
Yield Stress
Y
36.48
ft
d
= 0.375 in. -
Bolt Size
t
= 0.125 in. -
Thickness Of The Welding
W
t
= 0.375 in. -
Thickness Of The Plate
P
18.50
a
= 3.00 in. -
Width Of The Plate
b
= 8.00 in. -
Length Of The Plate
E =
1:00 in. -
Distance Between Col. &Cent. Of Bolt
S
-
Section Modulus
M
-
Moment
t2
S =
a
- 0.0703
in
6P
M
= 0.6 Fy S = 2.11 kip -in.
ALLOW
M
PALLOW
= 2 ALLOW
= 6,14 kips > PDL+WL = 0.81 kips OK
t _t -
2
Check For Welding
Use 1/8" Welding 4" Long
F = 70.0 ksi [ Yield Stress For Welding ]
2 = 4.0,in [ Length Of The Welding' ]
b = 0.125 in [ Size Of The Welding ]
0.3 FY - b i = 7.42 kips > PDL+WL = 0.81 kips OK
2
3. LATERAL LOAD RESISTING SYSTEMS
Ridge = 15.50 ft
Eave =
9.00
ft
Width =
36.48
ft
Length=
53.28
ft
h =
8.00
ft
W
lb
=
qh
18.50
ft
- Ridgeheight
- Eaveheight
- Height Of The Wall
- Refer To Page 3
Page Number : 25
3.1.Check For Lateral Loads in Transversal Direction
' PEAVE_�
LL_-. .... ._z ?:.-3=_
GROUND
R R R R
Figure V.4.
TW = 12.28 ft Critical Tributary Load Width in Transversal Direction
TRNS ,
ITRNS 24.00 ft - Critical Shear Wall Length in Transversal Direction
3.1.1. Check For Wind Load
GC = 0.96 - Total ( incl. Leeward and Windward ), See Page 4 For Values
Pf
Eave 1
P SE = GC pf 0.6 qhr + (Ridge-Eave)]T►'�TRNS 1.44 kips - See Figure Above
LL 2
Eave "
PGROUND - GCpf 0.6 qh [ 2 , TW - 0.59 kips - See Figure Above
P Eave + Ridge ,
EAVE
RT s = E 2 - 0.73 kips - Force Due To Overturning
WIND TRNS
Check Shearwalls
PEAVE lb lb. r 4.0 kips
= 60 — < 333 — 1= per panel per TABLE 1 per ICC -ES ESR -1146
ETRNS ft ft. L 12 ft
I
Designed By:
Janos Boros P.E.
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
3.1.Check For Lateral Loads in Transversal Direction
' PEAVE_�
LL_-. .... ._z ?:.-3=_
GROUND
R R R R
Figure V.4.
TW = 12.28 ft Critical Tributary Load Width in Transversal Direction
TRNS ,
ITRNS 24.00 ft - Critical Shear Wall Length in Transversal Direction
3.1.1. Check For Wind Load
GC = 0.96 - Total ( incl. Leeward and Windward ), See Page 4 For Values
Pf
Eave 1
P SE = GC pf 0.6 qhr + (Ridge-Eave)]T►'�TRNS 1.44 kips - See Figure Above
LL 2
Eave "
PGROUND - GCpf 0.6 qh [ 2 , TW - 0.59 kips - See Figure Above
P Eave + Ridge ,
EAVE
RT s = E 2 - 0.73 kips - Force Due To Overturning
WIND TRNS
Check Shearwalls
PEAVE lb lb. r 4.0 kips
= 60 — < 333 — 1= per panel per TABLE 1 per ICC -ES ESR -1146
ETRNS ft ft. L 12 ft
I
Page Number : 26
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <ND Barnmaster>
Description: 12
ft RCA Breezeway Barn .
Check Shear Transfer From Roof To Shear Walls for Wind Load
Check Cantilever Columns For Bending ( Only The Ones At Eave, Interior Ones Were
Not Considered : Conservative )
PT = GCpf 0.6 q L Ridge - Eave J TWTRNS = 0.85 kips
nTRNs = 2 [ Number of Columns Transferring The Load To The Shear Walls ]
P ( Eave - h )
MWIND = T n w = 5.10 kip -in
TRNS
' MwjNn
fb.= S =14.65 ksi < 0:6 FY = 30.00 ksi OK
( Refer To Column Design For S And Fy Values )
Check Shear Transfer From Shear Walls To Foundation for Wind Load
pWALL - 4.5 Lb2 ( Spec. Weight Of Wallpanel ]
ft
h = 8.00 ft ( Height Of The Wall ]
At Stall Fronts
(1) 5/8" Diameter Bolt x 4" Embedment x 6" EdgeDistance
( KWIK BOLT <KB -TZ> HILTI,Inc.
ICC ES ESR -1917 )
Or Equivalent
PT (1) Psis = 3.16 kip Refer To APPENDIX
VT = (1) V5/8 = 1.75 kip Refer To APPENDIX
E WALL = 12.00 ft [ Length of the Wall Considered to Resist Uplift ]
n = 4 [ Number of Columns at Wall Panel Corners ]
COLUMNS
0•
Page Number : 27
Designed By':
Z'.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <HD Barnmaster>
Description: 12 ft RCA Breezeway Barn
Due To Overturning
See Above
P = P + R - 0.6 8 h p = 1.69 kips
S V TRNS WALL W WALL
SF,,,, WIND
Due to Uplift
r P + P
EAVE GROUND
Vs = = 0.51 kips
n
COLUMNS
. P T V
LP + LVS J =0.82<1.2 OK
L T L T .J
At Rear Walls
(1) 5/8" Diameter Bolt x 4" Embedment x 6" EdgeDistance
( KWIK BOLT <KB -TZ> HILTI,Inc.
ICC ES ESR -1917
Or Equivalent
PT = (1) P5�$ = 3.16 kip Refer To APPENDIX
VT = (1) V5/8 = 1.75 kip Refer To APPENDIX
E WALL = 12.00 ft [ Length of the Wall Considered to Resist Uplift J
n 4 [ Number of Columns at Wall Panel Corners J
COLUMNS
Due To Overturning
See Above
P S V TRNS WALL W WALL ='p + R - 0.6 E h p = 1.24 kips
RW� WIND
Due to Uplift
P + P
EAVE GROUND
V = = 0.51 kips
S n
COLUMNS
PS: l+ f VS l 0.68 < 1. 2 OK ,
T J L T J
9
Page .Number : 28
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser (MD Barnmasterl,
Description: 12 ft RCA Breezeway Barn
3.2.Check For Lateral Loads in Longitudinal Direction
EAVE /
WIDTH
RW Eave
P -_ - - =' -
------=_
GROUND
SIDE WALL
Figure V.5.
3.2.1. Check For Wind Load
TW = 18.24 ft - Critical Tributary Load Width in Longitudinal Direction
LONG Width/2
E = LONG 32.00 ft - Critical Shear Wall Length in Longitudinal Direction
GC = 0.69 - Total ( incl. Leeward and Windward ), See Page 4 For Value
p£
Eave(+ Ridge 1 _
PEAS = GCp£ 0.6 q 2 + ( 2 - Eave) J TWLONG - 1.08 kips - See Figure Above
Eave
PGRooxD = GCP£ 0.6 qh [ 2 I
TW = 0.63 kips - See Figure Above Y
PVE Eave
EA
R LONG P = = 0.30 kips - Force Due To Overturning
WIND LONG
Check Shear -walls :
PEAVE = 34 lb < 333 lb. �K - 4.0 kips
1 per panel per TABLE 1 per'ICC-ES ESR -1146
ALONG ft ft. 12 ft .l
Page Number : 29
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
Check Shear Transfer From Roof To Shear Walls For Longitudinal Wind Load:
Check Cantilever Columns For Bending ( Only The Ones At Eave, Interior Ones Were
Not. Considered : Conservative Y
PT = GCPf 0.6 qh [ Eave 2 Ridge _ Eave ] TW
WLONG - 0.45 kips
nLONG = 6 ( Number of Columns Transferring The Load To The Shear Walls,]
P ( Eave - h )
MWIND - T n W = 0.91 kip -in
LONG
M
WIND
fb = S = 2.61 ksi < 0.6 FY = 30;00 ksi OK
( Refer To Column Design For S And_Fy Values )
Check Shear'Traiisfer From Shear Walls To Foundation for Wind Load
pWALL 4.5 Lb [ Spec. Weight Of Wallpanel ]
ft Z
h = 8.00 ft [ Height bf The Wall )
At Rear Wails For Longitudinal Wind Load:
(1) 5/8" Diameter Bolt x 4" Embedment x 6" EdgeDistance
( KWIK BOLT <KB -TZ> HILTI,Inc.
ICC ES ESR -1917 )
Or Equivalent
PT = (1) P5/8 = 3.16 kip Refer To APPENDIX
VT = (1) V5/8 = 1.75 kip Refer To APPENDIX
E WALL = 12.00 ft [ Length of the Wall Considered to Resist Uplift ]
n COLUMNS = 6 [Number of Columns at Wall Panel Corners ]
Page Number : 30
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
= 1500
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <MD Barnmaster>
Description: 12
ft RCA Breezeway Barn
Due To Overturning
See Above
�
Ps = ( PV + RLONG - 0.6 EWALL h PWALL ] - 0.81 kips
RW\ WIND
Due to Uplift
P + P
EAVE GROUND
Vs = = 0.29 kips
n
COLUMNS
L PT J + rT I = 0.42 < 1.2 OK
4. CHECK FOUNDATION
[ Min. Soil Pressure
[ Specific Weight Of Concrete ]
[ Compressive Strength Of The Concrete]
[ Min. Lateral Bearing Pressure ]
[ Min. Lateral Sliding Resistance ]
Use : 2 Ft. - 0 In. Dia. x 2 Ft. - 0 In. Deep Concrete Footing
D = 2.00 Ft [ Depth Of The Footing ]
r =,1.00 Ft [ Radius Of The Footing
A = r2 n = 3.14 Ft.2 [ Area Of The Bottom Of The Footing ]
4.1.1. Vertical Down
P VERT. = 2.12 kips
DOWN
P
VERT.
1500 Lb > DOWN 675 Lb O K
pS Ft A Ft
Lb
ps
= 1500
Ftz
Lb
= 15.0
c
Ft
Lb
f.
= 2500
c
•2
in
Lb
PL
= 100
L
Ftz
Lb
PF
= 130
Ft2
4.1
@ Type A
at Rear Halls
[ Min. Soil Pressure
[ Specific Weight Of Concrete ]
[ Compressive Strength Of The Concrete]
[ Min. Lateral Bearing Pressure ]
[ Min. Lateral Sliding Resistance ]
Use : 2 Ft. - 0 In. Dia. x 2 Ft. - 0 In. Deep Concrete Footing
D = 2.00 Ft [ Depth Of The Footing ]
r =,1.00 Ft [ Radius Of The Footing
A = r2 n = 3.14 Ft.2 [ Area Of The Bottom Of The Footing ]
4.1.1. Vertical Down
P VERT. = 2.12 kips
DOWN
P
VERT.
1500 Lb > DOWN 675 Lb O K
pS Ft A Ft
Page Number : 31
4.1.2. Vertical Up
Due To Overturning
See Above
P P + R —0.6 E Ih. p 1.24 kips .
VERT. V TRNS WALL W WALL
UP RW� WIND
Due to Uplift
PWEIGTH. A D 1xc = 0.94 kips
FOOTING
Safety = 3 Stress Increase Due
�. To Wind Or Seismic
1.33 p
PFRICT. ( 3 ) (2 r TO 6 s - D 1.40 kips
Refer To Section 1810.3.3.1.4
1810.3.3.1.5
P = TOTAL 2.34 kips
RESISTING
P
TOTAL
Safety -RESISTING �/
= 1.89 OK
t.. VERT.
UP
4.2 @ Type B at Stall Fronts
Use 2 Ft. - 0 In. Dia. x 2 Ft. - 3 In. Deep Concrete Footing
D = 2.25 Ft [Depth Of The Footing )
r = 1.00 Ft [ Radius Of The Footing
A = r2 n = 3.14 Ft.2 [ Area Of The Bottom Of'The Footing )
4.2.1. Vertical Down -
P VERT. 3.35 kips
DOWN
P
VERT.
= 1500 Lb > DOWN = 1066 Lb OK
PS Ft2 A Ft2
Designed By:
Janos Boros P.E.
2.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft RCA Breezeway Barn
4.1.2. Vertical Up
Due To Overturning
See Above
P P + R —0.6 E Ih. p 1.24 kips .
VERT. V TRNS WALL W WALL
UP RW� WIND
Due to Uplift
PWEIGTH. A D 1xc = 0.94 kips
FOOTING
Safety = 3 Stress Increase Due
�. To Wind Or Seismic
1.33 p
PFRICT. ( 3 ) (2 r TO 6 s - D 1.40 kips
Refer To Section 1810.3.3.1.4
1810.3.3.1.5
P = TOTAL 2.34 kips
RESISTING
P
TOTAL
Safety -RESISTING �/
= 1.89 OK
t.. VERT.
UP
4.2 @ Type B at Stall Fronts
Use 2 Ft. - 0 In. Dia. x 2 Ft. - 3 In. Deep Concrete Footing
D = 2.25 Ft [Depth Of The Footing )
r = 1.00 Ft [ Radius Of The Footing
A = r2 n = 3.14 Ft.2 [ Area Of The Bottom Of'The Footing )
4.2.1. Vertical Down -
P VERT. 3.35 kips
DOWN
P
VERT.
= 1500 Lb > DOWN = 1066 Lb OK
PS Ft2 A Ft2
Page Number : 32
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft RCA Breezeway Barn
4.2.2. Vertical Up
Due To Overturning
See Above
P VERT. = p Y + R TRNS - 0.6 Q WALL h W p WALL = 1.69 kips
UP SF� WIND
Due to Uplift
PWEIGTH A D 7 = 1.06 kips
FOOTING
Safety = 3 Stress Increase Due
FTo Wind Or Seismic
1.33 p
PFRICT_ 3 ) (2 r u) 6 S D = 1.57 kips
Refer To Section 1810.3.3.1.4
1810.3.3.1.5
P = TOTAL 2.63 kips
RESISTING
P
TOTAL
Safety = PRESISTING = 1.56 OK
VERT.
UP
4.3 @ Type 62 or B3
Use : 2 Ft. - 0 In. Dia. x 2 Ft. - 0 In. Deep Concrete Footing
D = 2.00 Ft [ Depth Of The Footing ]
r = 1.00 Ft [ Radius Of The Footing
A = r2 n = 3.14 Ft.2 [ Area Of The Bottom Of The Footing ]
4.3.1. Vertical Down
P VERT. = 2.24 kips
DOWN
P
VERT.
1500 Lb > DOWN = 713 Lb O K
ps Ft A Ft
Page Number 33
4.3.2. Vertical Up
P = 0.81
kips
Designed By:
Janos Boros P.E.
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
4.3.2. Vertical Up
P = 0.81
kips
VERT.
UP
PWEIGTH
A D
''c
0.94 kips
FOOTING
Safety =
3
Stress Increase Due
FTo Wind Or Seismic
1.33 p
S
PFRICT. (
) (2 r -ff)
D =
1.40 kips
3
6
Refer To
Section 1810.3.3.1.4
1810.3.3.1.5
P
=
2.34 kips
TOTAL
RESISTING
P
TOTAL
Safety _
= 2.89 OK
PRESISTING
VERT.
UP
Page Number : 34
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335,
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft RCA Breezeway Barn
APPENDIX
Check : HILTI KVIK BOLT TZ ANCHORS per ICC ESR -1917
Input Data:
fc = 2500 psi
ha = 12.00 in min thickness of base material
Base material cracked concrete
Reinforcement condition B;.no supplemental splitting reinforcement present
edge reinforcement: none or < No. 4 bar
Seismic Load NO
• I
Ca3
Cat Cao
Cal
DIRECTION OF SHEAR
Cal = 6.00 in .
cat = 6.00 in
Ca3 = 48.0 in min. ( or more )
Cao = 48.0 in min. ( or more )
Page Number : 35
DESIGN INFORMATION:
do 0.625 in Anchor O.D.
hef = 4.000 in Effective min. embedment
hmin = 8.000 in Min. member thickness
c = ac 6.75 in Critical edge distance
Cmin = 3.250 in Min. edge distance
Smin = 3.000 in Min. anchor spacing
ho = 4.750 in Min. hole depth in concrete
fy = 84800 psi Min. specified yield strength
fu = 106000 psi Min specified ult. strength
A = 0.162 int Effective tensile stress area
se
Nsa = 17170 lb Steel strength in tension
Usa = 10555 lb Steel strength in shear
Vseis = 10555 lb Steel strength in shear, seismic
Np,uncr=9145 lb Pullout strength uncracked concrete
Np,cr = N.C. lb Pullout strength cracked concrete, refer to ICC report
k = 24 Effectiveness factor for uncracked concrete
unc r
k = 17 Effectiveness factor for cracked concrete
cr
k
% = UNCR = 1.41
c,N k
CR
kCP = 2.0 Coefficient for pryout strength
0 0.75 Strength reduction factor for tension, steel failure
0 = 0.65 Strength reduction factor for shear , steel failure
0 = 0.65 Strength reduction factor for tension, concrete failure
0 = 0.70 Strength reduction factor for shear , concrete failure
Step 1.,Check Minimums: Edge Distance, Anchor Spacing, and Member Thickness:
c = 6.0 in s c = 3.25 in OK
gvrn min
s gvrn = N.A.in smin = 3.0 in NOT APPLICABLE FOR SINGLE
h gvrn = 12. in hmin = 8.0 in OK
Designed By:
Janos Boros P.E.
2.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job`# 26928-16
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
DESIGN INFORMATION:
do 0.625 in Anchor O.D.
hef = 4.000 in Effective min. embedment
hmin = 8.000 in Min. member thickness
c = ac 6.75 in Critical edge distance
Cmin = 3.250 in Min. edge distance
Smin = 3.000 in Min. anchor spacing
ho = 4.750 in Min. hole depth in concrete
fy = 84800 psi Min. specified yield strength
fu = 106000 psi Min specified ult. strength
A = 0.162 int Effective tensile stress area
se
Nsa = 17170 lb Steel strength in tension
Usa = 10555 lb Steel strength in shear
Vseis = 10555 lb Steel strength in shear, seismic
Np,uncr=9145 lb Pullout strength uncracked concrete
Np,cr = N.C. lb Pullout strength cracked concrete, refer to ICC report
k = 24 Effectiveness factor for uncracked concrete
unc r
k = 17 Effectiveness factor for cracked concrete
cr
k
% = UNCR = 1.41
c,N k
CR
kCP = 2.0 Coefficient for pryout strength
0 0.75 Strength reduction factor for tension, steel failure
0 = 0.65 Strength reduction factor for shear , steel failure
0 = 0.65 Strength reduction factor for tension, concrete failure
0 = 0.70 Strength reduction factor for shear , concrete failure
Step 1.,Check Minimums: Edge Distance, Anchor Spacing, and Member Thickness:
c = 6.0 in s c = 3.25 in OK
gvrn min
s gvrn = N.A.in smin = 3.0 in NOT APPLICABLE FOR SINGLE
h gvrn = 12. in hmin = 8.0 in OK
Page Number : 36
Step 2. Calculate Steel capacity:
ONsa = 0 A se uta f = 12879 lb
Step 3. Calculate Concrete Breakout Strength in Tension
A
Designed By:
Janos Boros P.E.
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn„
ed, N
Step 2. Calculate Steel capacity:
ONsa = 0 A se uta f = 12879 lb
Step 3. Calculate Concrete Breakout Strength in Tension
A
_ NC
(DNcbg -
41ec,N 41
Tc,N %Pcp,N Nb
A
ed, N
NCO
2
A = 9 h = 144.0
in
NCO e£
Cal = 6.00 in
1.5 he£ = 6.00 in
ca2 = 6.00 in >
1.5 he£ = 6.00 in
Ca3 = 48.0 in >
1.5 he£ = 6.00 in
Cao = 48.0 in
1.5 he£ = 6.00 in
ANC = I
(Cal or
1. 5 he£ ) + (Ca3 or 1.5 he£) . 1 x
x
(ca2 or
1.5 he£) + (ca4 or 1.5 he£)
= 144.0 in
1.5
Nb - kCRCx3 -
he£ - 6800 lb
c
%P = 1.0 (
e = 0. )
ec,N
N
= 1.0 (
1Ped,
Min [ Cal w Ca2 P Ca3 r Ca4 ) = 6.0 in > 1.5 he£ = 6. 00 in )
N
T = 1.0 -
cracked concrete
c,N
%Pep,N = 1.0 (
Min [Cal,Ca2,Ca3,Ca4) = 6.0 in >: Cde = 6':75 in )
A
(DNcb9 = 0
41. Nb = 4420 lb
pec, Ted, Tcp,
ANC
N N N N
NCO
Page Number : 37
Designed By:
Z:J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn '
Step 4. Calculate Pullout Strength in Tension:
N Not Critical Refer to ICC report
p,cr
Step S. Calculate Steel Strength of in Shear:
OVsa = 6333 lb
Step 6. -Calculate Concrete Breakout Strength in Shear:
A
vc
OVcb9 — 0 A Tec,V 41ed,V Tc,V V
vcO
2
Avco - 4.5 ( cal ) = 162 int
1.5 cal = 9.00 in < ha = 12.00 in
ca2 = 6.00 in < 1.5 cal = 9.00 in
ca4 = 48.0 in >-� '1.5 cal = 9.00 in
Avc = ( 1.5 cal ) C (Ca2 or 1.5 cal) + (ca4 or 1.5 cal) 1 = 135 int
Ee = 2 d0 conservative assumption
g 0.2
1.s
�
d
V = 7 ( e" l ✓ d0 ✓ fC cal = 4671 lb
b
l d J
O
V = 1.0 ( e = 0.,)
ec, V N
9 =0.7.+0.3 ca2 =0.90
ed, V 1. 5 'Cal
{ ca2 = 6.00 in < 1.5 cal = 9.00 in )
%P = 1.0 - cracked concrete, no supplementary reinforcement
c, v
A
wcb9 _ 0 Avc `yec, V Ted, V IPC, V V = 2452 lb
VCO
Page Number 38
Designed By:
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
) Allowable
14189 Foothill Blvd, Ste. 101
Design
Janos Boros P.E..
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
Step 7. Calculate Concrete Pry -out Strength in Shear:
IDVcP9 = 0 kcp Ncbg
hef = 3.102 in > 2.5 in ) k cp = 2.0
A
Ncbg = NC N = 6800 lb
A ec,N ed,N c,N cp,N b
NCO
4bVcpg = 4� k cp cbg N = 9520 lb
SUMMARY OF STRENGTH CALCULATIONS :
Tension :
lWsa = 12879 lb Allowable Stress Design (/1.4) = 9199 lb
'DNcbg = 4420 lb Allowable Stress Design (/1.4) = 3157 lb
ON = N.C. lb Allowable Stress Design (/1.4) = N.C. lb
pm,fc Refer to ICC Report
P = 3157 lb Critical
T
Shear
�DVsa
= 6333
lb
) Allowable
Stress
Design
(/1.4) =
4523
lb
4Vebg
= 2452
lb
) Allowable
Stress
Design
(/1.4) =
1751
lb
4VeP9
= 9520
lb
= ) Allowable
Stress
Design
(/1.4) =.
6800
lb
V = 1751 lb Critical
T
. Page Number : 39
APPENDIX
Allowable Loads (lb) For Screws Per ICC -ES ER -5202, LARK 25294
STEEL
THICKNESS
in.
1/4 - 14
SCREW
Designed' -By:
Janos Boros P.E.
#10
SCREW
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft RCA Breezeway Barn
PULL
APPENDIX
Allowable Loads (lb) For Screws Per ICC -ES ER -5202, LARK 25294
STEEL
THICKNESS
in.
1/4 - 14
SCREW
#12
SCREW
#10
SCREW
#8
SCREW
#6
SCREW
PULL
PULL
PULL
PULL
PULL
(GAUGE)
SHEAR
OUT
SHEAR
OUT
SHEAR
OUT
SHEAR
OUT
SHEAR
OUT
.1046 (12)
1102
591
884
497
660
575
534
363
436
320
.0747 (14)
920
386
829.
379
624
337
533
352
452
220
.0598 (16)
689
219
'622
294
629
230
458
302
423
231
.0478 (18)
351
137
326
141
344
155
330
143
251
138
0359 (20)
242
120
232
123
225
83
222
93
168
81
Steel Members shall conform to Section 2230,A3, of the code.
-20 ga, 18 ga - ASTM A 653 Grade 33 S.Q. with a minimum of 33,000 psi
yield strength.
16 ga, 14 ga, 12 ga - ASTM A 653 Grade 50 S.Q. with a minimum of 50,000
psi yield strength.
Page Number .: 40
Designed By:
1/4" Dia.
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
5/8" Dia.
3/4" Dia.
14189 Foothill Blvd, Ste. 101
A307
'Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <ND Barnmaster>
Description: 12
ft RCA Breezeway Barn
APPENDIX
Allowable Shear (kips) For Bolts Per Table V-4.5 of the Cold -Formed
Specifications By AISI,
STEEL
THICKNESS
in.
1/4" Dia.
3/8" Dia.
1/2" Dia.
5/8" Dia.
3/4" Dia.
A307
A325
A307
A325
A307
A325
.A307
A325
A307
A325
(GAUGE)
0.49
1.03
1.10
1
2.32
1.96
4.12
3.07
6.44
4.42
9.281
.1046 (12)
1.97
1.97
2.95
2.95
3.94
3.94
4.92
4.92
5.91
5.91
.0747 (14)
1.41
1.41
2.11
2.11
2.81
2.81
3.52
3.52
4.22
4.22
.0598 (16)
1.12
1.12
1.69
1.69
2.25
2.25
2.81
2.81
3.38
3.38
.0478 (18)
0.90
0.90
1.35
1.35
1.80
1.80-,
2.25
2.25
2.70
2.70
.0359 (20)
0.68
0.68
1.01
1.01
1.35
1.35
1.69
1.69
2.02
2.02
Steel Members shall conform to Section 2230,A3, of the code.
20 ga, 18 ga - ASTM A 653 Grade 33 S.Q. with a minimum of 33,000 psi yield strength.
16 ga, 14 ga, 12 ga - ASTM A 653 Grade 50 S.Q. with a minimum of 50,000 psi yield
strength.
Page Number 41
'Designed By:
APPENDIX
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
3.1407
Janos-Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <MD Barnmaster>
Description: 12
ft RCA Breezeway Barn
OUTPUT PROPERTIES:
APPENDIX
' Effective Section Properties, Strong Axis
2007 North American,Specification ASD
3.1407
in
SECTION DESIGNATION:
Z 6 x 2-1/2 x 14 GA
in
-Section Modulus (Sxx)
1.4782
INPUT.PROPERTIES:
Allowable Bending Moment (Ma) 3688.21
Ft -Lb = 44.25
kip -in
Gross Section Properties of Full Section,
Web Height =
6.000 in
Steel Thickness =
0.0750
in
Top Flange =
2.500 in
Inside Corner*Radius =
0.0765
in.
Bottom Flange =
2.500 in.
Yield Stress, Fy
= 50.0
ksi
Stiffening Lip
= 0.625 in
Fy With Cold -Work, Fya
= 50.0
ksi
Lip Angle
= 90.0 degrees
in
"Radius of Gyration ('Ry)
1.1606
OUTPUT PROPERTIES:
' Effective Section Properties, Strong Axis
Neutral Axis from Top Fiber (Ycg)
3.1407
in
Moment of Inertia for Deflection (Ixx)
4'.9783
in
-Section Modulus (Sxx)
1.4782
in
Allowable Bending Moment (Ma) 3688.21
Ft -Lb = 44.25
kip -in
Gross Section Properties of Full Section,
Strong Axis
Neutral Axis from Top Fiber (Ycg)
3.0000
in
Moment of Inertia (Ixx)
4.9783
in
Cross Sectional Area (A)
0.8816
int
Radius of Gyration (Rx)
2.3764
in
Section Properties, Weak Axis
Gross Neutral Axis (Xcg) From Web Face
0.0375
in
Gross Moment of Inertia (Iyy)
1.1874
in
"Radius of Gyration ('Ry)
1.1606
in
Page Number : 42
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <MD Barnmaster>
Description: 12
ft RCA Breezeway Barn
Other Section Property Data
Member Weight per Foot of Length
Allowable Shear Force in Web (Unpunched)
Pao for use in Interaction Equation C5-2
Principal Axis Properties
Product of Inertia, Ixy
Angle X-axis to Minor Axis
Ix2 (Minor Axis )
Iy2 (Minor Axis )
Min. Radius of Gyration,Rmin
Max. Radius of Gyration,Rmax
2.9998 lb/ft
5919 lb
3531 lb
1.6069 in
69.85 degrees
0.5979 int
5.5678 in
0.8235 in
2.5131 in
Page Number : 43
Designed By:
Z.J.'S.ENGINEERING SERVICES INC.
Job # 26928-16
•' -
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft RCA Breezeway Barn
2
I = 0.037 + 0.639 -0.531 L 0.466 1 = 0.268 Inch2
L 0.531 J
_ 0.466 = 0.877 Inch
Y 0.531
S = 0.268 0.306 Inch
r = 0.710 'Inch
Y .
A = 0.53 Inch
r
APPENDIX A
Section Properities Of 2" x 1
3/4" x 14 GA.
( See Figure 2.1.
)
A
y
Ay
Ay
I
1
0.053
0.038
0.002
0
0
2
0.056
0.188
0.011
0.002
0
3
0.300
1.000
0.300
0.300
0.1
4
0.120
1.963
0.236
0.462
0
.
0.529
0.549
0.764
0.1
2
0.549=
I =
O.L +.0..764
- 0.529 r
J
0.294 Inch
L
0 .529
0.549,
Y =
0.529 = 1.038 Inch
.294
02.038
S =
= 0.238
Inch
r =
0.745 Inch
Y
( See Figure 2.2..
) .
A
y
Ay
Ay
I
1
0.139
0.038
0.005
0
0
2
0.038
0.250
0.0100.002
0
3
0.023
0.463
0.011
0.005
0
4
0.131
0.875
0.115
0.100
0.033
5
0.023
1.288
0.030
.0.038
0
6
0.038
1.500
0.057
0.086
0
7
0.139
1.713
0.238
0.408
0
0.531
0.466
0.639
0.033
2
I = 0.037 + 0.639 -0.531 L 0.466 1 = 0.268 Inch2
L 0.531 J
_ 0.466 = 0.877 Inch
Y 0.531
S = 0.268 0.306 Inch
r = 0.710 'Inch
Y .
A = 0.53 Inch
r
Page .Number : 44
Designed By:
L
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
LY2
IO
14189 Foothill Blvd, Ste. 101
0.2375
Janos Boros P.E.
0.0609
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <HD Barnmaster>
Description:_ 12 ft
RCA Breezeway Barn
APPENDIX B
Section Properities Of 2" x 1 3/4" x 14 GA. w/ Closure Piece
( See Figure 5. )
(2007 AISI, 50.0 KSI STEEL; IX FOR DEFL., SX FOR STRESS)
DEPTH = 2.000 IN THICKNESS 0.0750 IN BOTTOM
FLANGE = 0.8750 IN TOP FLANGE = 1.750 IN
WEB ANGLE = 90.000 DEG INSIDE RADIUS = 0.0625 IN
BOTTOM LIP = 0.3750 INBOTTOM LIP ANGLE = 90.000 DEG
X -X AXIS EFFECTIVE PROPERTIES - LOAD DETERMINATION
TOP IN COMPRESSION
= YBAR =0.9497 IN
L
Y
LY
LY2
IO
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
BOTTOM LIP CORNER
0.1570,
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
0.0008
0.0000
BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277
TOP WEB CORNER
0.1570
1.9262
0.3025
0.5827
0.0001
TOP FLANGE
1.4750
1.9625
2.8947
5.6808
0.0000
TOP WEB CORNER
0.1570
1.9262
0.3025
0.5827
0.0001
FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277
BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
0.0008
0.0000
BOTTOM LIP CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
SUM
7.5423
7.1628
10.3325
0.8586'
= YBAR =0.9497 IN
Page Number : 45
Designed By:
EFFECTIVE PROPERTIES
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
COMPRESSION
TOP IN COMPRESSION
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
L
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft
RCA Breezeway Barn
X -X AXIS
EFFECTIVE PROPERTIES
- DEFLECTION DETERMINATION
BOTTOM IN
COMPRESSION
TOP IN COMPRESSION
L,
L
Y
LY
LY2
IO
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
BOTTOM LIP CORNER
'0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
0.0008
0.0000
BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277
TOP WEB CORNER
0.1570
1.9262
0.3025
0.5827
0.0001
TOP FLANGE
1.4750
1.9625
2.8947
.5.6808
0.0000
TOP WEB CORNER .
0.1570
1.9262
0.3025
0.5827
0.0001
FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277
BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
0.0008
0.0000
BOTTOM LIP CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
SUM 7.5423 7.1628 10.3325 0.8586
YBAR = 0.9497 IN
X -X AXIS EFFECTIVE PROPERTIES - LOAD DETERMINATION
BOTTOM IN
COMPRESSION
L,
Y
* LY
LY2
IO
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
BOTTOM LIP CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
_ 0.0008
0.0000
,BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277 `
TOP WEB CORNER
0.1570
1.9262
0.3025
0.5827
0.0001
TOP FLANGE
1.4750
1.9625
2.8947
5.6808
0.0000
TOP WEB CORNER
0.1570
1.9262
0.3025
0.5827
0.0001
"FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277
BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
0.0008
0.0000
BOTTOM LIP CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
SUM
7.5423
7.1628
10.3325
0.8586
YBAR = 0.9497 IN
Page Number : 46
Designed By:
- DEFLECTION DETERMINATION
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
0.6369
0.0000
14189 Foothill Blvd, Ste. 101
L
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi
Rosser <MD Barnmaster> r
Description: 12
ft RCA Breezeway Barn
X -X AXIS EFFECTIVE PROPERTIES
- DEFLECTION DETERMINATION
-1.6375
BOTTOM IN COMPRESSION
0.6369
0.0000
BOTTOM LIP CORNER
L
Y
LY
LY2
IO
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
BOTTOM LIP CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
0.0008
0.0000
BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277
TOP WEB CORNER
0.1570
1.9262
0.3025
0.5827
0.0001
TOP FLANGE
1.4750
1.9625,
2.8947
5.6808
0.0000
TOP WEB CORNER
0.1570
1.9262
0.3025
0.5827
0.0001
FULL WEB OR WEB B1
1.7250
1.0000
1.7250
1.7250
0.4277
BOTTOM WEB CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM FLANGE
0.6000
0.0375
0.0225
0.0008
0.0000
BOTTOM LIP CORNER
0.1570
0.0738
0.0116
0.0009
0.0001
BOTTOM LIP
0.2375
0.2562
0.0609
0.0156
0.0011
SUM 7.5423 7.1628 10.3325 0.8586
= YBAR = 0.9497 IN
Y -Y AXIS PROPERTIES (GROSS SECTION)
L X LX LX2 IO
BOTTOM LIP
0.2375
-1.6375
-0.3889
0.6369
0.0000
BOTTOM LIP CORNER
0.1570
-1.6012
-0.2515
0.4026
0.0001
BOTTOM FLANGE
0.6000
-1.2375
-0.7425
0.9188
0.0180
BOTTOM WEB CORNER
0.1570
-0.8738
-0.1372
0.1199
0.0001
FULL WEB OR WEB B1
1.7250
-0.8375
-1.4447
1.2099
0.0000
TOP WEB CORNER
0.1570
-0.8012
-0.1258
0.1008
0.0001
TOP FLANGE
1.4750
0.0000
0.0000
0.0000
0.2674
TOP WEB CORNER.,
0.1570
0.8012
0.1258
0.1008
0.0001
FULL WEB OR WEB B1
1.7250
0.8375
1.4447
1.2099
0.0000
BOTTOM WEB CORNER
0.1570
0.8738
0.1372
0.1199
0.0001
BOTTOM FLANGE
0.6000
1.2375
0.7425
0.9188
0.0180
BOTTOM LIP CORNER
0.1570
1.6012
0.2515
0.4026
0.0001
BOTTOM LIP
0.2375
1.6375
0.3889
0.6369
0.0000
SUM
7.5423
-0.0000
6.7780
0.3043
XBAR = -0.0000
V
Page Number : 47
Designed By:
2" x
Z.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
(2007 AISI, 50.0 KSI
STEEL; IX FOR DEFL., SX FOR
14189 Foothill Blvd, Ste. 101
DEPTH = 2.000
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
Section Properities Of
2" x
1-3/4"
x 14 GA. w/ Closure Piece `
(2007 AISI, 50.0 KSI
STEEL; IX FOR DEFL., SX FOR
STREES)
DEPTH = 2.000
IN
THICKNESS
= 0.0750 IN
BOTTOM FLANGE = 0.8750
IN
TOP FLANGE
= 1.750 IN
WEB ANGLE = 90.000
DEG
INSIDE RADIUS
= 0.0625 IN
BOTTOM LIP = 0.3750
IN
BOTTOM LIP ANGLE = 90.000 DEG
-IXTC = 0.3292 IN4 SXTC =
0.3134
IN3 MATC =,
9.38 KIP -IN
IXBC = 0.3292 IN4 SXBC =
0.3466
IN3 MABC =
10.38 KIP -IN
IY = 0.5312 IN4
SY =
0.3171
IN3 RY =
0.9690 IN
AREA = 0.5657 IN2
WT =
1.9233
PLF AEFF =
0.5657 IN2
VA = 2.5875 KIP
5
RX =
0.7628
IN J =
0.0011 IN4
U
Page Number : 48
Designed By:
2.J.S.ENGINEERING SERVICES INC.
Job # 26928-16
14189 Foothill Blvd, Ste. 101
Janos Boros P.E.
Fontana, CA 92335
Date 2-21-2017
Reference: Levi Rosser <MD Barnmaster>
Description: 12 ft
RCA Breezeway Barn
1-3/4"
1
T
4
E-3
2" E-3
t- y
3/8"
t 3 / 8 " E-2
/2" /2"
14 GA ( 0.075" )
Figure 2.1.
2"
i
6 3 1/2"
7 /3,/8"
1-3/4" 5
2 1/2"
14 .GA ( 0.075" )
Figure 2.2.
Nodes And Beams
NOT TO SCALE ,I-< O NODE #3
BEAM
BEAM #44 BEAM #5--)
BEAM #1
M -
NODE #1 NODE #2
Figure 3.
E-BEAM #2
Page Number : 49
NODE #2
NOT TO SCALE
F- BEAM #4
•E-
BEAM #3
F BEAM #1
BEAM #2 BEAM 45
NODE #3 NODE #1 NODE #4
Figure 4.
1-3/4"
1
2
CLOSURE
PIECE
�J 3/8"
1I/2"I 1/2"
l� �L
1 "-12..
14 GA ( 0.075 ) '
Figure 5.
Designed By:
Janos Boros P.E.
Z.J.S.ENGINEERING SERVICES INC.
14189 Foothill Blvd, Ste. 101
Fontana, CA 92335
Job # 26928-16
Date 2-21-2017
Reference: Levi Rosser <ND Barnmaster>
Description: 12 ft RCA Breezeway Barn
NODE #2
NOT TO SCALE
F- BEAM #4
•E-
BEAM #3
F BEAM #1
BEAM #2 BEAM 45
NODE #3 NODE #1 NODE #4
Figure 4.
1-3/4"
1
2
CLOSURE
PIECE
�J 3/8"
1I/2"I 1/2"
l� �L
1 "-12..
14 GA ( 0.075 ) '
Figure 5.