HomeMy WebLinkAboutB15-25081 i -
PROJECT:
C' `lttl 0 BUTTE
=�
COUNTY-
OCT
OUNTY"OCT 12 2015
DEVELOPMENT
SERVICES
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; PERMIT # R �-,n) 0
FOUNDATION CALCULATIONS BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
CODE COMPLIANCE
Metal Building Foundation Design
for Star Buildings Job No. 14-B-95494
F
LOCATION: Durham, CA
OWNER: Fred Corona
JOB NUMBER: 2195
DATE: 09/14/15
LOADING CRITERIA BASED ON THE 2013 CALIFORNIA BUILDING CODE: !
SEISMIC DESIGN CATEGORY: SEE METAL BUILDING CALCULATIONS
WIND SPEED: SEE METAL BUILDING CALCULATIONS
i,
EXPOSURE: SEE METAL BUILDING CALCULATIONS
SOIL BEARING: 1500 ps# (per Soils report prepared by Streamline Engineering)
NOTES: Are special inspections required for engineering elements designed
in these calculations ?: No
i
Streamline is not responsible for the these calculations unless this cover sheet is
stamped by Jeff Richelieu and wet signed with Red or Blue ink.
Any structural or non-structural items that are not specifically addressed in the following
calculations (including but not limited to metal building reactions and metal building elements) are ,
designed by others and are not the responsibility of Streamline or Jeff Richelieu.
Page 1 of
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
E
�C04
J
i
S
BY: JMR
9/14/2015
JOB NO_
PAGE
i
LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC 1605.3 FOR
ALLOWABLE STRESS DESIGN OF FOUNDATIONS
16-8 D + F 16-13 D + H + F + 0.75(.6W) +
16-9 D + H + F + L 0.75L + 0.75 (Lr or S or R)
16-10 D+H+F+(Lr orS or R) 16-14 D + H + F + 0.75(.7E) +
16-11 D + H + F +0.75 (L) + 0.75L + 0.75 S
0.75(Lr or S or R) 16-15 0.6D +.6W + H
16-12 D + H + F + (.6W or 0.7E) 16-16 0.6(D+F) +0.7E + H
!
REACTIONS BELOW DETERMINED BY METAL BUILDING MFG
FRAME LINE (S): 1
COLUMN(S): A, E
D (DEAD)
F (FLUID)
H (LATERAL) =
L (LIVE) =
Lr (ROOF) =
S (SNOW) =
R (RAIN) =
W (WIND) =
- W (WIND) =
E (SEISMIC) =
- E (SEISMIC) =
VERTICAL HORIZONTAL
(KIPS) (KIPS)
FRAME LINE (S): 1
COLUMN(S): B, D
VERTICAL HORIZONTAL
(KIPS) (KIPS)
0.9
0
ffO.
0
0
0
0
0
0.5
0
0
0
0
0
1.4
2.1
-2.9
-2.3
0
0
-0.5
-0.2
FRAME LINE (S): 1
COLUMN(S): B, D
VERTICAL HORIZONTAL
(KIPS) (KIPS)
0.9
&
0
0,
0
0
0
0
3.6
0
0
0-
0
0'
0
0;
-5.5
-2.2
0
0
-0.6
0
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 0
4
Fax: 892-1115
2195
2
E
BY: JMR
9/14/2015
M1JOB NO:
PAGE
LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC 1605.3 FOR
ALLOWABLE STRESS DESIGN OF FOUNDATIONS
FRAME LINE (S): 1 FRAME LINE (S): 1
COLUMN(S): A, E COLUMN(S): B, D
VERTICAL HORIZONTAL VERTICAL HORIZONTAL
(KIPS) (KIPS) (KIPS) (KIPS)
16-+
16=
16-10 (Lr
16-10(S
16-10 (R
16-11 (Lr
16-11(S
16-11 (R
16-12 (W
16-12 (- W
16-12 (0.7E
16-12 (- 0.7E
16-13 (W,Lr
16-13 (W,S
16-13 (W,R
16-13 (- W,Lr
16-13 (- W,S
16-13 (- W,R
16-14(E
16-14(-E;
16-15 (W;
16-15 (- W;
16-16 (E
16-16 (- Ej
I 0.3
0.0
0.3
0.0
0.8
0.0
0.3
0.0
0.3
0.0
0.7
0.0
I 0.3
0.0
1 0.3
0.0
I 1.1
1.3
1 -1.4
-1.4
1 0.3
0.0
i -0.1
-0.1
i 1.3
0.9
0.9
0.9
0.9
0.9
-0.6
-1.0
-1.0
-1.0
-1.0
-1.0
0.3
0.0
0.0
-0.1
1.02
1.26
-1.56
-1.38
0.2
0.0
-0.2
--1
-0.1
0.9
0.0
0.9
0.0
4.5
0.0
0.9
0.0
0.9
0.0
3.6
0.0
0.9
0.0
0.9
0.0
0.9
0.0
-2.4
-1.3
0.9
0.0
0.5
0.0
3.6
0.0
0.9
0.0
0.9
0.0
1.1
-1.0
-1.6
-1.0
-1.6
-1:0
0.9
0.01
0.6
0.0
0.54
0
-2.76
-1.32
0.5
0.0
0.1
0.0
MAXIMUM = 1.3 1.3 4.5 0.0
MINIMUM = -1.6 -1.4 -2.8 -1.3
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
2195
3
BY: JMR
'49a M'9 n 9/14/2015
JOB NO:
PAGE
LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC 1605.3 FOR 1
ALLOWABLE STRESS DESIGN OF FOUNDATIONS {
16-8 D + F 16-13 D+H+F+0.75(.6W)+.
16-9 D + H + F + L 0.75L + 0.75 (Lr or S or R)
16-10 D+H+F+(Lr orS or R) 16-14 D + H + F + 0.75(.7E) +
16-11 D + H + F +0.75 (L) + 0.75L+0.75S r
0.75(Lr or S or R) 16-15 0.6D +.6W + H
16-12 D + H + F + (.6W or 0.7E) 16-16 0.6(D+F) +0.7E + H
REACTIONS BELOW DETERMINED BY METAL BUILDING MFG.
FRAME LINE (S): 2 AND 3
COLUMN(S): A, E
D (DEAD) =
F (FLUID) =
H (LATERAL) _
L (LIVE) =
Lr (ROOF) =
S (SNOW) =
R (RAIN) =
W (WIND) =
- W (WIND) =
E (SEISMIC) =
- E (SEISMIC) =
VERTICAL HORIZONTAL
(KIPS) (KIPS)
1.5
0.4
0
0
0
0
0
0
4.8
1.3
0
0
0
0
2.3
0
-8.2
-4.3
0.3
0.3
-0.3
-0.3
FRAME LINE (S): 4 '
COLUMN(S): A, E
VERTICAL HORIZONTAL
(KIPS) (KIPS)
0.7
0
0
0
0
0'
0
0'
2.1
01
0
0
0
0?
0
01.
-5
-1.7
0.2
0'
-0.2
-0.2
60 Independence Circle, Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
k
1
2195
Iq
BY: JMR
9/14/2015
JOB NO:
PAGE
LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC 1605.3 FOR
ALLOWABLE STRESS DESIGN OF FOUNDATIONS
FRAME LINE (S): 2 AND 3 FRAME LINE (S): 4
COLUMN(S): A, E COLUMN(S): A, E
VERTICAL HORIZONTAL VERTICAL HORIZONTAL
(KIPS) (KIPS) (KIPS) (KIPS)
16-4
16-1
16-10 (Lr
16-10(S
16-10 (R
16-11 (Lr
16-11(S
16-11 (R
16-12 (W
16-12 (- W
16-12 (0.7E
16-12 (- 0.7E
16-13 (W,Lr
16-13 (WS
16-13 (W,R
16-13 (- W,Lr;
16-13 (- W,S;
16-13 (- W,R;
16-14(E
16-14(-E
16-15 (WJ
16-15 (- WJ
16-16 (Ej
16-16 (- EJ
I 1.5
0.4
I 1.5
0.4
I 6.3
1.7
I 1.5
0.4
I 1.5
0.4
1 5.1
1.4
I 1.5
0.4
1 1.5
0.4
I 2.9
0.4
i -3.4
-2.2
1.7
0.6
1.3
0.2
6.1
1.4
2.5
0.4
2.5
0.4
1.4
-0.6
-2.2
-1.5
-2.2
-1.5
1.7
0.6
1.3
0.2
2.28
0.24
-4.02
-2.34
1.1
0.5
0.7
0.0
0.7
0.0
0.7
0.0
2.8
0.0
0.7
0.0
0.7
0.0
2.3
0.0
0.7
0.0
0.7
0.0
0.7
0.0
-2.3
-1.0
0.8
0.0
0.6
-0.1
2.3
0.0
0.7
0.0
0.7
0.0
0.0
-0.8
-1.6
-0.8
-1.6
-0.8
0.8
0.0
0.6
-0.1
0.42
0
-2.58
-1.02
0.6
0.0
0.3
-0.1
MAXIMUM = 6.3 1.7 2.8 0.0
MINIMUM = -4.0 -2.3 -2.6 -1.0
60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
2195
5
BY: JMR
9/14/2015
JOB NO: 2195
PAGE <O
LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC 1605.3 FOR f
ALLOWABLE STRESS DESIGN OF FOUNDATIONS
16-8 D + F 16-13 D + H + F + 0.75(.6W) +
16-9 D + H + F + L 0.75L + 0.75 (Lr or S or R)
16-10 D+H+F+(LrorSorR) 16-14 D + H + F + 0.75(.7E) +
16-11 D + H + F +0.75 (L) + 0.75L+0.75S
0.75 Lr or S or R
( )
16-16 0.6D +.6W + H
16-12 D + H + F + (.6W or 0.7E) 16-16 0.6(D+F) +0.7E + H
REACTIONS BELOW DETERMINED BY METAL BUILDING MFG.
FRAME LINE (S): 4
COLUMN(S): C
D (DEAD) =
F (FLUID) =
H (LATERAL) =
L (LIVE)
Lr (ROOF) _
S (SNOW) =
R (RAIN) _
W (WIND) _
- W (WIND) _
E (SEISMIC) _
- E (SEISMIC) _
VERTICAL HORIZONTAL
(KIPS) (KIPS) i
0.9
0
0
0
0"
0
0
0
3.8
0
0
0
0
0
0
1.6
-6.4
0
0.2
0.2
-0.2
0
60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
16-
16-
16-10 (Li
16-10(S
16-10 (R
16-11 (Li
16-11(S
16-11 (R
16-12 (W
16-12 (- W
16-12 (0.7E
16-12 (- 0.7E
16-13 (W,Lr
16-13 (WS
16-13 (W,R
16-13 (- W,Lr,
16-13 (- WS'
16-13 (- W,R
16-14(El,
16-14(-Ej
16-15 (WJ
16-15 (- WJ
16-16 (E)
16-16 (- EJ
i.
i'
4
BY: JMR
9/14/2015
Ma m 0 flJ JOB NO:
m
PAGE
i
LOAD COMBINATIONS FOR REACTIONS PER 2013 CBC 1605.3 FOR'
ALLOWABLE STRESS DESIGN OF FOUNDATIONS
FRAME LINE (S): 4
COLUMN(S): C
VERTICAL HORIZONTAL
(KIPS) (KIPS)
3 0.9
0.0
3 0.9
0.0
4.7
0.0
0.9
0.0
0.9
0.0
3.8
0.0
I 0.9
0.0
I 0.9
0.0
0.9
1.0
I -2.9
0.0
I 1.0
0.1
I 0.8
0.0
I 3.8
0.7
0.9
0.7
0.9
0.7
0.9
0.0
-2.0
0.0
-2.0
0.0
1.0
0.1
0.8
0.0
0.54
0.96
-3.3
0
0.7
0.1
0.4
0.0
MAXIMUM = 4.7 1.0
MINIMUM = -3.3 0.0 t
t:
F
60 Independence Circle, Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
2195
7
sE.„ 7111tU;EEaRING
}
}
BY: JMR
9/14/2015
JOB NO:
PAGE
THE DESIGN OF THE METAL BUILDING FOUNDATION WITH A SLAB IS BASED ON THE
CALIFORNIA BUILDING CODE. THE FOUNDATION DESIGN IS BASED ON REACTIONS
PROVIDED BY THE METAL BUILDING MFG.
ALLOWABLE SOIL BEARING VALUE = 1500 PSF
COLUMN LOCATION: COLUMN FOOTINGS AT END FRAMES 1A, 1E
MAXIMUM GRAVITY
MAXIMUM UPLIFT
MAXIMUM OUTWARD THRUST
= 1.3 KIPS
1.6 KIPS
1.3 KIPS
THICKNESS OF CONCRETE SLAB = 4
WIDTH OF SLAB USED TO RESIST UPLIFT 4
CONTINUOUS FTG.? (1=YES, 0= NO) = 1
DEPTH OF CONTINUOUS FOOTING = 12
WIDTH OF CONTINUOUS FOOTING = 12
LENGTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT =
WEIGHT -OF SLAB / CONTINUOUT FTG. TO RESIST UPLIFT =
FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5' _
FRICTION RESISTANCE PER CBC TABLE 1804.2
FOOTING AREA USED FOR FRICTION RESISTANCE _
UPLIFT RESISTANCE DUE TO FRICTION (MAX. =112 DL) _
FRAME DEAD LOAD (DL) = L 0.3 1/2 DL =
TRY THE FOLLOWING FOOTING SIZE:
GRAVITY CAPACITY =
3.4 KIPS
UPLIFT CAPACITY =
3.0 KIPS
CONCRETE VOLUME =
0.15 YD
INCHES
FEET
INCHES
INCHES
I 12 (FEET
4.2
KIPS
0.5
FEET
130.00
PSF
1.6
SQ. FT.
0.2
KIPS
0.2
KIPS
WIDTH = 1 FEET
LEFEET
NGTH = EH DEPTH (D) FEET
N
Use 1.00' x 2.00'x 2.00' DEEP
WITH 1 - #4 REBAR LONGITUDINAL STEEL
1 - #4 REBAR TRANSVERSE STEEL "
" MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE'
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
2195
8
O.K. >
1.3 KIPS
O.K. >
1.6 KIPS
N
Use 1.00' x 2.00'x 2.00' DEEP
WITH 1 - #4 REBAR LONGITUDINAL STEEL
1 - #4 REBAR TRANSVERSE STEEL "
" MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE'
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
2195
8
C r'
�--.:
COLUMN LOCATION: COLUMN FOOTINGS AT END FRAMES 1A, 1E
DETERMINE STEEL REQUIRED IN FOOTINGS
Pu = 1.7P = 2.7 KIPS
UPWARD PRESSURE = 1,360 PSF
i
f '•
4 ,
BY: t JMR
9/14/2015
JOB NO: 2195
PAGE 9
UNIFORM LOAD PER FOOT OF FOOTING = 1.36 KIPS/FT.
Mu = w (1/2 LENGTH OF FOOTING2) /2= 0.68 KIP -FT.
4/3 Mu = 0.91 KIP -FT.
LONGITUDINAL STEEL TRY: - #4 REBAR
fc = 2,500 PSI
fy = 40,000 PSI
As= 0.20 IN 2
d= 21 IN.
b= 1 FT.
T = As(fy) = 7.85 KIPS
T = C = .85(fc)(b)(a) = 25.5a KIPS % a = 0.31
(DMn =.9 * T (d -.5 * a) / 12 = 12.28 KIP -FT. >4/3 Mu % OKAY
CHECK ON CENTER SPACING OF STEEL IN FOOTING:
FOR: 1 - #4 REBAR SPACING = 6 INCHES ON CENTER
OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER
LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM:. THE TRANSVERSE STEEL WILL BE
THE SAME AS THE LONGITUDINAL STEEL WHICH IS CONSERVATIVE
60 Independence Cir., Ste. 201 • Chico, CA 95973 (530) 892-1100 • Fax: 892-1115
t ream Olid
i
BY: JMR
9/14/2015
JOB NO: 2195
PAGE to
THE DESIGN OF THE METAL BUILDING FOUNDATION WITH A SLAB IS BASED ON THE
CALIFORNIA BUILDING CODE. THE FOUNDATION DESIGN IS BASED ON REACTIONS
PROVIDED BY THE METAL BUILDING MFG.
ALLOWABLE SOIL BEARING VALUE = 1500 PSF r
f
i
COLUMN LOCATION: COLUMN FOOTINGS AT END FRAMES 113, 1D
MAXIMUM GRAVITY =
4.5 KIPS ,
MAXIMUM UPLIFT = 2.8 KIPS
MAXIMUM OUTWARD THRUST = 0 KIPS
THICKNESS OF CONCRETE SLAB = 4
INCHES
WIDTH OF SLAB USED TO RESIST UPLIFT 4
FEET
CONTINUOUS FTG.? (1=YES, 0= NO) = 1
YES
DEPTH OF CONTINUOUS FOOTING = 12
INCHES
WIDTH OF CONTINUOUS FOOTING = 12
INCHES
LENGTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT =
12
FEET
WEIGHT OF SLAB / CONTINUOUT FTG. TO RESIST UPLIFT =
4.2
KIPS
FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5' =
1.5
FEET
FRICTION RESISTANCE PER CBC TABLE 1804.2 =
130.00
PSF
FOOTING AREA USED FOR FRICTION RESISTANCE =
4.7
SQ.FT.
UPLIFT RESISTANCE DUE TO FRICTION MAX. =112 DL) =
0.5
KIPS
FRAME DEAD LOAD (DL) E 0.9 112 DL =
0.5
KIPS '
TRY THE FOLLOWING FOOTING SIZE: WIDTH=
1
FEET
LENGTH =
3
FEET
DEPTH (D) =
2
FEET
GRAVITY CAPACITY = 5.1 KIPS O.K. >
4.5
KIPS
UPLIFT CAPACITY = 3.5 KIPS O.K. >
2.8
KIPS
CONCRETE VOLUME = 0.22 YD'
Use 1.00' x 3.00' x 2.00' DEEP
WITH 1 - #4 REBAR LONGITUDINAL STEEL "
1 - #4 REBAR TRANSVERSE STEEL "
MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 • Chico, CA 95973 (530) 892-1100 • Fax: 892-1115
COLUMN LOCATION: COLUMN FOOTINGS AT END FRAMES 1B, ID
t;
t.�
c
BY: JMR
9/14/2015
JOB NO: 2195
PAGE '
E
r
DETERMINE STEEL REQUIRED IN FOOTINGS
Pu =1.7P = 4.8 KIPS
UPWARD PRESSURE = 1,587 PSF
UNIFORM LOAD PER FOOT OF FOOTING = 1.59 KIPS/FT.
Mu = w (1/2 LENGTH OF FOOTING2) /2= 1.79 KIP -FT.
4/3 Mu = 2.38 KIP -FT.
LONGITUDINAL STEEL TRY: C 1—� - 94 REBAR
fc = 2,500 PSI
fy = 40,000 PSI
As= 0.20 IN 2
d= 33 IN.
b= 1 FT.
T= As(fy) = 7.85 KIPS
T = C = .85(fc)(b)(a) = 25.5a KIPS % a = 0.31
(DMn =.9 * T (d -.5 * a) / 12 = 19.35 KIP -FT. >413 Mu % OKAY
CHECK ON CENTER SPACING OF STEEL IN FOOTING:
FOR: 1 - #4 REBAR SPACING= 6 INCHES ON CENTER
OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER
f
LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM:. THE TRANSVERSE STEEL WILL BE
THE SAME AS THE LONGITUDINAL STEEL WHICH IS CONSERVATIVE
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 9
l
Fax: 892-1115
00 -
BY: JMR
ram
m 0� :` 9/14/2015
JOB NO: 2195
PAGE I L -
THE DESIGN OF THE METAL BUILDING FOUNDATION WITH A SLAB IS BASED ON THE
CALIFORNIA BUILDING CODE. THE FOUNDATION DESIGN IS BASED ON REACTIONS r
PROVIDED BY THE METAL BUILDING MFG.
ALLOWABLE SOIL BEARING VALUE = 1500 PSF
COLUMN LOCATION: COLUMN FOOTINGS AT FRAME LINES 2 AND 3
MAXIMUM GRAVITY
MAXIMUM UPLIFT
MAXIMUM OUTWARD THRUST
6.3 KIPS
= 4 KIPS
1.7 KIPS
THICKNESS OF CONCRETE SLAB = 4
WIDTH OF SLAB USED TO RESIST UPLIFT 4
CONTINUOUS FTG.? (1=YES, 0= NO) = 1
DEPTH OF CONTINUOUS FOOTING = 12
WIDTH OF CONTINUOUS FOOTING = 12
LENGTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT =
WEIGHT OF SLAB / CONTINUOUT FTG. TO RESIST UPLIFT =
FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5' _
FRICTION RESISTANCE PER CBC TABLE 1804.2 =
FOOTING AREA USED FOR FRICTION RESISTANCE
UPLIFT RESISTANCE DUE TO FRICTION (MAX. =1/2 DL) _
FRAME DEAD LOAD (DL) =E 1.5 1/2 DL =
TRY THE FOLLOWING FOOTING SIZE:
GRAVITY CAPACITY =
10.6 KIPS
UPLIFT CAPACITY =
4.4 KIPS
CONCRETE VOLUME =
0.46 YD
INCHES
FEET
INCHES
INCHES
12
FEET
4.2
KIPS
1
FEET
130.00
PSF
7.9
SQ. FT.
0.8
KIPS
0.8
KIPS
WIDTH = 2.5 FEET
LEFEET
NGTH = El
DEPTH (D) FEET
HAIRPIN REQUIRED FOR OUTWARD THRUST: TRY #C]REBAR
ANGLE OF HAIRPIN = 30 DEGREES
STEEL Fy = 40 KSI
HAIRPIN CAPACITY = 7.59 KIPS O.K. > 1.7 KIPS
Use 2.50' x 2.50'x 2.00' DEEP
WITH # 4 HAIRPIN (4' LONG AT EACH LEG)
WITH 3 - #4 REBAR LONGITUDINAL STEEL
3 - #4 REBAR TRANSVERSE STEEL "
MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115
O.K. >
6.3 KIPS
O.K. >
4 KIPS
HAIRPIN REQUIRED FOR OUTWARD THRUST: TRY #C]REBAR
ANGLE OF HAIRPIN = 30 DEGREES
STEEL Fy = 40 KSI
HAIRPIN CAPACITY = 7.59 KIPS O.K. > 1.7 KIPS
Use 2.50' x 2.50'x 2.00' DEEP
WITH # 4 HAIRPIN (4' LONG AT EACH LEG)
WITH 3 - #4 REBAR LONGITUDINAL STEEL
3 - #4 REBAR TRANSVERSE STEEL "
MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 0 Chico, CA 95973 0 (530) 892-1100 0 Fax: 892-1115
BY: JMR
Ct as 9/14/2015
JOB NO: 2195
PAGE I ?7
COLUMN LOCATION: COLUMN FOOTINGS AT FRAME LINES 2 AND 3
DETERMINE STEEL REQUIRED IN FOOTINGS f
Pu = 1.7P = 6.8 KIPS
UPWARD PRESSURE = 1,088 PSF
UNIFORM LOAD PER FOOT OF FOOTING = 1.09 KIPS/FT. r
Mu = w (1/2 LENGTH OF FOOTING2) /2= 0.85 KIP -FT.
4/3 Mu = 1.13 KIP -FT.
LONGITUDINAL STEEL TRY: L� - #4 REBAR
fc = 2,500 PSI
fy = 40,000 PSI {, .
As = 0.59 IN 2
d = 27 IN.
b = 2.5 FT.
T = As(fy) = 23.56 KIPS
T = C = .85(fc)(b)(a) = 63.8a KIPS % a = 0.37
OMn=.9*T(d-.5*a)/12= 47.39 KIP -FT. >413 Mu% OKAY
CHECK ON CENTER SPACING OF STEEL IN FOOTING:
FOR: 3 - #4 REBAR SPACING = 8 INCHES ON CENTER
OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER
i
LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM:. THE TRANSVERSE STEEL WILL BE
THE SAME AS THE LONGITUDINAL STEEL WHICH IS CONSERVATIVE f
r
t
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
5
i +
c
BY: JMR
ream On,p
-- 1
r l 9/15/2015
JOB NO: 2195
PAGE
THE DESIGN OF THE METAL BUILDING FOUNDATION WITH A SLAB IS BASED ON THE
CALIFORNIA BUILDING CODE. THE FOUNDATION DESIGN IS BASED ON REACTIONS
PROVIDED BY THE METAL BUILDING MFG.
ALLOWABLE SOIL BEARING VALUE =
1500 PSF
COLUMN LOCATION: COLUMN FOOTINGS AT 4A, 4E
MAXIMUM GRAVITY = 2.8 KIPS
MAXIMUM UPLIFT = 2.6 KIPS
MAXIMUM OUTWARD THRUST = 0 KIPS
THICKNESS OF CONCRETE SLAB = 4
WIDTH OF SLAB USED TO RESIST UPLIFT 4
CONTINUOUS FTG.? (1=YES, 0= NO) = 1
DEPTH OF CONTINUOUS FOOTING = 12
WIDTH OF CONTINUOUS FOOTING = 12
LENGTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT =
WEIGHT OF SLAB / CONTINUOUT FTG. TO RESIST UPLIFT =
FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5' _
FRICTION RESISTANCE PER CBC TABLE 1804.2 =
FOOTING AREA USED FOR FRICTION RESISTANCE _
UPLIFT RESISTANCE DUE TO FRICTION MAX. =1/2 DL) _
FRAME DEAD LOAD (DL) F 0.7 1/2 DL =
TRY THE FOLLOWING FOOTING SIZE:
GRAVITY CAPACITY =
3.4 KIPS
UPLIFT CAPACITY =
3.1 KIPS
CONCRETE VOLUME =
0.15 YD3
INCHES
FEET
YES
INCHES
INCHES
1 12 I
FEET
4.2
KIPS
0.5
FEET
130.00
PSF
1.6
SQ.FT
0.2
KIPS
0.4
KIPS
WIDTH = 1 FEET
LENGTH = 2 FEET
DEPTH (D) = 2 FEET
Use 1.00' x 2.00' x 2.00' DEEP
WITH 1 - #4 REBAR LONGITUDINAL STEEL
1 - #4 REBAR TRANSVERSE STEEL '°
* MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
O.K. >
2.8 KIPS
O.K. > .
2.6 KIPS
Use 1.00' x 2.00' x 2.00' DEEP
WITH 1 - #4 REBAR LONGITUDINAL STEEL
1 - #4 REBAR TRANSVERSE STEEL '°
* MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 0 Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
t
0
BY: JMR
IG�'�IGW
unG 9/15/2015
c`
JOB NO: 2195
PAGE { c22
COLUMN LOCATION: COLUMN FOOTINGS AT 4A, 4E
DETERMINE STEEL REQUIRED IN FOOTINGS
Pu = 1.713= 4.4 KIPS
UPWARD PRESSURE = 2,210 PSF
UNIFORM LOAD PER FOOT OF FOOTING = 2.21 KIPS/FT.
Mu = w (1/2 LENGTH OF FOOTING2) /2= 1.11 KIP -FT.
4/3 Mu = 1.47 KIP -FT.
LONGITUDINAL STEEL TRY: -#4 REBAR
fc = 2,500 PSI
fy = 40,000 PSI
As = 0.20 IN 2
d = 21 IN.
b= 1 FT.
T = As(fy) = 7.85 KIPS
T = C = .85(fc)(b)(a) = 25.5a KIPS :. a = 0.31
(DMn =.9 * T (d -.5 * a) / 12 = 12.28 KIP-FT.>413Mu:. OKAY
CHECK ON CENTER SPACING OF STEEL IN FOOTING:
FOR: 1 - #4 REBAR SPACING = 6 INCHES ON CENTER
OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER
i
LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM:. THE TRANSVERSE STEEL WILL BE
THE SAME AS THE LONGITUDINAL STEEL WHICH IS CONSERVATIVE
f
60 Independence Cir., Ste. 201 • Chico, CA 95973
9 (530) 892-1100 0 Fax: 892-1115
o BY: JMR
{ C'G�JO Ofd 9/15/2015
JOB NO: 2195
H PAGE (Co
THE DESIGN OF THE METAL BUILDING FOUNDATION WITH A SLAB IS BASED ON THE ;
CALIFORNIA BUILDING CODE. THE FOUNDATION DESIGN IS BASED ON REACTIONS
PROVIDED BY THE METAL BUILDING MFG.
ALLOWABLE SOIL BEARING VALUE =
1500 PSF
COLUMN LOCATION: COLUMN FOOTINGS AT 4C
MAXIMUM GRAVITY = 4.7 KIPS
MAXIMUM UPLIFT = 3.3 KIPS
MAXIMUM OUTWARD THRUST = 1 KIPS
THICKNESS OF CONCRETE SLAB = 4
WIDTH OF SLAB USED TO RESIST UPLIFT 4
CONTINUOUS FTG.? (1=YES, 0= NO) = 1
DEPTH OF CONTINUOUS FOOTING = 12
WIDTH OF CONTINUOUS FOOTING = 12
LENGTH OF CONTINUOUS FTG. USED TO RESIST UPLIFT =
WEIGHT OF SLAB / CONTINUOUT FTG. TO RESIST UPLIFT =
FTG. DEPTH USED FOR FRICTION RESISTANCE = D -1.5' _
FRICTION RESISTANCE PER CBC TABLE 1804.2 =
FOOTING AREA USED FOR FRICTION RESISTANCE _
UPLIFT RESISTANCE DUE TO FRICTION (MAX. =1/2 DL) _
FRAME DEAD LOAD (DL) = 0.9 1/2 DL =
TRY THE FOLLOWING FOOTING SIZE:
GRAVITY CAPACITY =
5.1 KIPS
UPLIFT CAPACITY =
3.5 KIPS
CONCRETE VOLUME =
0.22 YD
INCHES
FEET
YES
INCHES
INCHES
I 12 I
FEET
4.2
KIPS
1.5
FEET
130.00
PSF
4.7
SQ. FT.
0.5
KIPS
0.5
KIPS
WIDTH =FEET FEET
LENGTH = 3 FEET
DEPTH (D) = 2 FEET
Use 1.00' x 3.00'x 2.00' DEEP
WITH 1 - #4 REBAR LONGITUDINAL STEEL'
1 - 94 REBAR TRANSVERSE STEEL ;
* MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
O.K. > 4.7
KIPS
O.K. > 3.3
KIPS
Use 1.00' x 3.00'x 2.00' DEEP
WITH 1 - #4 REBAR LONGITUDINAL STEEL'
1 - 94 REBAR TRANSVERSE STEEL ;
* MINIMUM STEEL REQUIRED BY THE ANALYSIS ON THE FOLLOWING PAGE
AND MAY BE INCREASED ON THE PLANS AT THE DISCRETION OF THE DESIGNER
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 • Fax: 892-1115
r�+
}
BY: JMR
Fes i. 9/15/2015
' JOB NO: 2195
�. ... .. PAGE
r
COLUMN LOCATION: COLUMN FOOTINGS AT 4C
r
DETERMINE STEEL REQUIRED IN FOOTINGS
t
Pu = 1.7P = 5.6 KIPS
UPWARD PRESSURE = 1,870 PSF
UNIFORM LOAD PER FOOT OF FOOTING = 1.87 KIPS/FT.
Mu = w (1/2 LENGTH OF FOOTING2) /2= 2.10 KIP -FT.
4/3 Mu = 2.81 KIP -FT.
LONGITUDINAL STEEL TRY: �J - #4 REBAR i
Pc = 2,500 PSI
fy = 40,000 PSI
As = 0.20 IN'
d= 331N
b= 1 FT.
T= As(fy) = 7.85 KIPS
T = C = .85(Pc)(b)(a) = 25.5a KIPS :. a = 0.31
(DMn =.9 ' T (d -.5 " a) / 12 = 19.35 KIP -FT. >413 Mu:. OKAY
CHECK ON CENTER SPACING OF STEEL IN FOOTING:
FOR: 1 - #4 REBAR SPACING = 6 INCHES ON CENTER
OKAY PER ACI 10.5.4 SPACING <= 18 INCHES ON CENTER
r
LONGITUDINAL STEEL IS DESIGNED AS ONE WAY BEAM:. THE TRANSVERSE STEEL WILL BE
THE SAME AS THE LONGITUDINAL STEEL WHICH IS CONSERVATIVE
60 Independence Cir., Ste. 201 • Chico, CA 95973 • (530) 892-1100 •
Fax: 892-1115
i" I
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AN NO CONIPANY
DESIGN PACKAGE
BUILDER: SANCO STEEL
CUSTOMER: FRED CORONA
JOB NUMBER: 14-B-95494
TABLE OF CONTENTS
BUTTE
COUNTY
OCT 12 2015
DEVELOPMENT
SERVICES
8►s asog
PERMIT #
BUTTE COUNTY DEI., ELOppPMENT SERVICES
CODE COMPLIANCE
DATES -9 11 ; SY___
Original Design Completed thru Change Order # 0
Revision Histo
Update Date
Rev # Reactions Reason for Revision Pages Revised Revised Eng.
Project Engineer: Brian Carmichael (Oklahoma City)
Checking Engineer: Matt Dotta
Signing Engineer: Matt Dotta, P.E.
Page
Design Criteria
1
Notes on Drawings
2 - 3
Deflection Criteria
4
Project Layout
NA
Building A
5- 13
Reactions
Bracin
Frames
BUTTE
COUNTY
OCT 12 2015
DEVELOPMENT
SERVICES
8►s asog
PERMIT #
BUTTE COUNTY DEI., ELOppPMENT SERVICES
CODE COMPLIANCE
DATES -9 11 ; SY___
Original Design Completed thru Change Order # 0
Revision Histo
Update Date
Rev # Reactions Reason for Revision Pages Revised Revised Eng.
Project Engineer: Brian Carmichael (Oklahoma City)
Checking Engineer: Matt Dotta
Signing Engineer: Matt Dotta, P.E.
t
ARBUILDING SYSTEMS@
AN NCYCOMPANY
f
August 24, 2015
SANCO STEEL
343 SOUTH ST
ORLAND, CA 95963-2004
14-B-95494
FRED CORONA
DURHAM, CA
4010" x 60'0" x 16'0"
To Whom It May Concern:
This is to certify that materials for the subject structure have been designed in
accordance with the order documents, specifically as shown per the attached
Engineering Design Criteria Sheet.
Aspects of code compliance as related to use or occupancy, such as sprinkler -
requirements, are not addressed by these documents.
These materials, when properly erected on an adequate foundation in accordance with
the erection drawings as supplied and using the components as furnished, will meet
the attached loading requirements.
This certification does not cover field modifications or the design of materials
not furnished by Star Building Systems.
The attached design criteria and calculations are to remain with and form part of
this Letter of Certification.
The calculations and the metal building they represent are the product of Star
Building Systems or a division of its affiliate NCI Building Systems. The engineer
whose seal appears hereon is employed by either Star Building Systems orea division
of its affiliate NCI Building Systems and is not the engineer of record for this
project.
Cordially,
Star Building Systems
Materials for Metal Buildings
An NCI Company
Matthew J. Dotta, P.E.
Regional'Engineer
0
14-6-95494
8600 South 1-35 Service Road • Oklahoma City, OK 73149 • 405.636.2010 • starbuildings.com
`Job Number ........................
Builder ...........................
Jobsite Location ..................
Building Code .....................
Building Risk Category ............
Roof Dead Load
Superimposed .................
Collateral ...................
(0.50 psf Other)
Roof Live Load ....................
Wind
14-B-95494
SANCO STEEL
FRED CORONA,DURHAM,California
2013 CALIFORNIA
Normal (Risk Category II)
2.16 psf
0.50 psf
20.00 psf reduction allowed
Ultimate Wind Speed (Vult) ... 110.00 mph
Wind Exposure Category ....... C
Internal Pressure Coef (GCpi) 0.18/-0.18
Loads for components not provided by building manufacturer
Corner Areas (within 4.00' of corner) 24.46 psf pressure -32.62 psf suction
Other Areas 24.46 psf pressure -26.50 psf suction
These values are the maximum values required based on a 10 sq ft area.
Components with larger areas may have lower wind loads.
Seismic
Seismic Importance Factor (Ie) 1.00
Seismic Design Category ...... D
Soil Site Class .............. D Stiff Soil
Ss ........................... 0.611 g
Sds .....
0.534 g
S1 ........................... 0.269 g
Shc .....
0.334 g
Analysis Procedure ........... Equivalent Lateral Force
Column Line 4
1-3
SWA & SWC
Basic Force Resisting System B3
C4
B3
Response Modification Coefficient (R) 3.25,
3.50
3.25
Seismic Response Coefficient (Cs) 0.164
0.153
0.164
Design Base Shear in kips (V) 0.73
1.70
2.18
Basic Structural System (from ASCE 7-10 Table
12.2-1)
B3 - Ordinary Steel Concentrically Braced Frame
C4 - Ordinary Steel Moment Frame
1
08/24/2015
Material properties of steel bar, plate, and sheet used in the fabrication
of built-up structural framing members conform to ASTM A529, ASTM A572,
ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi.
Material properties of hot rolled structural shapes conform to ASTM A992,
ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi.
Hot rolled angles, other than flange braces, conform to ASTM 36 minimum.
Hollow structural shapes conform to ASTM A500 grade B, minimum yield
point is 42 ksi for round HSS and 46 ksi for rectangular HSS.
Material properties of cold -formed light gage steel members conform to
the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55
Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1
with a minimum yield point of 55 ksi. For Canada, material properties
conform to CAN/CSA G40.20/G40.21 or equivalent.
Bolted joints with A325 Type 1 bolts greater than
1/2" diameter are specified as pre -tensioned joints in accordance with
the Specification for Structural Joints Using ASTM A325 or A490 Bolts,
December 31, 2009. Pre -Tensioning can be accomplished by using the
turn -of -nut method of tightening, calibrated wrench, twist -off -type
tension -control bolts or direct -tension -indicator as acceptable to
the Inspecting Agency and Building Official. Installation inspection
requirements for pre -tensioned joints (Specification for Structural
Joints Section 9.2) using turn -of -nut method is suggested.
The connections on this project are not slip critical.
Using 7 x 7 eave gutter with 4 x 5 downspouts, the roof drainage system
has been designed using the method outlined in the MBMA Metal Building
Systems Manual. Downspout locations have not been located on these drawings.
The downspouts are to be placed on the building sidewalls at a spacing not
to exceed 222 feet with the first downspout from both ends of the gutter
run within 111 feet of the end. Downspout spacing that does not exceed
the maximum spacing will be in compliance with the building code.
The gutter and downspout system as provided by the manufacturer
is designed to accommodate 3.3 in/hr rainfall intensity.
Design criteria as noted is as given within order documents and is applied
in general accordance with the applicable provisions of the model code
and/or specification indicated. Neither the metal building manufacturer
nor the certifying engineer declares or attests that the loads as
designated are proper for local provisions that may apply or for site
specific parameters. The design criteria is supplied by the builder,
project owner, or an Architect and/or Engineer of Record for the overall
construction project.
This metal building system is designed as enclosed. All exterior
components (i.e. doors, windows, vents, etc.) must be designed to
withstand the specified wind loading for the design of components
and cladding in accordance with the specified building code.
The materials by the manufacturer will be fabricated in a facility
that has received certification of accreditation for the Manufacturers
of Metal Building Systems (AC472) from International Accreditation
Service (IAS). This certification is recognized under Section 1704
of the IBC for approved fabricators.
The framing at Building A, gridline 1 is NOT designed to receive a future
bay addition. Corresponding frame reactions are calculated based upon
actual tributary area.
2
08/24/2015
'Framed openings, walk doors, and open areas shall be located in
the bay and elevation as shown in the erection drawings. The
cutting or removal of girts shown on the erection drawings
due to the addition of framed openings, walk doors, or open areas
not shown may void the design certifications supplied •by the metal
building manufacturer.
3
08/24/2015
Job Number ......................... 14-B-95494
Builder ...........................
SANCO STEEL
Jobsite Location ..................
FRED CORONA,
DURHAM, California
The material supplied by the manufacturer
has been
designed with
the following minimum deflection
criteria. The actual
deflection
may be less depending on actual
load and actual member length.
BUILDING DEFLECTION LIMITS...: BLDG
-A
Roof Limits
Rafters Purlins Panels
Live L/
180
150
60
Snow L/
180
180
60
Wind L/
180
180
60'
Total Gravity L/
120
120
60
Total Uplift L/
N/A
N/A
60,
Frame Limits
Sidesway
Live H/
60
Snow H/
60
Wind H/
60
Seismic Drift H/
40
Total Gravity H/
60
Total Wind H/
60
Service Seismic H/
50
Wall Limits
Limit
Total Wind Panels L/
60
Total Wind Girts L/
90
Total Wind EW Columns L/
120
The Service Seismic limit as shown here is at service level loads.
4
08/24/2015
key Strut, x=double Z, OMS IIb'M3QIS
xx=triple Z,
o=p I pe(FM)
0109
0102 0102 0 .OZ .I .;
�- 4 1,4 m m
02/1
o�
0
14' 0
11' 6
7' 6
N
r+ O
O
O
N
NO .IU
mx
Owner
FRED CORONA
DURHAM CA 95938
P.O. CORONA -DURHAM
r
4 4
4 4
1/20
1/20
1/20
<1/20
0
12x14
1/20 F. ❑.
O I0 ID �- 4 4 -�
2010 2010 20'0
60' 0
SIDEWALL SWA
9-
Builder 1
SANC❑ STEEL
Job Noi 95494A run01
Version, ver01-bacarmichael
Mon Aug 24 10, 13, 28 2015
9 ,L
9 11 T
0 ,til
5
08/24/2015
A
3
W
J
J
Q
3
A
Z
W
Star Building Systems, OKC, OK
Design Summary Program User: bacarmichael Job Number: 95494A
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start Time: 10:20:50
R:\..\14-B-95494\ver01-bacarmichael\Bldg-A\run01\95494A_bldg_A Ol.cds
------------------------------------------------------------------=------------
M A IN B U I L D ING DESIGN SUMMARY REPORT
All connections use ASTM A325N bolts, unless noted otherwise.
All anchor rods are checked according to ASTM F1554 Gr. 36 strengths.
ROOF PLANE ------- RPA
R:\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\run01\AroofRPA Ol.edf
Panel .................... PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@4.3989 2@510 1.2022
Bay
Length
Member Size
Brace
L Lap
R Lap
#
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
20.000
8X2.5Z16
None
S 0.000
1.479 C
2
20.000
8X2.SZ16
None
C 1.479
1.479 C
3
20.000
8X2.5Z16
None
C 1.479.
0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5 @ Supports: 1,2,3,4
Purlin Stiffened Clips @ Level 2,5 @ Supports: 1,21-3,4
Purlin Backup Plate @ Level 2,5 @ Supports: 1,2,3,4
ROOF PLANE ------- RPC
R:\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\run01\AroofRPC_01.edf
Panel ................... PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING 2@4.3989 2@5'0 1.2022
Bay
Length
Member Size
Brace
L Lap
R Lap
#
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
20.000
8X2.5Z16
None
S 0.000
1.479 C
2
20.000
8X2.5Z16
None
C 1.479
1.479 C
3
20.000
8X2.5Z16
None
C 1.479
0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5 @ Supports: 4,3,2,1
Purlin Stiffened Clips @ Level 2,5 @ Supports: 4,3,2,1
Purlin Backup Plate @ Level 2,5 @ Supports: 4,3,2,1
6
08/24/2015
Star Building Systems, OKC, OK
Design Summary Program User: bacarmichael Job Number: 95494A
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start.Time: 10:20:50
R:\..\14-B-95494\ver01-bacarmichael\Bldg-A\run01\95494A_bldg_A_Ol.cds
--------------------------------- w
7
08/24/2015
Purlin
Strut
Q
10.000
(ft)
8X2.5Z16
Bays
3
RPC
Purlin
Strut
Q
10.000
(ft)
8X2.5Z16
Bays
2
RPC
Purlin
Strut
@
10.000
(ft)
8X2.5216
Bays
1
RPC
Purlin
Strut
@
20.000
(ft)
8X2.5Z16
Bays
3
RPC
Purlin
Strut
@
20.000
(ft)
8X2.5Z16
Bays
2
RPC
Purlin
Strut
Q
20.000
(ft)
8X2.5Z16
Bays
1
RPA
Purlin
Strut
@
30.000
(ft)
8X2.5Z16
Bays
1
RPA
Purlin
Strut
Q
30.000
(ft)
8X2.5Z16
Bays
2
RPA
Purlin
Strut
@
30.000
(ft)
8X2.5Z16
Bays
3
SWC
Eave
Strut
@
16.000
(ft)
8X3.5E14
Bays
3
SWC
Eave
Strut
@
16.000
(ft)
8X3.5E14
Bays
2
SWC
Eave
Strut
@
16.000
(ft)
8X3.5E14
Bays
1
SWA
Eave
Strut
@
16.000
(ft)
8X3.5E14
Bays
1
SWA
Eave
Strut
Q
16.000
(ft)
8X3.5E14
Bays
2
SWA
Eave
Strut
Q
16.000
(ft)
8X3.5E14
Bays
3
Note:
1) All
Purlin
strut
locations for all roof
planes
are measured from back
sidewall.
2)All purlin
strut
rows use the
same lap lengths
as the main purlin design.
Eave
strut interior
connection
at SWA
uses (2)-1/2" A325
bolts.
Eave
strut interior
connection
at SWC
uses (2)-1/2" A325
bolts.
Eave
strut connection
at
end -frame uses (4)'-1/2"
A325
bolts.
BRACING
----
Roof:
1 bays
Rod
Plane
SWA
1 bays
Rod
Plane
SWC
1 bays
Rod
Plane
EWB
End Frame
Plane
EWD
1 bays
Rod
7
08/24/2015
Star Building Systems, OKC, OK
Design Summary Program User: bacarmichael Job Number: 95494A
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start Time: 10:20:50
R:\..\14-B-95494\ver01-bacarmichael\Bldg-A\run01\95494A bldg_A_Ol.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWA -- ( 8.250" Inset columns )
R:\Jobs\Active\ENG\14-B-95494\ver0l-bacarmichael\Bldg-A\run01\AWal1SWA Ol.edf
Panel
....................
PBR26
Girts ....................
Girts
....................
Strength
55.0 ksi Yield
Strength
GIRTS SPACINGS
7'6 4'0
GIRTS
SPACINGS
7'6 4'0
2'6
Elev.
Length
Member Size
Brace
L Lap
Bay
Elev.
Length
Member Size
Brace
Locations
L Lap
R Lap
Exten
---------------------------------------------------------------------
1
#
(ft -in)
(ft)
Identification
Locations
0.000
Exten
Exten
716
20.000
---------------------------------------------------------------------
1
716
20.000
8X2.5Z16
None
S
0.000
1.479
C
None
2
716
20.000
8X2.5Z16
None
C
1.479
0.000
S
0.000
3
716
20.000
8X2.5Z16
None
S
0.000
0.000
S
3
1
1116
20.000
8X2.5Z16
None
S
0.000
1.479
C
is
2
1116
20.000
8X2.5Z16
None
C
1.479
0.000
S
3
1116
20.000
8X2.5Z16
None
S
0.000
0.000
S
*
3
1410
20.000
8X2.5C14
None
S
0.146
0.000
S
*
Do
not cut
Channel Girt
Note :
Maximum Distance To Extend Girt From
Adjacent Bay
is
36.00
inches.
FRAMED
OPENINGS:
Width
Height
Sill
Ht Jamb
Header/Sill
Bay Distance
1210
1410
N/A
8X2.5C16 14' Girt
3
410
SIDEWALL PLANE SWC -- ( 8.250" Inset columns )
R:\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\run01\AwallSWC_Ol.edf
Panel ....................
PBR26
Girts ....................
55.0 ksi Yield
Strength
GIRTS SPACINGS
7'6 4'0
Bay
Elev.
Length
Member Size
Brace
L Lap
R Lap
#
(ft -in)
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
716
20.000
8X2.5Z16
None
S
0.000
1.479 C
2
716
20.000
8X2.5Z16
None
C
1.479
1.479 C
3
716
20.000
8X2.5Z16
None
C
1.479
0.000 S
1
1116
20.000
8X2.5Z16
None
S
0.000
1.479 C
2
1116
20.000
8X2.5Z16
None
C
1.479
1.479 C
3
1116
20.000
8X2.5Z16
None
C
1.479
0.000 S
Note : Maximum Distance To Extend Girt From
Adjacent Bay
is
36.00
inches.
8
08/24/2015
Star Building Systems, OKC, OK
Design Summary Program User: bacarmichael Job Number: 95494A
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start Time: 10:20:51
R:\..\14-B-95494\ver01-bacarmichael\Bldg-A\run01\95494A_bldg_A_Ol.cds
---------=---------------------------------------------------------------------
Endwall Plane EWB Design ........ Non -Expandable Frame (CS
)
R:\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\run01\Awal1EWB_Ol.edf
Panel ........................
PBR26
Girts ........................
55.0 ksi Yield
Strength
Girts Spacings 7'6 4'0
2'6•
Bay Elev. Length
Member Size
Brace
L Lap R
Lap
# (ft -in) (ft)
Identification
Locations
Exten Exten
---------------------------------------------------------------------
1 716 9.312
8X2.5Z16
None
S 0.000
0.000
S
2 716 20.000
8X2.5216
None
S 0.000
0.000
S
3 716 9.312
8X2.5Z16
None
S 0.000
0.000
S
1 1116 .9.312
8X2.5Z16
None
S 0.000
0.000
S
2 1116 20.000
8X2.5Z16
None
S 0.000
0.000
S
3 1116 9.312
8X2.5216
None
S 0.000
0.000
S
1 1410 9.312
8X2.5C16
None
S 0.000
0.000
S
* 2 1410 20.000
8X2.5C13
None
S 0.000
0.000.S
3 1410 9.312
8X2.5C16•
None
S 0.000
0.000
S
* Do not cut Channel Girt
FRAMED OPENINGS:
width Height Sill
Ht Jamb
Header/Sill
Bay Distance
1210 1410 N/A
8X2.5C16
14' Girt
2 410
COLUMNS ----- ( 0.000" Inset columns )
Col Dist. Description
# from left Member Size Ident.
------------------------------------------------7----------------------------
1-D 10.000' Interior Frame
Column @ Frame
Line 1
1-B 30.000' Interior Frame
Column @ Frame
Line 1
Note to Drafting: Bridge Clip
not required at
Interior Column.
Flange Braces noted on Profile.
9
08/24/2015.
Star Building Systems, OKC, OK
Design Summary Program User: bacarmichael Job Number: 95494A
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start Time: 10:20:51
R:\..\14-B-95494\ver01-bacarmichael\Bldg-A\run01\95494A_bldg_A_Ol.cds
------------------------------------------- -----------------------------------
Endwall Plane EWD Design ........ Bearing Frame (BF)
R:\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\run01\AwallEWD_Ol.edf
Panel ....................... PBR26
RAFTERS -----
Mem Description Length Start End
# Member Size Identification (ft) (ft) (ft)
-------------------------------------------------------------
1 WBX10 50.0 ksi 19.072 0.000 19.072
Connections... Left : Type -IV SEP 6.0" X 3/8" (2)-1/2" A325N Bolts
Right: Type -III SEP 6.0" X 3/8" (4)-1/2" A325N Bolts
2 W8X10 50.0 ksi 19.072 19.072 38.144
Connections... Left : Type -III SEP 6.0" X 3/8" (4)-1/2" A325N Bolts
Right: Type -IV SEP 6.0" X 3/8" (2)-1/2" A325N Bolts
Flange Braces at following purlins (horizontal distance from eave)
PLANE SWA: 13.798, 18.798 FB=M-Type
PLANE SWC: 13.798, 18.798 FB=M-Type
Girts ........................ 55.0 ksi Yield Strength
Girts Spacings : 7'6 4'0 2'6
Bay
Elev.
Length
Member Size
Brace
L
Lap R
Lap
#
(ft -in)
(ft)
Identification
Locations
Exten Exten
---------------------------------------------------------------------
1
716
19.312
8X2.5Z14
None
S
0.000
0.000 S
2
716
19.312
8X2.5Z14
None
S
0.000
0.000 S
1
1116
19.312
8X2.5Z16
None
S
0.000
0.000 S
2
1116
19.312
8X2.5Z16
None
S
0.000
0.000 S
1
1410
19.312
8X2.5Z16
None
S
0.000
0.000 S
2
1410
19.312
8X2.5Z16
None
S
0.000
0.000 S
COLUMNS ----- ( 0.000" Inset columns )
Col
Dist.
Description
Base Elev
Base plate
design
information
#
from left
Member
Size
Ident.
(ft)
Thickness
& rods
-----------------------------------------------------------------------------
4-A
0.000'
W8X10
50.0
ksi
0.0000'
0.375" BP
thk w/(
4)-0.625" A36
4-C
20.000'
W8X10
50.0
ksi
0.0000'
0.375" BP
thk w/(
4)-0.625" A36
4-E
40.000'
W8X10
50.0
ksi
0.0000'
0.375" BP
thk w/(
4)-0.625" A36
Note to Drafting: Bridge Clip not required at Interior Column.
Flange Braces as noted.
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
CS 40.000 20.00/110.00 16.00/ 10.17 1
CS 40.000 20.00/110.00 16.00/ 19.83 2-3
Note: Use square anchor rod layout.
10
08/24/2015
Eds2Xds User: Job Number: 14-B-95494
bacarmichael
Oklahoma City I Date: 08/24/2015 02:08:32 PM
Relative path: \\OKCSNA01\TS\jobs\Active\Eng\14-B-95494
Building: Bldg -A
CDS file name: 14-B-95494_Bldg-A_Eds2Xds.cds
Pl�nce
I
Name
File
Left File
Right
Frame
SWA
\ver01-bacarmichael\Bld
-A\run01\AwallSWA
01.edf
EWD
\ver01-bacarmichael\Bld
-A\run01\AwallEWD
01.edf
SWC
\ver01-bacarmichael\Bld
-A\run0l\AwallSWC
01.edf
EWB
\ver01-bacarmichael\Bld
-A\run01\AwallEWB,
01.edf
RPA
\ver01-bacarmichael\Bld
-A\run01\AroofRPA
01.edf
RPC
\ver01-bacarmichael\Bld
-A\run01\AroofRPC
01.edf
Cram
Frame
Line
Left
Frame
Left File
Right
Frame
Right File
1
A
\ver01-bacarmichael\Bld
-A\Drft \x01 L A
\ver01-bacarmichael\Bld-A\Drfl \x01 L
2
B
\ver01-bacarmichael\Bld
-A\Drft \x02L B
\ver01 -bacarmichael\Bld-A\Drft \x02L
3
1 B
\ver01-bacarmichael\Bld
-A\Drft \x02L I B
\ver01-bacarmichael\Bld -A\Drft \x02L
Dnr4-ml Crmoc
Plane
Bay
Frame
File i
Name
f
1
f 11
08/24/2015
Mar Building Systems FRAME ID #1 USER NAME:bacarmichael DATE: 8/24/15 TIME:14:13:00 PAGE: 1 -1
3600 S. I-35, Oklahoma City, OK 73149 ms2 40./16./10.167 20./110./0. JOB NAME:95494A FILE:frame_l.fra
ACATION: Gridlines 1 (1) All sectional dimensions are in inches.
)ETAIL FILE: ve\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\Drftg\xO1L (2) All Flange lengths are measured along outer flange.
3OLTS:A325 FULLY TIGHT WEIGHT: 1455 lbs
?URLINS(horz. from eave) :8"-Z 2®414 13/1611,2®5'
'IRTS (vert from floor)• 8"-Z 7'6" 4'(8.25")
W
O
a
2.0
12 .
16' E.H.
n
,n-
T
N
all
r 10' i 10' _I
C nmmRrTTnN nV.TATT.R r * 0 1
Symm.
Frame
Rotate interior columns 90 degrees from.
.standard (typical. unless noted otherwise)
with single pair'of stiffeners centered
above, .the: column.
Location
1* -E
2
3
4
5
6
7
8
9* -D
10
Web Dep.
9.0
9.0
9.0
N/A
9.5
9.5
9.5
9.5
7.89
7.89
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
2E/2E
SPLICE
SPLICE
2E/2E
BASE
CAP/STF
Plate(DN)
6.0X0.375
N/A
2.25X0.25
5.0X0.25
9.0X0.75
N/A
N/A
6.0X0.375
6.0X0.375
6.0X0.375
Plate(UP)
N/A
N/A
N/A
N/A
8.OXO. 75
N/A
N/A
6.0X0.375
N/A
2.25X0.3125
Bolts
(4)-3/4
N/A
N/A
N/A
(8)-3/4
N/A
N/A
(8)-3/4
(4)-3/4
(4)-1/2
Star Building Systems FRAME ID #2 USER NAME:bacarmichael DATE: 8/24/15 TIME:13:59:49 PAGE: 2 -1
8600 S. I-35, Oklahoma City, OK 73149 cs 40./16./19.833 20./110./0. JOB NAME:95494A FILE:frame_2-3.fra
LOCATION: Gridlines 2 3 (1) All sectional dimensions are in inches.
DETAIL FILE: ve\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\Drftg\x02L (2) All Flange lengths are measured along outer flange.
BOLTS:A325 FULLY TIGHT WEIGHT: 1116 lbs
PURLINS(horz. from eave) :8"-Z 2@414 13/1611,2@51
GIRTS (vert. from floor):811-Z 71611,41(8.2511)
0
co w
N
A
N
0
u
CONNECTION DETAILS : * =2 3
Location
1* -E
2
3
4O
5
6
7
Web Dep.
9.0
9.0
9.0
N/A
11.0
11.0
11.0
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
2E/2E
SPLICE
2E/2E
Plate(DN)
6.0X0.375
N/A
2.25X0.25
S.OXO. 2S
8.OXO.75
N/A
6.0X0.375
Plate(UP)
N/A
N/A
N/A
N/A
6.0x0.75
N/A
6.0x0.375
Bolts
(4)-3/4
N/A
N/A
N/A
(8)-3/4
N/A
.: UILDI.N: SYSTEMse
:AN NO COMPANY
REACTIONS
BUILDER: SANCO STEEL
CUSTOMER: FRED CORONA
JOB NUMBER: 14-B-95494
Notes
1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building
loads or dimensions may change the reactions. The reactions will be superseded and voided by any future
mailing.
2) The reactions provided have been created with the following layout (unless noted otherwise).
a) A reaction table is provided with the reactions for each load group.
b) Rigid Frames
(1) Gabled Buildings
(a) Left and Right columns are determined as if viewing the left side of the building, as shown on
the anchor rod drawing, from the outside of the building.
(b) Interior columns are spaced from left side to right side.
(2) Single Slope Buildings
(a) Left column is the low side column.
(b) Right column is the high side column.
(c) Interior columns are spaced from low side to high side.
c) Endwalls
(1) Left and Right columns are determined as if viewing the wall from the outside.
(2) Interior columns are spaced from left to right.
d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the
anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer.
e) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing.
f) X -Bracing
(1) Rod Bracing reactions have been included in values shown in the reaction tables.
(2) For IBC and UBC based building codes,when x -bracing is present in the sidewall, individual
longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, 920.
(3) For IBC and UBC based building codes, when x -bracing is present in the endwall, individual
transverse seismic loads (EQ) do not include the amplification factor, DO.
3) Reactions are provided as un -factored for each load group applied to the column. The foundation engineer will
apply the appropriate load factors and combine the reactions in accordance with the building code and design
specifications to determine bearing pressures and concrete design. The factors applied to load groups for the
steel column design may be different than the factors used in the foundation design.
a) For projects using ultimate design wind speeds such as 2012 IBC or 2010 Florida building code, the wind
load reactions are at a strep h value with a load factor of 1.0.
The manufacturer does not provide "maximum" load combination reactions. However, the individual load
reactions provided may be used by the foundation engineer to determine the applicable load combinations for
his/her design procedures and allow for an economical foundation design.
Rev G 7/01/13
FRAME ID #1 USER NAME- bacarr ichaDATEs 8/24/15 PAGEe 1-2
ms2 40. /16. /10. 167 20./110. JOB NAME -95494A FILE+ frame -1. fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
■LOCATION- Gridlines+ 1
NOTE, All reactions are in kips and kip -ft. TIMES 13, 59+ 20
HL �} VL I V1 .. I V2 .._I VR ..-
F -E I --D --B --A
i nen roni iP ocerT T nN TARI c w = 1
COLUMN
DESCRIPTION
Roof Dead Load
x -E
LL
%-A
x -D
Roof Collateral Load
x -B
EQ
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
H1
V1
LNI
H2
V2
LN2
DL
0.0
0.3
0.0
-0.0
0.3
0.0
0.0
0.8
0.0
0.0
0.8
0.0
LL
-0. 0
0. 5
0. 0
0. 0
0. 5
0. 0
-0. 0
3. 6
0. 0
0. 0
3. 6
0. 0
COLL
-0.0
0.0
0.0
0.0
0.0
0.0
-0.0
0. 1
0.0
0.0
0. 1
0.0
EQ
-0.2
-0.5
0.0
-0.2
0.5
0.0
0.0
0.6
-1. 7
0.0
-0.6
-1.7
WL 1
-1. 8
-2. 9
0. 0
-2. 11
1. 4
0. 0
0. 0
-2. 31
0. 0
0. 0
-5. 5
0. 0
WL2
-2.3
-2. 31
0.0V-1.
2.0
0.0
0.0
-1.3
0.0
0.0
-4.4
0.0
LWL1
1.2
-1.2
0.0
-1.5
0.0
0.0
-4.4
-2.7
0.0
-1.9
-2.7
LWL2
0.7
-1.5
0.0
-1.2
0.0
0.0
-1.9
-2.7
0.0
-4.4
-2.7
LWL3
0.6
-0.6
0.0
-0.9 .
0.0
-0.0
-3.4
2.7
-0.0
-0.9
2.7
LWL4
0.2
-0.9
0.0
-0.5
0.0
-0.0
-0.9
2.7
-0.0
-3.4
2.7
WL3
2. 1
1.4
0.0
-2.9
0.0
-0.0
-5.5
0.0
-0.0
-2.3
0.0
WL4
1.6
2.0
0.0
2.3
-2.3
0.0
-0.0
-4.4
0.0
-0.0
-1.3
0.0
LOAD GROUP
DL
DESCRIPTION
Roof Dead Load
LL
Roof Live Load
COLL
Roof Collateral Load
EQ
Lateral Seismic Load
[parallel to plane of frame]
WL1
Lateral Primary Wind
Load
WL2
Lateral Primary Wind
Load
LWL1
Longitudinal Primary
Wind
Load
LWL2
Longitudinal Primary
Wind
Load
LWL3
Longitudinal Primary
Wind
Load
LWL4
I Longitudinal Primary
Wind
Load
WL3
Lateral Primary Wind
Load
WL4
Lateral Primary Wind
Load
i
FRAME ID #2 USER NAME-bacarmlchaDATEi 8/24/15 PAGE,2-2
cs 40. /16. /19. 833 20. /110. / JOB NAME1 95494A FILE, frame-2-3..fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
xLOCATION- Gridltnes- 2 3
NOTES, (1) Alt reactions are In k, pps and kip -ft. TIMEQ 13, 59- 49
REACT(IbN T �T W overstrength factor (Omega) is not Included in the 'RBDWEQ' and 'RBUPEQ' Load Group reactions.
Ye smlc" FRSE -ONLY' combination reactions include an overstrength factor of, 2.000
HL HR
IVL VR
iii -E-A
I nAn npni iP QFACT T nN_ TAR[ F iK = 2 3
COLUMN
DESCRIPTION
Roof Dead Load
39-E
LL
39-A
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
DL
0. 3
1. 3
0.0
-0. 3
1. 3
0.0
LL
1.3
4.8
0.0
-1.3
4.8
0.0
COLL
0. 1
0.2
0.0
-0. 1
0.2
0.0
EQ
-0.3
-0.3
0.0
-0.3
0.3
0.0
RBUPEQ
0.0
-0.9
-1. 1
-0.0
-0.9
-1. 1
WL1
-3.9
-8.2
0.0
-1.2
-4.8
0.0
WL2
-4.3
-5.0
0.0
-0.8
-1.6
0.0
WL3
1.2
-4.8
0.0
3.9
-8.2
0.0
WL4
0.8
-1.6
0.0
4.3
-5.0
0.0
LWL1
0.7
-6.9
0.0
-0.2
-5.8
0.0
RBUPLW
0.0
-2.3
-2.9
-0.0
-2.3
-2.9
LWL2
0.2
-5. 81
0.0
-0.7
-6.9
0.0
LWL3
0.3
-3.7
0.0
0.2
-2.6
0.0
LWL4
-0.2
-2.6
0.0
-0.3
-3.7
0.0
RBDWLW
-0.0
2.3
0.0
0.0
2.3
0.0
RBDWEQ
-0.0
0.9
0.0
0.0
0.9
0.0
LOAD GROUP
DL
DESCRIPTION
Roof Dead Load
LL
Roof Live Load
COLL
Roof Collateral Load
EQ
Lateral Seismic Load
[parallel
to plane of frame]
RBUPEQ
Upward Acting Rod Brace
Load from Longit. Seismic
WL1
Lateral Primary Wind
Load
WL2
Lateral Primary Wind
Load
WL3
Lateral Primary Wind
Load
WL4
Lateral Primary Wind
Load
LWL1
Longitudinal Primary
Wind Load
RBUPLW
Upward Acting Rod Brace
Load from Longltud. Wind
LWL2
Longitudinal Primary
Wind Load
LWL3
Longitudinal Primary
Wind Load
LWL4
Longitudinal Primary
Wind Load
RBDWLW
Downward Acting Rod
Brace Load
from Longit. Wind
RBDWEQ
Downward Acting Rod
Brace Load
from Long. Seismic
I
FRAME DESCRIPTION: USER NAME, bacarmic DATEo 8/24/15 PAGE -EW -2
Endwall EWD JOB NAME:95494A FILEiREW4BLDG1
PATHS R-\Jobs\Active\ENG\14-B-95494\verO2-bacarnichael\Bldg-A\run0l\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE, A l l reactions are in kips and kip -ft. TIME- 12- 29- 49
REACTII'N unTATTnuc
HL -•
I VL
4-A
lV1 .. IVR ....
4-C 4-E
I nAn GQn11P QFACTTnN TARLE
COLUMN
DESCRIPTION
DEAD LOAD
4-A
C
4-E
LOAD
4-C
LIVE LOAD
LOAD GROUP
HL
VL
LL
HR
VR
LR
H1
V1
L1
D
0. 0
0. 6
0.
0. 0
0. 5
0.
0.
0. 8
0.
C
0. 0
0. 1
0.
0. 0
0. 1
0.
0.
0. 1
0.
L
0. 1
2. 1
0.
0. 0
2. 1
0.
0.
3. 8
0. 0
W+
-0. 1
-3. 4
1, 5
0. 1
-3. 4
0.
0.
-5. 1
3. 5
W-
-0. 1
-3.4
-1.81
0. 1
-3.4
0.
0.
-5. 1
-3.9
WR
-0. 1
-2. 1
0.
0. 1
-3. 4
0.
1, 6
-6. 41
0. 0
WL
-1.7
-5.0
0.
0. 1
-3.4
0.
0.
-3.5
0.0
ER
0.
0.2
0.
0.
0.
0.
0.2
-0.2
0.
EL
-0.2
-0.2
0.
0.
0.
0.
0.
0. 21
0.
LOAD GROUP
D
DESCRIPTION
DEAD LOAD
C
COLLATERAL
LOAD
L
LIVE LOAD
W+
WIND LOAD
AS AN
INWARD ACTING PRESSURE
W-
WIND LOAD
AS AN
OUTWARD ACTING SUCTION
WR
WIND FORCE
FROM
THE RIGHT
WL
WIND FORCE
FROM
THE LEFT
ER
EARTHQUAKE
FORCE
FROM RIGHT
EL
EARTHQUAKE
FORCE
FROM LEFT
Star Building Systems, OKC, OK Page: 5
Bracing Design Program User: bacarmichael Job Number: 95494A
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start Time: 10:20:29
R:\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\run01\
-------------------------------------------------------------------------------
**** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2013 CALIFORNIA
(Reference 2012 International Building Code)
Seismic -resistance System Per:
2010 ASCE 7
Longitudinal seismic loading case 1
(PLANE EWB endwall to opposite endwall is force direction)
Soil Profile Type ................................................... D
Seismic design category ............................................. D
Mapped spectral response accel. for short periods (Ss) .............. 0.6111
Mapped spectral response accel. for 1 second periods (S1)........... 0.2692
Design 5% damped spectral response accel. at short periods (Sds) 0.53415
Design 5% damped spectral response accel. at period 1 sec. (Shc) 0.334095,
Longitudinal Building Period(T).................................... 0.172
Seismic Reliability/Redundancy Factor.........! ..................... 1.3
Seismic Importance Factor(I)....................................... 1
Building minimum longitudinal R value ............................... 3.25
Building minimum transverse R value ................................. 3.25
Roof dead load included in Seismic force "W" (psf).................. 4.153
Roof collateral load included in Seismic force "W" (psf)............ 0.500
5 1.636 TOTAL
0.120 Q FRAME LINE 1, 4
0.465 Q BAY 1, 2, 3
PLANE RPA:
Roof
Brace
External loading (W)
.7rhoV
Brc T
Brc T
Brc
strut
---------
spans
-----
applied to strut
---------------------------
line
------
Total
------
/bay Allow;
------ ------
PLANE
RPC:
1
1.636
TOTAL
0.120
@ FRAME LINE
1, 4
0.465
@ BAY 1, 2,
3
0.5000"
ROD '
10.000,
Transfered =
5.008
0.75
0.84
0.84
4.79
2
3.322
TOTAL
0.265
@ FRAME LINE
1, 4
0.931
Q BAY 1, 2,
3
0.5000"
ROD
10.000,
Transfered =
1.686
0.25
0.28
0.28
4.79
3
3.372
TOTAL
0.290
@ FRAME LINE
1, 4
0.931
@ BAY 1, 2,
3
0.5000"
ROD ,
10.000,
Transfered =
1.686
0.25
0.28
0.28
4.79
4
3.322
TOTAL
0.265
@ FRAME LINE
1, 4
0.931
@ BAY 1, 2,
3
0.5000"
ROD,
10.000,
Transfered =
5.008
0.75
0.84
0.84
4.79
5 1.636 TOTAL
0.120 Q FRAME LINE 1, 4
0.465 Q BAY 1, 2, 3
PLANE RPA:
--------- -------------------------------- ------ ------ ------ ------
- Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25
Roof bracing load E=rhoV; rho=1.30
Star Building Systems, OKC, OK Page: 6
Bracing Design Program User: bacarmichael Job Number: 95494A
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start Time: 10:20:29
R:\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN ****
WALL STRUT LOADING AND FORCE TRANSMISSION
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWC:
Line 1
5.008 Transfered from roof
Tier 1 16.00' 1.636 TOTAL
0.120 @ FRAME LINE 1, 4
0.465 @ BAY 1, 2, 3
Transfered = 6.644 Weight (W)
V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.53)/((3.25)/(1.00))( 6.64) = 1.09
0.7*Omega*V = 0.7*2.00*1.092 = 1.53
Brace T = 1.96
Brace T / Bay = 1.96 / 1 bays = 1.96
Rod Design = 0.5000" ROD
Brace Allowable = 5.74
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWA:
Line 5
5.008 Transfered from roof
Tier 1 16.00' 1.636 TOTAL
0.120 @ FRAME LINE 1, 4
0.465 @ BAY 1, 2, 3
Transfered = 6:644 Weight (W).
V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25
V = (0.53)/((3.25)/(1.00))( 6.64) = 1.09
0.7*Omega*V = 0.7*2.00*1.092 = 1.53
Brace T = 1.96
Brace T / Bay = 1.96 / 1 bays = 1.96
,Rod Design = 0.5000" ROD
Brace Allowable = 5.74
Star Building Systems, OKC, OK Page: 25
Design Summary Report Version: 5.06.0 run01 Date: 08/24/15
Start.Time: 10:20:48
R:\Jobs\Acti,ve\ENG\14-B-95494\ver03-bacarmichael\Bldg-A\run01\
------------------------------------------------------------------------ ------
***** TRANSVERSE BRACING DESIGN *****
STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWD
Using Max size 0.5000" RODS in endwall module [ 1] from left to right
Width= 20.00 feet Left Height= 16.00 feet Right Height= 19.33 feet
Load
Active Rod
Loading
Condition
Tensile Force
Cond
Horizontal Force
---------------------------------------------
1)
Lateral
Wind Load
1 from SWA
to
SWC
------------------
0.98
2)
Lateral
Wind Load
2 from SWA
to
SWC
0.98
3)
Lateral
Wind Load
1 from SWC
to
SWA
0.98
4)
Lateral
Wind Load
2 from SWC
to
SWA
0.98
5)
Lateral
Seismic from planes
SWA
to SWC
1.57
19.33
27.82
0.50
5.74
6)
16.00
Weight (W)
6)
Lateral
Seismic from planes
SWC
to SWA
1.57
Weight (W)
---------------------------------------------
------------------
kips
Using Max size 0.5000" RODS in endwall module [ 1] from left to right
Width= 20.00 feet Left Height= 16.00 feet Right Height= 19.33 feet
Load
Active Rod
Design
Tensile Force
Tensile Force
Cond
Vert. Rise
Length
Applied
Capacity
(feet)
(feet)
(kips)
------------- -------------
(kips)
----
Tier
---------- -------
1
1)
19.33
27.82
1.37
4.79
2)
19.33
27.82
1.37
4.79
3)
16.00
25.61
1.26
4.79
4)
16.00
25.61
1.26
4.79
5)
19.33
27.82
0.50
5.74
6)
16.00
25.61
0.46
5.74
Tier bracing size:0.5000" ROD
-----------------------------------------------
Star Building Systems, OKC, OK User: bacarmichael Page:
F1- 1
R -Frame Design Program - Version V5.06 Job :
95494A
Input Data Echo File: frame_l.fra Date:
8/24/15
ms2 40./16./10.167 20./110./0. Start Time:
13:59:20,•
\\okcsna0l\TS\Jobs\Active\ENG\14-B-95494\ver01-bacarmichael\Bldg-A\
--------------------------------------------------------------------------------
VERSION V5.06
BRAND STAR
DESCRIPTION ms2 40./16./10.167 20./110./0.
y
FRAME_ID 1
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection profile seismic detail
\
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT atw *JOB 95494A
ANALYZE none *DATASET members brace combinations wind array connection
base
BUILDING LABEL A
LOCATION frame lines 1
LATERAL GRID LABEL 1
LONGITUDINAL GRID LABEL E D B A
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 60. 60.
WIDTH 40. 20.
j
LENGTH 60.
EAVE 16. *ROOF SLOPE 2.
SPANS 10. 20. 10.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS LEFT 7.857 12.59 2.788 6.848 *PURLIN STIFFNESS RIGHT
7.857 \
12.59 2.788 6.847
CODE LABEL 2013 CALIFORNIA
BUILDING CODE IB12 U=Normal
DEAD LOAD 2.158 *COLLATERAL LOAD 0.5
LIVE LOAD 20. reduce
SNOW R=O. T=1. S=N WEL=20. WER=20. WML=20. WMR=20.
WIND CODE AS10
SEISMIC CODE AS10
SEISMIC LOAD S1=26.92 SS=61.11 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 \
LOF=2. TOF=2.5 RL=3.25 Cd=3. Ct=0.028
SOIL PROFILE D
SECOND ORDER FOA
ROOF TRIBUTARY TR= 10.167
WALL TRIBUTARY TR= 10.167 S=O. E=16.
DESIGN ASD10
LATERAL BRACE LENGTH 19.67
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. S=180. W=180. G=120.
DEFLECTION WALL L=60. S=60. W=60. E=40. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=3 RC=3
BRACE ATTACHMENT FLANGE
FLANGE BRACE ATTACHMENT LC=O RA=O RC=O
GIRT SPACING 7.5 4.
GIRT BRACE N N
PURLIN SPACING 2@4.3989 2@5.
i
PURLIN BRACE C C N C
LEFT COLUMN
BASE W=6. T=0.375 L=9.5 N=2 D=0.75
'
9. 0. 10. 5. 0.25 0.134 5. 0.25
0.
9.
0. 5. 0.25 0.134 5.
0.25
LEFT RAFTER
1
CONNECTION
0=2E
I=2E W=B. T=0.75 D=0.75
9.5
9.5
0. 5. 0.25 0.134 5.
0.25
9.5
9.5
2.3403 5. 0.25 0.134 5..
0.25
INTERIOR COLUMN
1
BASE W=6. T=0.375
L=8. N=2 D=0.75
W8X10
0.
CONNECTION
0=1F
I=1F W=6. T=0.375 D=0.5
BRACE LEFT
7.5
4.5 2.5
BRACE RIGHT 7.5
4.5 2.5
LEFT RAFTER
2
9.5
9.5
2.6597 5. 0.25 0.134 5.
0.25
9.5
9.5
0. 5. 0.25 0.134 5.
0.25
CONNECTION
0=2E
I=2E W=6. T=0.375 D=0.75
SYMMETRICAL ALL
WIND LOAD WL1
22.657 0.4900 -1.2500 -0.7600 -0.6700 20.000
Left
WIND LOAD WL2
22.657 0.8500 -0.8900 -0.4000 -0.3100 20.000
Left
WIND LOAD
LWL1
22.657 -0.6600 -1.2500 -0.7100 -0.6600 20.000
WIND LOAD
LWL2
22.657 -0.6600 -0.7100 -1.2500 -0.6600 20.000
WIND LOAD
LWL3
22.657 -0.3000 -0.8900 -0.3500 -0.3000 20.000
WIND LOAD
LWL4
22.657 -0.3000 -0.3500 -0.8900 -0.3000 20.000
WIND LOAD
MWL1
16.000 0.5000 0.2500 0.2500 -0.5000 0.000
WIND LOAD
MWL2
16.000 -0.5000 -0.2500 -0.2500 0.5000 0.000
WIND LOAD
WL3
22.657 -0.6700 -0.7600 -1.2500 0.4900 20.000
Right
WIND LOAD
WL4
22.657 -0.3100 -0.4000 -0.8900 0.8500 20.000
Right
LOAD COMBINATIONS
1)1. DL
1. LL
1. COLL *DEFL 60. 120. *PDELTA L
2)1. DL
1. LL
1. COLL *DEFL 60. 120. *PDELTA R
3)1.07478
DL
0.91 EQ *DEFL 50. 120. *PDELTA L
4)1.07478
DL
0.91 EQ *DEFL 50. 120. *PDELTA R '
5)1.07478
DL
-0.91 EQ *DEFL 50. 120. *PDELTA L
6)1.07478
DL
-0.91 EQ *DEFL 50. 120. *PDELTA R
7)1.07478
DL
1.07478 COLL 0.91 EQ *DEFL 50. 120. *PDELTA L
8)1.07478
DL
1.07478 COLL 0.91 EQ *DEFL 50. 120. *PDELTA R
9)1.07478
DL
1.07478 COLL -0.91 EQ *DEFL 50. 120. *PDELTA
L
10)1.07478
DL
1.07478 COLL -0.91 EQ. *DEFL 50. 120. *PDELTA
R
11)0.52522
DL
0.91 EQ *DEFL 50. 120. *PDELTA L
12)0.52522
DL
0.91 EQ *DEFL 50. 120. *PDELTA R
13)0.52522
DL
-0.91 EQ *DEFL 50. 120. *PDELTA L
14)0.52522
DL
-0.91 EQ *DEFL 50. 120. *PDELTA R
15)0.79317
DL
2.5 EQ *TYPE R *APP C *PDELTA L
16)0.79317
DL
2.5 EQ *TYPE R *APP C *PDELTA R
17)0.79317
DL
-2.5 EQ *TYPE R *APP C *PDELTA L
18)0.79317
DL
-2.5 EQ *TYPE R *APP C *PDELTA R
19)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP C *PDELTA L
20)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP C *PDELTA R
21)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP C *PDELTA L
22)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP C *PDELTA R
23)0.79317
DL
2.5 EQ *TYPE R *APP B *PDELTA L
24)0.79317
DL
2.5 EQ *TYPE R *APP B *PDELTA R
25)0.79317
DL
-2.5 EQ *TYPE R *APP B *PDELTA L
26)0.79317
DL
-2.5 EQ *TYPE R *APP B *PDELTA R
27)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP B *PDELTA L
28)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP B *PDELTA R
29)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP B *PDELTA L
30)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP B *PDELTA R
31)0.79317
DL
3.5 EQ *TYPE R *APP K *PDELTA L
32)0.79317
DL
3.5 EQ *TYPE R *APP K *PDELTA R
33)0.79317
DL
-3.5 EQ *TYPE R *APP K *PDELTA L
34)0.79317
DL
-3.5 EQ *TYPE R *APP K *PDELTA R
35)1.30683
DL
1.30683 COLL 3.5 EQ *TYPE R *APP K *PDELTA L
,. 36)1.30683 DL 1.30683 COLL 3.5 EQ *TYPE R *APP K *PDELTA R
37)1.30683 DL 1.30683 COLL -3.5 EQ *TYPE R *APP K *PDELTA L
38)1.30683 DL 1.30683 COLL -3.5 EQ *TYPE R *APP K *PDELTA R
39)1. DL 0.6 WL1 *DEFL 60. 120. *PDELTA L
40)1. DL 0.6 WL1 *DEFL 60. 120. *PDELTA R
41)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA L
42)1. DL 0.6 WL2 *DEFL 60. 120. *PDELTA R
43)1. DL 0.6 LWL1 R *DEFL 60. 120. *PDELTA L
44)1. DL 0.6 LWL1 *DEFL 60. 120. *PDELTA R
45)1. DL 0.6 LWL2 *DEFL 60. 120. *PDELTA L
46)1. DL 0.6 LWL2 *DEFL 60. 120. *PDELTA R
47)1. DL 0.6 LWL3 *DEFL 60. 120. *PDELTA L
48)1. DL 0.6 LWL3 *DEFL 60. 120. *PDELTA R
49)1. DL 0.6 LWL4 *DEFL 60. 120. *PDELTA L
50)1. DL 0.6 LWL4 *DEFL 60. 120. *PDELTA R
51)1. DL 0.6 WL3 *DEFL 60.120. *PDELTA L
52)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA R
53)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA L
54)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA R
55)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA L
56)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA R
57)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA L
58)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA R
59)0.6 DL 0.6 LWL1 *DEFL 60. 120. *PDELTA L
60)0.6 DL 0.6 LWL1 *DEFL 60. 120. *PDELTA R
61)0.6 DL 0.6 LWL2 .*DEFL 60. 120. *PDELTA L
62)0.6 DL 0.6 LWL2 *DEFL 60. 120. *PDELTA R
63)0.6 DL 0.6 LWL3 *DEFL 60. 120. *PDELTA L
64)0.6 DL 0.6 LWL3 *DEFL 60. 120. *PDELTA R
65)0.6 DL 0.6 LWL4 *DEFL 60. 120. *PDELTA L
66)0.6 DL 0.6 LWL4 *DEFL 60. 120. *PDELTA R
67)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA L
68)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA R
69)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA L
70)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA R
71)0.6 MWL1 *TYPE M
72)0.6 MWL2 *TYPE M
73)1. DL 1. COLL 0.6 WL1 *DEFL 60. 0. *PDELTA L
74)1. DL 1. COLL 0.6 WL1 *DEFL 60. 0. *PDELTA R
75)1. DL 1. COLL 0.6 WL2 *DEFL 60. 0. *PDELTA L
76)1. DL 1. COLL 0.6 WL2 *DEFL 60. 0. *PDELTA R
77)1. DL 1. COLL 0.6 LWL1 *DEFL 60. 0. *PDELTA L
78)1. DL 1. COLL 0.6 LWL1 *DEFL 60. 0. *PDELTA R
79)1. DL 1. COLL 0.6 LWL2 *DEFL 60`. 0. *PDELTA L
80)1. DL 1. COLL 0.6 LWL2 *DEFL 60. 0. *PDELTA R
81)1. DL 1. COLL 0.6 LWL3 *DEFL 60. 0. *PDELTA L
82)1. DL 1. COLL 0.6 LWL3 *DEFL 60. 0. *PDELTA R
83)1. DL 1. COLL 0.6 LWL4 *DEFL 60. 0. *PDELTA L
84)1. DL 1. COLL 0.6 LWL4 *DEFL 60. 0. *PDELTA R
85)1. DL 1. COLL 0.6 WL3 *DEFL 60. 0. *PDELTA L
86)1. DL 1. COLL 0.6 WL3 *DEFL 60. 0. *PDELTA R
87)1. DL 1. COLL 0.6 WL4 *DEFL 60. 0. *PDELTA L
88)1. DL 1. COLL 0.6 WL4 *DEFL 60. 0. *PDELTA R
89)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 0. *PDELTA L
90)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 0. *PDELTA R
91)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 0. *PDELTA L
92)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 0. *PDELTA R
93)1. DL 0.75 LL 1. COLL 0.45 LWL1 *DEFL 60. 0. *PDELTA L
94)1. DL 0.75 LL 1. COLL 0.45 LWL1 *DEFL 60. 0. *PDELTA R
95)1. DL 0.75 LL 1. COLL 0.45 LWL2 *DEFL 60. 0. *PDELTA L
96)1. DL 0.75 LL 1. COLL 0.45 LWL2 *DEFL 60. 0. *PDELTA R
97)1. DL 0.75 LL 1. COLL 0.45 LWL3 *DEFL 60. 0. *PDELTA L
98)1. DL 0.75 LL 1. COLL
0.45 LWL3
*DEFL 60.
0. *PDELTA R
99)1. DL 0.75 LL 1. COLL
0.45 LWL4
*DEFL 60.
0. *PDELTA L
100)1. DL 0.75 LL 1. COLL
0.45 LWL4
*DEFL 60.
0. *PDELTA R
101)1. DL 0.75 LL 1. COLL
0.45 WL3
*DEFL 60.
0. *PDELTA L
102)1. DL 0.75 LL 1. COLL
0.45 WL3
*DEFL 60.
0. *PDELTA R
103)1. DL 0.75 LL 1. COLL
0.45 WL4
*DEFL 60.
0. *PDELTA L
104)1. DL 0.75 LL 1. COLL
0.45 WL4
*DEFL 60.
0. *PDELTA R
105)1. LL *DEFL 60. 180.
*TYPE D
106)0.6 WL1 *DEFL 60. 180.
*TYPE D
107)0.6 WL2 *DEFL 60. 180.
*TYPE D
108)0.6 LWI,1 *DEFL 60.
180. *TYPE D
109)0.6 LWL2 *DEFL 60.
180. *TYPE D
110)0.6 LWL3 *DEFL 60.
180. *TYPE D
111)0.6 LWL4 *DEFL 60.
180. *TYPE D
112)0.6 WL3 *DEFL 60. 180.
*TYPE D
113)0.6 WL4 *DEFL 60. 180.
*TYPE D
114)1.30683 DL 1. EQ *DEFL
40. 0.
*TYPE D *EQCD 3.0
115)1.30683 DL -1. EQ *DEFL
40. 0.
*TYPE D *EQCD 3.0
116)0.79317 DL 1. EQ *DEFL
40. 0.
*TYPE D *EQCD 3.0
117)0.79317 DL -1. EQ *DEFL
40. 0.
*TYPE D *EQCD 3.0
118)1.30683 DL 1.30683 COLL
1. EQ *DEFL
40.
0. *TYPE D
*EQCD 3.0
119)1.30683 DL 1.30683 COLL
-1. EQ *DEFL
40.
0. *TYPED *EQCD 3.0
LOADS
RC EQDW GLOB M C
16.000000
0.240000
0.000000
\
# PANEL/GIRT SELF-WEIGHT FOR E
LC EQDW GLOB M C
16.000000
0.240000
0.000000.
\
# PANEL/GIRT SELF-WEIGHT FOR E
IC1 LWL1 GLOB X U
0.010000
0.330000
0.000000
#LOAD TO
COLUMN
IC1 LWL1 GLOB X C
16.549999
-2.730800
0.000000
\
#COUNTERACTING LOAD
IC1 LWL1 GLOB X C
0.010000
-2.730800
0.000000
\
#COUNTERACTING LOAD
ICI LWL1 GLOB L C
0.010000
2.730800
0.000000
\
#LONGITUDINAL REACTION
IC1 LWL2 GLOB X U
0.010000
0.330000
0.000000
#LOAD TO
COLUMN
IC1 LWL2 GLOB X C
16.549999
-2.730800
0.000000
\
#COUNTERACTING LOAD
IC1 LWL2 GLOB X C
0.010000
-2.730800
0.000000
\
#COUNTERACTING LOAD
IC1 LWL2 GLOB L C
0.010000
2.730800
0.000000
\
#LONGITUDINAL REACTION
IC1 LWL3 GLOB X U
0.010000
-0.330000
0.000000
#LOAD TO
COLUMN
IC1 LWL3 GLOB X C
16.549999
2.730800
0..000000
\
#COUNTERACTING LOAD
ICI LWL3 GLOB X C
0.010000
2.730800
0.000000
\
#COUNTERACTING LOAD
IC1 LWL3 GLOB L C
0.010000
-2.730800
0.000000
\
#LONGITUDINAL REACTION
IC1 LWL4 GLOB X U
0.010000
-0.330000
0.000000
#LOAD TO
COLUMN
IC1 LWL4 GLOB X C
16.549999
2.730800
0.000000
\
#COUNTERACTING LOAD
IC1 LWL4 GLOB X C
0.010000
2.730800
0.000000
\
#COUNTERACTING LOAD
IC1 LWL4 GLOB L C
0.010000
-2.730800
0.000000
\
#LONGITUDINAL REACTION
IC1 EQ GLOB X U
0.010000
0.200000
0.000000
#LOAD TO
COLUMN
IC1 EQ GLOB X C
16.549999
-1.655000
0.000000
\
#COUNTERACTING LOAD
IC1 EQ GLOB X C
0.010000
-1.655000
0.000000
\
#COUNTERACTING LOAD
IC1 EQ GLOB L C
0.010000
1.655000
0.000000
\
#LONGITUDINAL REACTION
IC2
LWL1 GLOB
X U
0.010000
0.330000
0.000000
#LOAD TO
COLUMN
IC2
LWL1 GLOB
X C
16.549999
-2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL1 GLOB
X C
0.010000
-2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL1 GLOB
L C
0.010000
2.730800
0.000000
\
#LONGITUDINAL REACTION
IC2
LWL2 GLOB
X U
0.010000
0.330000
0.000000
#LOAD TO
COLUMN
IC2
LWL2 - GLOB
X C
16.549999
-2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL2 GLOB
X C
0.010000
-2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL2 GLOB
L C
0.010000
2.730800
0.000000
\
#LONGITUDINAL REACTION
IC2
LWL3 GLOB
X U
0.010000
-0.330000
0.000000
#LOAD TO
COLUMN
IC2
LWL3 GLOB
X C
16.549999
2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL3 GLOB
X C
0.010000
2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL3 GLOB
L C
0.010000
-2.730800
0.000000
\
#LONGITUDINAL REACTION
IC2
LWL4 GLOB
X U
0.010000
-0.330000
0.000000
#LOAD TO
COLUMN
IC2
LWL4 GLOB
X C
16.549999
2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL4 GLOB
X C
0.010000
2.730800
0.000000
\
#COUNTERACTING
LOAD
IC2
LWL4 GLOB
L C
0.010000
-2.730800
0.000000
\
#LONGITUDINAL REACTION
,
IC2
EQ GLOB
X U
0.010000
0.200000
0.000000
#LOAD TO
COLUMN
IC2
EQ GLOB
X C
16.549999
•-1.655000
0.000000
\
#COUNTERACTING
LOAD
IC2
EQ GLOB
X C
0.010000
-1.655000
0.000000
\
#COUNTERACTING
LOAD
IC2
EQ GLOB
-L C
0.010000
1.655000
0.000000
\
#LONGITUDINAL REACTION
END
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 2
R-Frame Design Program - Version V5.06 Job : 95494A
Building Grid label legend File: frame_l.fra Date: 8/24/15'
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Building Grid Label Legend
Building A
Frame Number 1
No. of Frames 1
Left Column Column @ * - E
Right Column Column @ * - A
Interior Column # 1: Column @ * - D
Interior Column # 2: Column @ * - B
*Frames located @ 1
1
.Star Building Systems, OKC, OK User: bacarmichael Page: F1- 3
R -Frame Design Program - Version V5.06 Job : 95494A
Code Summary Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Building :A
Frame Number :1 Location: frame lines 1
No. of Frames: 1
2013 CALIFORNIA
Main Code Requirements Per
International Building Code
2012 Edition
Supporting Design Manual(s):
2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ......................................
16.000
Horizontal width from left to right steel line (feet) ...............
40.000
Horizontal distance to ridge from left side (feet) ..................
20.000
Roof Slope Left & Right (rise:12)...................................
2.000
Column Slope Left & Right(lat:12)..................................
0.000
Purlin depth left & right side (inches) .............................
8.000
Frame Rafter Inset left & right side (inches) .......................
8.250
Girt depth left & right side (inches) ...............................
8.000
Frame Column Inset left & right side (inches) .......................
8.250
Tributary Width left & right side (feet) ............................
10.167
..................................from Height 0.00 to Height 16.00
Tributary Width roof (feet) .........................................
10.167
Frame Spans 1 to 3 (feet) 10.000 20.000 10.000
Tension Flange Bolt Hole Reduction ..................................
Yes
Tension Field Action at Knee ........................................
Yes
Second order analysis method ........................................
C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf).....................................
Frame Rafter Dead Weight (psf)......................................
Total Roof Dead Weight (psf)........................................
Collateral Load to Frame Rafter (psf) ...............................
Roof Live Load Entered (psf) W/ Live Load Reduction Requested.......
Design Roof Live Load Used (psf)....................................
Roof Snow Load Entered (psf)........................................
Snow Exposure Factor [Ce] ..........................................
Snow Importance Factor [I] -- Standard Use Category .................
Snow Thermal Factor Entered [Ct] -- User Entered ....................
Snow Thermal Factor Used [Ct]Heated Building ........................
Slippery & Unobstructed Roof Surface ................................
Roof Snow Load [Pf = I*Pg] (psf)....................................
Snow Slope Factor[Cs]..............................................
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf).......................
UNBALANCED SNOW LOADING(s)
--------------------------
No Unbalanced Roof Snow Loadings.
2.158
1.259
3.417
0.500
20.000
20.000
0.000
1.000
1.000
1.000
1.000
No
0.000
1.000
0.000
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 4
R -Frame Design Program - Version V5.06 Job : 95494A
Wind Summary Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
2013 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
Eave height Left & Right (feet) ..................................... 16.000
Wind Elevation on left column (feet) ................................ 16.000
Wind Elevation on right column (feet) ............................... 16.000
Total frame width (feet) ............................................ 40.000
Total building length (feet) ........................................ 60.000
Number of primary wind loadings .................................... 10
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 5
R -Frame Design Program - Version V5.06 Job : 95494A
Continue Wind Summary Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
2013 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
--------------------------------------------------------------------------------
Wind Load WL1
Wind from left
direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.490
-1.250( 50.0°%)
-0.760( 50.0°%)
-0.670
--------------------------------------------------------------------------------
Wind Load WL2
Wind from left
direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.850
-0.890( 50.0%)
-0.400( 50.0%)
-0.310
--------------------------------------------------------------------------------
Wind Load LWL1
Longitudinal wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.660
-1.250( 50.0%)
-0.710( 50.0%)
-0.660
--------------------------------------------------------------------------------
Wind Load LWL2
Longitudinal wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.660
-0.710( 50.0%)
-1.250( 50.0%)
-0.660
--------------------------------------------------------------------------------
Wind Load LWL3
Longitudinal wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.300
-0.890( 50.0%)
-0.350( 50.0%)
-0.300
--------------------------------------------------------------------------------
Wind Load LWL4
Longitudinal wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.300
-0.350( 50.0%)
-0.890( 50.0%)
-0.300
--------------------------------------------------------------------------------
Wind Load MWL1
Min. Wind from
left dir.
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.500
0.250
0.250
-0.500
--------------------------------------------------------------------------------
Wind Load MWL2
Min. Wind from
right dir.
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.500
-0.250
-0.250
0.500
--------------------------------------------------------------------------------
Wind Load WL3
Wind from right
direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.670
-0.760( 50.0%)
-1.250( 50.0%)
0.490
--------------------------------------------------------------------------------
Wind Load WL4
Wind from right
direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
--------------------------------------------------------------------------------
(Cp)
-0.310
-0.400( 50.0%)
-0.890( 50.0%)
0.850
Notes :
1. Wind coefficients applied to the roof may be located as a percentage
of the total frame width (xx.x%). If not shown the coefficients are
applied fully to their respective rafter.
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 6
R -Frame Design Program - Version V5.06 Job : 95494A
Load Combinations Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------- ----------------------------------------------
Load Combination :
------------------
1) DL +LL +COLL (SOA -L)
2) DL +LL +COLL (SOA -R)
3) 1.0748DL +0.91EQ (SOA -L)
4) 1.0748DL +0.91EQ (SOA -R)
5) 1.0748DL-0.91EQ (SOA -L)
6) 1.0748DL-0.91EQ (SOA -R)
7) 1.0748DL +1.0748COLL +0.91EQ
8) 1.0748DL +1.0748COLL +0.91EQ
9) 1.0748DL +1.0748COLL-0.91EQ
10) 1.0748DL +1.0748COLL-0.91EQ
11) 0.5252DL +0.91EQ (SOA -L)
12) 0.5252DL +0.91EQ (SOA -R)
13) 0.5252DL-0.91EQ (SOA -L)
14) 0.5252DL-0.91EQ (SOA -R)
15) 0.7932DL +2.5EQ (SOA -L)
16) 0.7932DL +2.5EQ (SOA -R)
17) 0.7932DL -2.5EQ (SOA -L)
18) 0.7932DL -2.5EQ (SOA -R)
19) 1.3068DL +1.3068COLL +2.5EQ
20) 1.3068DL +1.3068COLL +2.5EQ
21) 1.3068DL +1.3068COLL -2.5EQ
22) 1.3068DL +1.3068COLL -2.5EQ
23) 0.7932DL +2.5EQ (SOA -L)
24) 0.7932DL +2.5EQ (SOA -R)
25) 0.7932DL -2.5EQ (SOA -L)
26) 0.7932DL -2.5EQ (SOA -R)
27) 1.3068DL +1.3068COLL +2.5EQ
28) 1.3068DL +1.3068COLL +2.5EQ
29) 1.3068DL +1.3068COLL -2.5EQ
30) 1.3068DL +1.3068COLL -2.5EQ
31) 0.7932DL +3.5EQ (SOA -L)
32) 0.7932DL +3.5EQ (SOA -R)
33)' 0.7932DL -3.5EQ (SOA -L)
34) 0.7932DL -3.5EQ (SOA -R)
35) 1.3068DL +1.3068COLL +3.5EQ
36) 1.3068DL +1.3068COLL +3.5EQ
37) 1.3068DL +1.3068COLL -3.5EQ
38) 1.3068DL +1.3068COLL -3.5EQ
39) DL +0.6WL1 (SOA -L)
40) DL +0.6WL1 (SOA -R)
41) DL +0.6WL2 (SOA -L)
42) DL +0.6WL2 (SOA -R)
43) DL +0.6LWL1 (SOA -L)
44) DL +0.6LWL1 (SOA -R)
45) DL +0.6LWL2 (SOA -L)
46) DL +0.6LWL2 (SOA -R)
47) DL +0.6LWL3 (SOA -L)
48) DL +0.6LWL3 (SOA -R)
49) DL +0.6LWL4 (SOA -L)
50) DL +0.6LWL4 (SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N B R P
N B R P
N B R P
N B R P
N B R P
N B R P
N B R P
N.B R P
N K R P
N K R P
N K R P
N K R P
N K R P
N K R P
N K R P
N K R P
N A P
N A P
N A P
N 'A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 7
R -Frame Design Program - Version V5.06 Job : 95494A
Continue Load Comb Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167: 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Load Combination :
------------------
51) DL +0.6WL3 (SOA -L)
52) DL +0.6WL3 (SOA -R)
53) DL +0.6WL4 (SOA -L)
54) DL +0.6WL4 (SOA -R)
55) 0.6DL +0.6WL1 (SOA -L)
56) 0.6DL +0.6WL1 (SOA -R)
57) 0.6DL +0.6WL2 (SOA -L)
58) 0.6DL +0.6WL2 (SOA -R)
59) 0.6DL +0.6LWL1 (SOA -L)
60) 0.6DL +0.6LWL1 (SOA -R)
61) 0.6DL +0.6LWL2 (SOA -L)
62) 0.6DL +0.6LWL2 (SOA -R)
63) 0.6DL +0.6LWL3 (SOA -L)
64) 0.6DL +0.6LWL3 (SOA -R)
65) 0.6DL +0.6LWL4 (SOA -L)
66) 0.6DL +0.6LWL4 (SOA -R)
67) 0.6DL +0.6WL3 (SOA -L)
68) 0.6DL +0.6WL3 (SOA -R)
69) 0.6DL +0.6WL4 (SOA -L)
70) 0.6DL +0.6WL4 (SOA -R)
71) 0.6MWL1
72) 0.6MWL2
73) DL +COLL +0.6WL1 (SOA -L)
74) DL +COLL +0.6WL1 (SOA -R)
75) DL +COLL +0.6WL2 (SOA -L)
76) DL +COLL +0.6WL2 (SOA -R)
77) DL +COLL +0.6LWL1 (SOA -L)
78) DL +COLL +0.6LWL1 (SOA -R)
79) DL +COLL +0.6LWL2 (SOA -L)
80) DL +COLL +0.6LWL2 (SOA -R)
81) DL +COLL +0.6LWL3 (SOA -L)
82) DL +COLL +0.6LWL3 (SOA -R)
83) DL +COLL +0.6LWL4 (SOA -L)
84) DL +COLL +0.6LWL4 (SOA -R)
85) DL +COLL +0.6WL3 (SOA -L)
86) DL +COLL +0.6WL3 (SOA -R)
87) DL +COLL +0.6WL4 (SOA -L)
88) DL +COLL +0.6WL4 (SOA -R)
89) DL +0.75LL +COLL +0.45WL1
90) DL +0.75LL +COLL +0.45WL1
91) DL +0.75LL +COLL +0.45WL2
92) DL +0.75LL +COLL +0.45WL2
93) DL +0.75LL +COLL +0.45LWL1
94) DL +0.75LL +COLL +0.45LWL1
95) DL +0.75LL +COLL +0.45LWL2
96) DL +0.75LL +COLL +0.45LWL2
97) DL +0.75LL +COLL +0.45LWL3
98) DL +0.75LL +COLL +0.45LWL3
99) DL +0.75LL +COLL +0.45LWL4
100) DL +0.75LL +COLL +0.45LWL4
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N M
N M
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
Star Building Systems, OKC, OK User: bacarmichael
Page:
F1- 8
R -Frame
Design Program - Version V5.06
Job :
95494A
Continue Load Comb Report File: frame_l.fra
Date:
8/24/15
ms2 40./16./10.167 20./110./0. Start
--------------------------------------------------------------------------------
Time:
13:59:20
Load Combination :
------------------
101)
DL +0.75LL +COLL +0.45WL3 (SOA -L)
N A
P
102)
DL +0.75LL +COLL +0.45WL3 (SOA -R)
N A
P
103)
DL +0.75LL +COLL +0.45WL4 (SOA -L)
N A
P
104)
DL +0.75LL +COLL +0.45WL4 (SOA -R)
N A
P
105)
LL
D
106)
0.6WL1
D
107)
0.6WL2
D
108)
0.6LWL1
D
109)
0.6LWL2
D
110)
0.6LWL3
D
111)
0.6LWL4
D
112)
0.6WL3
D
113)
0.6WL4
D
114)
1.3068DL +EQ
D E
115)
1.3068DL -EQ
D E
1.16)
0.7932DL +EQ
D E
117)
0.7932DL -EQ
D E
118)
1.3068DL +1.3068COLL +EQ
D E
119)
1.3068DL +1.3068COLL -EQ
D E
l
Where
DL = Roof Dead Load
LL = Roof Live Load
COLL = Roof Collateral Load
EQ = Lateral Seismic Load [parallel to plane of frame]
WL1 = Lateral Primary Wind Load
WL2 = Lateral Primary Wind Load
LWL1 = Longitudinal Primary Wind Load
LWL2 = Longitudinal Primary Wind Load
LWL3 = Longitudinal Primary Wind Load
LWL4 = Longitudinal Primary Wind Load
WL3 = Lateral Primary Wind Load
WL4 = Lateral Primary Wind Load
MWL1 = Minimum Wind Load
MWL2 = Minimum Wind Load
Combination Descriptions
--------------------------
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Strength Design Combination - ASD10
C= Column Only Combination for Seismic
D= Deflection Only Combination
P= Second Order Analysis Combination - SOA
R= Load and Resistance Factor Design Combination - LRFD
E= Cd is applied and Ie is omitted from frame drift calculations
M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 9
R -Frame Design Program - Version V5.06 Job : 95494A
User Load Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
* USER INPUT LOADS
LOAD MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
16.000
0.2400
0.0000
0.000
2
LC
EQDW
GLOB
M
C
16.000
0.2400
0.0000
0.000
3
IC1
LWL1
GLOB
X
U
0.010
0.3300
0.0000
0.000
4
IC1
LWL1
GLOB
X
C
16.550
-2.7308
0.0000
0.000
5
IC1
LWL1
GLOB
X
C
0.010
-2.7308
0.0000
0.000
6
IC1
LWL1
GLOB
L
C
0.010
2.7308
0.0000
0.000
7
IC1
LWL2
GLOB
X
U
0.010
0.3300
0.0000
0.000
8
IC1
LWL2
GLOB
X
C
16.550
-2.7308
0.0000
0.000
9
IC1
LWL2
GLOB
X
C
0.010
-2.7308
0.0000
0.000
10
IC1
LWL2
GLOB
L
C
0.010
2.7308
0.0000
0.000
11
IC1
LWL3
GLOB
X
U
0.010
-0.3300
0.0000
0.000
12
IC1
LWL3
GLOB
X
C
16.550
2.7308
0.0000
0.000
13
ICI
LWL3
GLOB
X
C
0.010
2.7308
0.0000
0.000
14
IC1
LWL3
GLOB
L
C
0.010
-2.7308
0.0000
0.000
15
IC1
LWL4
GLOB
X
U
0.010
-0.3300
0.0000
0.000
16
IC1
LWL4
GLOB
X
C
16.550
2.7308
0.0000
0.000
17
IC1
LWL4
GLOB
X
C
0.010
2.7308
0.0000
0.000
18
IC1
LWL4
GLOB
L
C
0.010
-2.7308
0.0000
0.000
19
IC1
EQ
GLOB
X
U
0.010
.0.2000
0.0000
0.000
20
IC1
EQ
GLOB
X
C
16.550
-1.6550
0.0000
0.000
21
IC1
EQ
GLOB
X
C
0.010
-1.6550.
0.0000
0.000
22
IC1
EQ
GLOB
L
C
0.010
1.6550
0.0000
0.000
23
IC2
LWL1
GLOB
X
U
0.010
0.3300
0.0000
0.000
24
IC2
LWL1
GLOB
X
C
16.550
-2.7308
0.0000
0.000
25
IC2
LWL1
GLOB
X
C
0.010
-2.7308
0.0000
0.000
26
IC2
LWL1
GLOB
L
C
0.010
2.7308
0.0000
0.000
27
IC2
LWL2
GLOB
X
U
0.010
0.3300
0.0000
0.000
28
IC2
LWL2
GLOB
X
C
16.550
-2.7308
0.0000
0.000
29
IC2
LWL2
GLOB
X
C
0.010
-2.7308
0.0000
0.000
30
IC2
LWL2
GLOB
L
C
0.010
2.7308
0.0000
0.000
31
IC2
LWL3
GLOB
X
U
0.010
-0.3300
0.0000
0.000
32
IC2
LWL3
GLOB
X
C
16.550
2.7308
0.0000
0.000
33
IC2
LWL3
GLOB
X
C
0.010
2.7308
0.0000
0.000
34
IC2
LWL3
GLOB
L
C
0.010
-2.7308
0.0000
0.000
35
IC2
LWL4
GLOB
X
U
0.010
-0.3300
0.0000
0.000
36
IC2
LWL4
GLOB
X
C
16.550
2.7308
0.0000
0.000
37
IC2
LWL4
GLOB
X
C
0.010
2.7308
0.0000
0.000
38
IC2
LWL4
GLOB
L
C
0.010
-2.7308
0.0000
0.000
39
IC2
EQ
GLOB
X
U
0.010
0.2000
0.0000
0.000
40
IC2
EQ
GLOB
X
C
16.550
-1.6550
0.0000
0.000
41
IC2
EQ
GLOB
X
C
0.010
-1.6550
0.0000
0.000
42
IC2
EQ
GLOB
L
C
0.010
1.6550
0.0000
0.000
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 10
R -Frame Design Program - Version V5.06 Job : 95494A
Load Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
* GENERAL LOAD CARDS GENERATED
LOAD MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
16.000
0.2400
N/A
0.000
2
LC
EQDW
GLOB
M
C
16.000
0.2400
N/A
0.000
3
IC1
LWL1
GLOB
X
U
0,.010
0.3300
N/A
0.000
4
IC1
LWL1
GLOB
X
C
16.550
-2.7308
N/A
0.000
5
IC1
LWL1
GLOB
X
C
0.010
-2.7308
N/A
0.000
6
IC1
LWL1
GLOB
L
C
0.010
2.7308
N/A
0.000
7
IC1
LWL2
GLOB
X
U
0.010
0.3300
N/A
0.000
8
IC1
LWL2
GLOB
X
C
16.550
-2.7308
N/A
0.000
9
IC1
LWL2
GLOB
X
C
0.010
-2.7308
N/A
0.000
10
IC1
LWL2
GLOB
L
C
0.010
2.7308
N/A
0.000
11
IC1
LWL3
GLOB
X
U
0.010
-0.3300
N/A
0.000
12
IC1
LWL3
GLOB
X
C
16.550
2.7308
N/A
0.000
13
IC1
LWL3
GLOB
X
C
0.010
2.7308
N/A
0.000
14
IC1
LWL3
GLOB
L
C
0.010
-2.7308
N/A
0.000
15
IC1
LWL4
GLOB
X
U
0.010
-0.3300
N/A
0.000
16
IC1
LWL4
GLOB
X
C
16.550
2.7308
N/A
0.000
17
IC1
LWL4
GLOB
X
C
0.010
2.7308
N/A
0.000
18
IC1
LWL4
GLOB
L
C
0.010
-2.7308
N/A
0.000
19
IC1
EQ
GLOB
X
U
0.010
0.2000
N/A
0.000
20
IC1
EQ
GLOB
X
C
16.550
-1.6550
N/A
0.000
21
IC1
EQ
GLOB
X
C
0.010
-1.6550
N/A
0.000
22
ICI
EQ
GLOB
L
C
0.010
1.6550
N/A
0.000
23
IC2
LWL1
GLOB
X
U
0.010
0.3300
N/A
0.000
24
IC2
LWL1
GLOB
X
C
16.550
-2.7308
N/A
0.000
25
IC2
LWL1
GLOB
X
C
0.010
-2.7308
N/A
0.000
26
IC2
LWLI
GLOB
L
C
0.010
2.7308
N/A
0.000
27
IC2
LWL2
GLOB
X
U
0.010
0.3300
N/A
0.000
28
IC2
LWL2
GLOB
X
C
16.550
-2.7308
N/A
0.000
29
IC2
LWL2
GLOB
X
C
0.010
-2.7308
N/A
0.000
30
IC2
LWL2
GLOB
L
C
0.010
2.7308
N/A
0.000
31
IC2
LWL3
GLOB
X
U
0.010
-0.3300
N/A
0.000
32
IC2
LWL3
GLOB
X
C
16.550
2.7308
N/A
0.000
33
IC2
LWL3
GLOB
X
C
0.010
2.7308
N/A
0.000
34
IC2
LWL3
GLOB
L
C
0.010
-2.7308
N/A
0.000
35
IC2
LWL4
GLOB
X
U
0.010
-0.3300
N/A
0.000
36
IC2
LWL4
GLOB
X
C
16.550
2.7308
N/A
0.000
37
IC2
LWL4
GLOB
X
C
0.010
2.7308
N/A
0.000
38
IC2
LWL4
GLOB
L
C
0.010
-2.7308
N/A
0.000
39
IC2
EQ
GLOB
X
U
0.010
0.2000
N/A
0.000
40
IC2
EQ
GLOB
X
C
16.550
-1.6550
N/A
0.000
41
IC2
'EQ
GLOB
X
C
0.010
-1.6550
N/A
0.000
42
IC2
EQ
GLOB
L
C
0.010
1.6550
N/A
0.000
43
LR
DL
XREF
Y
U
0.000
-0.0219
N/A
0.000
44
RR
DL
XREF
Y
U
0.000
-0.0219
N/A
0.000
45
LC
SW
GLOB
Y
U
0.000
-0.0126
N/A
0.000
46
LR
SW
GLOB
Y
U
0.000
-0.0128
N/A
0.000
47
RC
SW
GLOB
Y
U
0.000
-0.0126
N/A
0.000
48
RR
SW
GLOB
Y
U
0.000
-0.0128
N/A
0.000
49
IC1
SW
YREF
Y
U
0.000
-0.0103
N/A
16.125
50
IC2
SW
YREF
Y
U
0.000
-0.0103
N/A
16.125
Star
Building Systems,
OKC,
OK
User:
bacarmichael
Page:
F1- 11
R -Frame
Design
Program
- Version
V5.06
Job :
95494A
Load
Report
File: frame_l.fra
Date:
8/24/15
ms2
40./16./10.167
20./110./0.
Start
Time:
13:59:20
---------------------------------------
51
LR
LL
XREF
Y
U
0.000
----------------------------------------
-0.2033
N/A
0.000
52
RR
LL
XREF
Y
U
0.000
-0.2033
N/A
0.000
53
LR
COLL
XREF
Y
U
0.000
-0.0051
N/A
0.000
54
RR
COLL
XREF
Y
U
0.000
-0.0051
N/A
0.000
55
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
56
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
57
LC
WL1
MEMB
Y
U
0.000
-0.1129
N/A
0.000
58
RC
WL1
MEMB
Y
U
0.000
0.1543
N/A
0.000
59
LR
WL1
MEMB
Y
U
0.000
0.2879
N/A
0.000
60
RR
WL1
MEMB
Y
U
0.000
0.1751
N/A
0.000
61
LC
WL2
MEMB
Y
U
0.000
-0.1958
N/A
0.000
62
RC
WL2
MEMB
Y
U
0.000
0.0714
N/A
0.000
63
LR
WL2
MEMB
Y
U
0.000
0.2050
N/A
0.000
64
RR
WL2
MEMB
Y
U
0.000
0.0921
N/A
0.000
65
LC
LWL1
MEMB
Y
U
0.000
0.1520
N/A
0.000
66
RC
LWL1
MEMB
Y
U
0.000
0.1520
N/A
0.000
67
LR
LWL1
MEMB
Y
U
0.000
0.2879
N/A
0.000
68
RR
LWL1
MEMB
Y
U
0.000
0.1636
N/A
0.000
69
LC
LWL2
MEMB
Y
U
0.000
0.1520
N/A
0.000
70
RC
LWL2
MEMB
Y
U
0.000
0.1520
N/A
0.000
71
LR
LWL2
MEMB
Y
U
0.000
0.1636
N/A
0.000
72
RR
LWL2
MEMB
Y
U
0.000
0.2879
N/A
0.000
73
LC
LWL3
MEMB
Y
U
0.000
0.0691
N/A
0.000
74
RC
LWL3
MEMB
Y
U
0.000
0.0691
N/A
0.000
75
LR
LWL3
MEMB
Y
U
0.000
0.2050
N/A
0.000
76
RR
LWL3
MEMB
Y
U
0.000
0.0806
N/A
0.000
77
LC
LWL4
MEMB
Y
U
0.000
0.0691
N/A
0.000
78
RC
LWL4
MEMB
Y
U
0.000
0.0691
N/A
0.000
79
LR
LWL4
MEMB
Y
U
0.000
0.0806
N/A
0.000
80
RR
LWL4
MEMB
Y
U
0.000
0.2050
N/A
0.000
81
LC
MWL1
MEMB
Y
U
0.000
-0.0813
N/A
0.000
82
RC
MWL1
MEMB
Y
U
0.000
0.0813
N/A
0.000
83
LR
MWL1
GLOB
X
U
0.000
0.0067
N/A
0.000
84
RR
MWL1
GLOB
X
U
0.000
0.0067
N/A
0.000
85
LC
MWL2
MEMB
Y
U
0.000
0.0813
N/A
0.000
86
RC
MWL2
MEMB
Y
U
0.000
-0.0813
N/A
0.000
87
LR
MWL2
GLOB
X
U
0.000
-0.0067
N/A
0.000
88
RR
MWL2
GLOB
X
U
0.000
-0.0067
N/A
0.000
89
LC
WL3
MEMB
Y
U
0.000
0.1543
N/A
0.000
90
RC
WL3
MEMB
Y
U
0.000
-0.1129
N/A
0.000
91
LR
WL3
MEMB
Y
U
0.000
0.1751
N/A
0.000
92
RR
WL3
MEMB
Y
U
0.000
0.2879
N/A
0.000
93
LC
WL4
MEMB
Y
U
0.000
0.0714
N/A
0.000
94
RC
WL4
MEMB
Y
U
0.000
-0.1958
N/A
0.000
95
LR
WL4
MEMB
Y
U
0.000
0.0921
N/A
0.000
96
RR
WL4
MEMB
Y
U
0.000
0.2050
N/A
0.000
6tar Building Systems, OKC, OK User: bacarmichael Page: F1- 12
R -Frame Design Program - Version V5.06 Job : 95494A
Seismic Summary Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
2013 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2010 Edition
Standard Risk Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) ..........
61.1100
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) .........
26.9200
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
SoilProfile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3111
Seismic Site Coefficient [Fv]......................................
1.8616
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.8012
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.5011
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.5342
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.3341
Seismic Response Modification Factor [R] ...........................
3.5000
Seismic Importance Factor [I] ......................................
1.0000
Storage/Equipment Areas and/or Service Rooms Exist .................
No
Seismic Story Height [hn] (feet) ...................................
17.6667
Seismic Fundamental Period [T] Used (seconds) ......................
0.2785
Seismic Overstrength Factor [OMEGAo] ...............................
2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
1.3000
Seismic Redundancy/Reliability Factor [rho] ........................
1.3000
Snow in Seismic Force Calculations [Used] M ......................
0.00
Snow in Seismic Force Calculations [Min. Required] (%) .............
0.00
Snow in Seismic Load Combinations [Used] (%) .......................
0.00
Snow in Seismic Load Combinations [Min. Required] (%) ..............
0.00
Mezz. Live load in Seismic Force Calculations [Used] (%) ...........
0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (%) ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] M ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ...
100.00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .....................................
4.8000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1526
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
1.109
Theta [Px*Ie*Delta/Vx/hx/Cd].......................................
0.0,04
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load =
2.290
Wall Weight =
0.000
Collateral Load =
0.203
Snow Load =
0.000
Rafter Crane Weight =
0.000
-------------------------------------
Total Roof Weight =
2.493 kips
User Mass Load (1) = 0.480
-------------------------------------
Total User Mass = 0.480 kips
Total Roof Weight = 2.493
:Total User Mass =
0.480
Mezzanine Weight =
0.000
Col. Crane Weight =
0.000
-------------------------------------
TOTAL Bldg Weight =
2.973 kips
X
X
Seismic
Coeff. =
0.1526
-------------------------------------
BASE SHEAR =
0.4538 kips
Seismic
Load for Roof
at
col # 1 =
0.0464
kips
Seismic
Load for Roof
at
col # 2 =
0.1451
kips
Seismic
Load for Roof
at
col # 3 =
0.1451
kips
Seismic
Load for Roof
at
col # 4 =
0.0464
kips
----=----------------------------------------------
SEISMIC
LOAD for Roof
in
TOTAL =
0.3829
kips
Seismic
Ld for Mass #
1
@ col # 1 =
0.0354
kips
Seismic
Ld for Mass #
1
@ col # 2 =
0.0000
kips
Seismic
Ld for Mass #
1
@ col # 3 =
0.0000
kips
Seismic
Ld for Mass #
1
@ col # 4 =
0.0354
kips,
---------------------------------------------------
SEISMIC
LOAD for Mass
in.TOTAL
=
0.0709
kips
Star Building Systems,
OKC, OK
User: bacarmichael Page:
F1- 13
R -Frame Design Program
- Version V5.06
Job :
95494A
Continued Seismic Load
Report
File: frame_l.fra Date:
8/24/15
ms2 40./16./10.167
------------------------------------------------------=-------------------------
20./110./0.
Start Time:
13:59:20
* SEISMIC GENERAL LOAD CARDS GENERATED
,LOAD MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
97
LC
EQ
YREF
X
C
15.061
0.0464
N/A
0.000
98
LC
EQ
YREF
X
C
16.000
0.0354
N/A
0.000
99
IC1
EQ
YREF
X
C
16.547
0.1451
N/A
0.000
100
IC2
EQ
YREF
X
C
16.547'
0.1451
N/A
0.000
101
RC
EQ
YREF
X
C
15.061
0.0464
N/A
0.000
102
RC
EQ
YREF
X
C
16.000
0.0354
N/A
0.000
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 14
R -Frame Design Program - Version V5.06 Job : 95494A
Forces and Allowable Stresses Summary File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Left Column Analysis Length = 15.06 ft Kx = 1.00 Weight = 190. lbs
Effective Ix = 61.6 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
1 10.00 9.000 9.000 S.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
2 4.70 9.000 9.000 S.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
110 -1.0 -7.9 -0.3 6.5 36.2 15.7 16.6 0.02 0.22 0.49 0.49 85
206 -1.0 -8.5 0.0 6.5 36.2 15.7 16.6 0.00 0.24 0.52 0.52 85
--------------------------------------------------------------------------------
Left Rafter # 1 Analysis Length = 9.04 ft Kx = 1.00 Weight = 116. lbs
Effective Ix = 69.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
3 6.30 9.500 9.500 S.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0
4 2.34 9.500 9.500 S.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
301 -0.4 -8.9 1.3 25.6 36.3 34.5 15.7 0.06 0.22 0.23 0.23 87
406 0.3 -6.8 -1.9 32.9 36.3 34.5 15.7 0.09 0.16 0.17 0.17 2
--------------------------------------------------------------------------------
Interior Column # 1 Analysis Length = 16.55 ft Kx = 1.00 Weight = 167. lbs
Part Length Mem Depths at Member Description Web Fy
No. (ft) Start(in) End(in) Thickness (ksi)
5 16.12 7.890 7.890 W8X10 0.1700 in 50.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
507 2.2 6.7 0.1 29.9 31.7 34.0 20.0 0.00 0.34 0.32 0.34 59
-------------------------------------------------------------------------------
Left Rafter # 2 Analysis Length = 10.14 ft Kx = 1.00 Weight = 130. lbs
Effective Ix = 69.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
6 2.66 9.500 9.500 5.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0
7 7.61 9.500 9.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
------------------------------------------------------------.--------------------
601
-0.4
-6.8
2.4
13.7
36.3
34.5
15.7
0.11
0.17
0.18
0.18
2
709
---------------------------------------=----------------------------------------,'
-0.0
5.4
0.2
26.6
34.5
31.4
15.7
0.01
0.14
0.15
0.15_
1
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 15
R -Frame Design Program - Version V5.06 Job : 95494A
Forces and Allowable Stresses Summary File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Right Column Analysis Length = 15.06 ft Kx = 1.00 Weight = 190. lbs
Effective Ix = 61.6 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
8 10.00 9.000 9.000 5.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0
9 4.70 9.000 9.000 5.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
810 -1.0 -7.9 -0.3 6.5 36.2 15.7 16.6 0.02 0.22 0.49 0.49 74
906 -1.0 -8.5 0.0 6.5 36.2 15.7 16.6 0.00 0.24 0.52 0.52 74
--------------------------------------------------------------------------------
Right Rafter # 1 Analysis Length = 9.04 ft Kx = 1.00 Weight = 116. lbs
Effective Ix = 69.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
10 6.30 9.500 9.500 5.00x 0.2500 0.1340 S.00x 0.2500 0.00 55.0
11 2.34 9.500 9.500 S.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
1001 -0.4 -8.9 1.3 25.6 36.3 34.5 15.7 0.06 0.22 0.23 0.23 76
1106 0.3 -6.8 -1.9 32.9 36.3 34.5 15.7 0.09 0.16 0.17 0.17 1
--------------------------------------------------------------------------------
Interior Column # 2 Analysis Length = 16.55 ft Kx = 1.00 Weight = 167. lbs
Part Length Mem Depths at Member Description Web Fy
No. (ft) Start(in) End(in) Thickness (ksi)
12 16.12 7.890 7.890 W8X10 0.1700 in 50.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
1207 2.2 6.7 0.1 29.9 31.7 34.0 20.0 0.00 0.34 0.32 0.34 61
--------------------------------------------------------------------------------
Right Rafter # 2 Analysis Length = 10.14 ft Kx = 1.00 Weight = 130. lbs
Effective Ix = 69.0 in4
Part
Length
Web Height at
Outer Flange
Web
Inner Flange Taper
Fy
No.
(ft)
Start(in)
End(in)
(in)
Thick
(in) Angle
(ksi)
13
2.66
9.500
9.500
5.00x 0.2500
0.1340
5.00x 0.2500 0.00
55.0
14
7.61
9.500
9.500
5.00x 0.2500
0.1340
5.00x 0.2500 0.00
55.0
--------------------------------------------------------------------------------
Point
---Actual Forces---- --Allowable Stresses--
-------Unity Checks --------
No.
Axial
Moment
Shear Fa
Fbo Fbi
Fv
Shear Axial+Bend Comb
Load
(kip)
(k -ft)
(kip) (ksi) (ksi) (ksi)
(ksi)
Oflg Iflg Max
Comb
.--------------------------------------------------------------------------------
1301
-0.4
-6.8
2.4
13.7 36.3 34.5 15.7 0.11 0.17 0.18 0.18 1
1409
-0.0
5.4
0.2
26.6 . 34.5 31.4 15.7 0.01 0.14 0.15 0.15 2
--------------------------------------------------------------------------------
TOTAL
MEMBER
WEIGHT =
1206.
lbs
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 16
R -Frame Design Program - Version V5.06 Job : 95494A
Anchor Rod and Base Plate Design File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 2.5000
Plate Size 6.00OOx 9.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Shear
Tension
Allowable
Load
Check
Loading Type (kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Rod Tension 0.000
1.622
38.436
56
0.04
Rod Shear 1.417
0.000
23.061
76
0.06
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Weld
Weld
Weld
Design
Weld
Weld
Size
Length
Capacity
Force
Load
Check
Location
(in.)
(in.)
(kips)
(kips)
No.
Ratio
------------------------------------------------------------------
Inner Flg
0.25000
5.000
18.562
0.547
56
0.03
Outer Flg
0.25000
5.000
18.562
0.547
56
0..03
Web Plate
0.18750
9.000
25.058
1.474
58
0.06
,Star Building Systems, OKC, OK User: bacarmichael Page: F1- 17
R -Frame Design Program - Version V5.06 Job : 95494A
Anchor Rod and Base Plate Design File: frame_l.fra. Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time:'13:59:20
-------------------------'-------------------------------------------------------
INTERIOR COLUMNS 1 AND 2 ANCHOR RODS AND BASE PLATE DESIGN
------------------------------------------------------------
------------------------------------------------------------
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 2.0000, 1 Q 4.0000,.2.0000
Plate Size 6.0000x 8.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Shear
Tension
Allowable
Load
Check
Loading Type
-----------------------------------------------------------------
(kips)
(kips)
(kips)
No.
Ratio
Rod Tension
0.000
2.833
38.436
67
0'.07
Rod Shear
4.138
0.000
34.592
23
0.12
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Weld
Weld
Weld
Design
Weld
Weld
Size
Length
Capacity
Force
Load
Check
Location
(in.)
(in.)
(kips)
(kips)
No.
Ratio
----------------------
Inner Flg
0.18750
-------------------------------------------
3.940
16.455
2.082
25
0.13
Outer Flg
0.18750
3.940
16.455
2.082
25
0.13
Web Plate
0.18750
7.480
20.826
1.248
67
0.06
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 18
R -Frame Design Program - Version V5.06 Job : 95494A
Connection Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 8.00 x 0.7500 in.
Fy(Min) 50.0 ksi
Fu 65.0 ksi
Flanges:
O.S. - 5.00 x 0.2500 in.
I.S. - 4.63 x 0.2500 in.
Web Depth -
9.631
in.
Web Thickness
0.134 in.
Gage -
3.000
in.
Center of Bolt to
Flange:
Pf top (out) -
2.188
in.
BFCD top (out) -
1.750
in.
Rise top (out) -
0.276
in.
XTO top (out) -
2.062
in.
Pf top (ins) -
2.059
in.
BFCD top (ins) -
1.750
in.
Rise top (ins) -
0.276
in.
XTI top (ins) -
2.184
in.
Pf bot (out) -
1.753
in.
BFCD bot (out) -
1.750
in.
Rise bot (out) -
0.000
in.
XBO bot (out) -
1.750
in.
Pf bot (ins) -
2.497
in.
BFCD bot (ins) -
1.750
in.
Rise bot (ins) -
0.000
in.
XBI bot (ins) -
2.497
in.
Bolt Spacing -
3.000
in.
Controlling Mode
Thick
Plate
Angle top - 80.5
degrees
Angle bot - 90.0
degrees
Controlling
Load Combinations:
-----------------------------
76) DL +COLL +0.6WL2 (SOA -R)
85) DL +COLL +0.6WL3 (SOA -L)
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.
Bolt Unity Check (I.S.) = 0.
Right Side of Conn Data:
------------------------
Plate: 8.00 x 0.7500 in.
Fy(Min) 50.0 ksi
Fu 65.0 ksi
Flanges:
O.S. - 5.00 x 0.2500 in.
I.S. - 5.00 x 0.2500 in.
Web Depth -
9.631
in.
Web Thickness 0.134
in.
Gage -
3.000
in.
Center of Bolt to
Flange:
Pf top (out) -
1.938
in.
BFCD top (out) -
1.750
in.
Rise top (out) -
0.276
in.
XTO top (out) -
2.062
in.
Pf top (ins) -
2.309
in.
BFCD top ,(ins) -
1.750
in.
Rise top (ins) -
0.276
in.
XTI top (ins) -
2.184
in.
Pf bot (out) -
1.875
in.
BFCD bot (out) -
1.750
in.
Rise bot (out) -
0.276
in.
XBO bot (out) -
1.750
in.
Pf bot (ins) -
2.372
in.
BFCD bot (ins) -
1.750
in.
Rise bot (ins) -
0.276
in.
XBI bot (ins) -
2.497
in.
Bolt Spacing -
3.000
in.
Controlling Mode
Thick
Plate
Angle top - 99.5
degrees
Angle bot - 80.5
degrees
Left Side Frame Right Side Frame
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
7.61 -0.43 -1.19 -8.91 -0.22 1.37
-7.96 0.27 1.07 8.45 0.06 -1.48
1371 Plate Unity Check (O.S.) = 0.0951
1344 Plate Unity Check (I.S.) = 0.0938
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 19
R -Frame Design Program - Version V5.06 Job : 95494A
Connection Report File: frame_l.fra Date: 8/24/15
ms2 40../16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Peak Connection @ Left Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.3750 in.
Fy(Min)
55.0 ksi
Fy(Min)
Fu
70.0 ksi
70.0 ksi
Flanges:
Size
O.S. - 5.00 x
O.S. - 5.00 x
0.2500 in.
0.2500 in.
I.S. - 5.00 x
0.2500 in.
Web Thickness
Web Depth
- 9.631
in.
Web Thickness
0.134 in.
Pf top (out)
Gage
- 3.000
in.
Center of Bolt
to Flange:
XTO top (out)
Pf top (out)
- 1.812
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.214
in.
XTO top (out)
- 1.750
in.
Pf top (ins)
- 1.934
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.214
in.
XTI top (ins)
- 1.997
in.
Pf bot (out)
- 1.938
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.214
in.
XBO bot (out)
- 2.000
in.
Pf bot (ins)
- 1.809
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.214
in.
XBI bot (ins)
- 1.747
in.
Bolt Spacing
- 3.000
in.
Angle top - 80.5
degrees
Angle bot - 99.5
degrees
Right Side of Conn Data:
Plate: 6.00 x
0.3750 in.
Fy(Min)
55.0 ksi
Fu
70.0 ksi
Flanges:
Size
O.S. - 5.00 x
0.2500 in.
I.S. - 5.00 x
0.2500 in.
Web Depth
- 9.631
Web Thickness
0.134 in.
Gage
- 3.000
Center of Bolt
to Flange:
Pf top (out)
- 1.812
BFCD top (out)
- 1.750
Rise top (out)
- 0.214
XTO top (out)
- 1.750
Pf top (ins)
- 1.934
BFCD top (ins)
- 1.750
Rise top (ins)
- 0.214
XTI top (ins)
- 1.997
Pf bot (out)
- 1.938
BFCD bot (out)
- 1.750
Rise bot (out)
- 0.214
XBO bot (out)
- 2.000
Pf bot (ins)
- 1.809
BFCD bot (ins)
- 1.750
Rise bot (ins)
- 0.214
XBI bot (ins)
- 1.747
Bolt Spacing
- 3.000
Angle top - 80.5
degrees
Angle bot - 99.5
degrees
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
Required Connection Plate Welding >> (Using E70 Electrodes)
------------------------------------
Welded
Weld
Left
Side Conn
Right Side
Conn
Controlling
Size
Moments
Axial
Shear
Moments
Axial
Shear
Load Combinations:
(kips)
(k -ft)
(kips)
(kips)
(k -ft)
(kips)
(kips)
-----------------------------
68) 0.6DL +0.6WL3
(SOA -R)
-------------------------------------------------
-2.16
0.58
-0.32
-2.16
0.58
0.32
2) DL +LL +COLL
(SOA -R)
5.45
0.00
0,.01
5.45
0.00
-0.01
Connection Design
Summary:
Bolt Unity Check
(O.S.) =
0.0981 Plate
Unity
Check
(O.S.) =
0.0981
Bolt Unity Check
(I.S.) =
0.2228 Plate
Unity
Check
(I.S.) =
0.2228
Required Connection Plate Welding >> (Using E70 Electrodes)
------------------------------------
Welded
Weld
Weld
Weld
Design
Weld
Joint
Size
Length
Capacity
Force Load
Check
Weld Location Type
------------------------------------------------------------------------------
(in.)
(in.)
(kips)
(kips) No.
Ratio
Left Side of Conn
Inner Flg Fillet -BS 0.1875 10.0000 41.7635 6.6133 2 0.1584
Outer Flg
Fillet -BS
0.1875
10.0000
41.7635
2.8131
68
0.0674
Web Plate
Fillet -BS
0.1875
19.2621
53.6301
0.4707
61
0.0088
Right Side of Conn
Inner Flg
Fillet -BS
0.1875
10.0000
41.7635
6.6133
1
0.1584
Outer Flg
Fillet -BS
0.1875
10.0000
41.7635
2.8131
68
0.0674
Web Plate
Fillet -BS
0.1875
19.2621
53.6301
0.4707
61
0.0088
------------------------------------------------------------------------------
NS - Near side weld,
FS - Far
side
weld, BS -
Both sides
weld.
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 20
R -Frame Design Program - Version V5.06 Job : 95494A
Cap Plate Summary File: frame_l.fra Date: 8124/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
-L -------------------------------------------------------------------------------
INTERIOR COLUMNS 1 AND 2 CAP PLATE AND BOLT DESIGN
----------------------------------------------------
----------------------------------------------------
Cap Plate and Bolt Design Sizes >>
----------------------------------
Use ( 4)- 0.500 in. Dia. A325N Bolts
Bolt Gage 2.500 in. Bolt Spacing 2.,500 in.
Plate Size 6.00OOx 8.00OOx 0.3750 in. (WidthxDepthxThickness)
Controlling Forces for Cap Plate Bolt Design >>
Shear
Tension
Allowable
Load
Check
Loading Type
(kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Bolt 'Tension
0.000
2.893
35.343
67
0.0819
Bolt Shear
1.905
0.000
21.206
61
0.0899
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 21
R -Frame Design Program - Version V5.06 Job : 95494A
Knee and Stiffener Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
Left and Right Knee Design
Knee Web Thickness Use 0.1340 in. Thick Web
Bearing Stiffener Type Horizontal
Bearing Stiffener at Knee 2.2500 X 0.2500 in.
Column Cap Plate 5.,0000 X 0.2500 in.
Knee Panel Weld Sizes
---------------------
---------------------
Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are:
Column Cap Plate:
0.1875
in.
x
9.124
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.
x
9.000
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.
x
3.000
in.
GMAW.on
FAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
8.131
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
8.131
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection Pl.:
0.1875
in.
x
9.631
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
0.1875 in x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS
STIFF. CENTERLINE
LOCATED FROM
COL. STIFFENER THE CENTER NO. OF STIFF.
NO. ORIENTATION OF THE COL. STIFF. WIDTH
--------------------------- ------ (IN.)
1 VERTICAL 3.8425 IN. 4 2.2500
STIFF.
STIFF.
THICK.
LENGTH
(IN.)
(IN.)
0.3125
6.5000
13
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 22
R -Frame Design Program - Version V5.06 Job : 95494A
Flange Brace Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 716 @ FLOOR 1 @ 716 @ FLOOR
1 @ 4'0 1 @ 4'0
1 @'416 @ EAVE 1 @ 4'6 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 414-13/16" @ EAVE 2 @ 4'4-13/16" @ EAVE
2 @ 510 2 @ 510
1 @ 112-7/16" @ PEAK 1 @ 112-7/16" @ PEAK
--------------------------------------------------------------------------------
MEMBER DISTANCE TO BRACE POINTS (Feet)
- LEFT RAFTER Measured along T.F. from left steel line
- RIGHT RAFTER Measured along T.F. from right steel line
- EXT. COLUMNS Measured along T.F. from base
------------------------------------------ -------------------------------------
LFT COLUMN 7.50 11.50
(N) (N)
LFT RAFTER 4.46 8.92 13.99 19.06
(C) (C) (N) (C)
RGT COLUMN 7.50- 11.50
(N) (N)
RGT RAFTER 4.46 8.92 13.99 19.06
(C) (C) (N) (C)
------------------------------------------------------------------------------
--
"N" Indicates that No flange braces are located at the brace point
"C" Indicates that One 211x21Ix14 ga flange brace is located at,the brace point
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: bacarmichael Page: F1- 23
R -Frame Design Program - Version V5.06 Job : 95494A
Primary Deflection Report File: frame_l.fra Date: 8/24/15
ms2 40./16./10.167 20./110./0. Start Time: 13:59:20
--------------------------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches)
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -0.024 in. 4.72 ft. 0.023 in. 4.72 ft.
Load Comb 106 88
Defl. L/999 L/999
MAX RAFTER DEFLECTIONS for SPAN #2. (Positive = Y:Upw ard)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -0.159 in. 20.00 ft. 0.062 in. 21.38 ft.
Load Comb 1 112
Defl. L/999 L/999
PEAK DEFLECTIONS (Positive = Y:Upward)
--------------------
--------------------
Y-Def
--------------------
Pos. Max 0.060 in.
Load Comb 112 ,
Defl. L/999
--------------------
Neg. Max -0.159 in.
Load Comb 2
Defl. L/999
--------------------
--------------------
Note: The reported horizontal deflections for the load combinations shown below
have been amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
114 3.0
115 3.0
Ext. Left Col
Int.
Column -1
Int.
Column -2
Ext Right Col
X -Def
Y -Def
X -Def
Y -Def
X -Def
Y -Def
X -Def
Y -Def
------------------------------------------------------------------------------
Pos.
Max
1.100
0.002
1.102
0.006
1.123
0.006
1.122
0.002
Load
Comb
116
106
116
112
118
106
118
112
Defl.
H/164
H/180
H/176
H/161
------------------------------------------------------------------------------
Neg.
Max
-1.122
-0.002
-1.123
-0.010
-1.102
-0.010
-1.100
-0.002
Load
Comb
119
103
119
1
117
1
117
91
Defl.
H/161
H/176
H/180
H/164
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -0.024 in. 4.72 ft. 0.023 in. 4.72 ft.
Load Comb 106 88
Defl. L/999 L/999
MAX RAFTER DEFLECTIONS for SPAN #2. (Positive = Y:Upw ard)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -0.159 in. 20.00 ft. 0.062 in. 21.38 ft.
Load Comb 1 112
Defl. L/999 L/999
PEAK DEFLECTIONS (Positive = Y:Upward)
--------------------
--------------------
Y-Def
--------------------
Pos. Max 0.060 in.
Load Comb 112 ,
Defl. L/999
--------------------
Neg. Max -0.159 in.
Load Comb 2
Defl. L/999
--------------------
--------------------
Note: The reported horizontal deflections for the load combinations shown below
have been amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
114 3.0
115 3.0
:Star Building Systems, OKC, OK User: bacarmichael Page: F2- 1
R -Frame Design Program - Version V5.06 Job : 95494A
Input Data Echo File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
\\okcsna0l\TS\Jobs\Active\ENG\14-B-95494\verOl-bacarmichael\Bldg-A\
--------------------------------------------------------------------------------
VERSION V5.06
BRAND STAR
DESCRIPTION cs 40./16./19.833 20./110./0.
FRAME_ID 2
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection profile seismic detail \
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT atw *JOB 95494A
ANALYZE none *DATASET members brace combinations wind array connection base
BUILDING LABEL A
LOCATION frame lines 2-3
LATERAL GRID LABEL 2 3
LONGITUDINAL GRID LABEL E A
NUMBER FRAMES 2 *PRICE complete
TYPE cs t cs 60. 60.
WIDTH 40. 20.
LENGTH 60.
EAVE 16. *ROOF SLOPE 2.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 30.882 12.936 7.865 6.484
CODE LABEL 2013 CALIFORNIA
BUILDING CODE IB12 U=Normal
DEAD LOAD 2.158 *COLLATERAL LOAD 0.5
LIVE LOAD 20. reduce
SNOW R=O. T=1. S=N WEL=20. WER=20. WML=20. WMR=20.
WIND CODE AS10
SEISMIC CODE AS10
SEISMIC LOAD 51=26.92 SS=61.11 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5
LOF=2. TOF=2.5 RL=3.25 Cd=3. Ct=0.028
SOIL PROFILE D
SECOND ORDER FOA
ROOF TRIBUTARY TR= 19.833
WALL TRIBUTARY TR= 19.833 S=O. E=16.
DESIGN ASD10
LATERAL BRACE LENGTH 20.00
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. 5=180. W=180. G=120.
DEFLECTION WALL L=60. 5=60. W=60. E=40. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=1 RA=1 RC=1
BRACE ATTACHMENT FLANGE
FLANGE BRACE ATTACHMENT LC=O RA=O RC=O
GIRT SPACING 7.5 4.
GIRT BRACE N C
PURLIN SPACING 2@4.3989 2@5.
PURLIN BRACE C N N C
LEFT COLUMN
BASE W=6. T=0.375 L=9.5 N=2 D=0.75
9. 0. 10. 5. 0.25 0.134 5. 0.25
0. 9. 0. 5. 0.25 0.156 5. 0.25
LEFT RAFTER
CONNECTION
0=2E I=2E W=8. 6. T=0.75 D=0.75
11.
0.
0. 5. 0.25 0.134 5.
0.25
0.
11.
10. 5. 0.25 0.134 5.
0.25
CONNECTION
0=2E
I=2E W=6. T=0.375 D=0.75
SYMMETRICAL ALL
WIND LOAD WL1
22.657 0.2600 -0.8700 -0.5800 -0.5100 20.000
Left
WIND LOAD WL2
22.657 0.6200 -0.5100 -0.2200 -0.15.00 20.000
Left
WIND LOAD
LWL1
22.657 -0.6300 -0.8700 -0.5500 -0.6300 20.000
WIND LOAD
LWL2
22.657 -0.6300 -0.5500 -0.8700 -0.6300 20.000
WIND LOAD
LWL3
22.657 -0.2700 -0.5100 -0.1900 -0.2700 20.000
WIND LOAD
LWL4
22.657 -0.2700 -0.1900 -0.510.0 -0.2700 20.000
WIND LOAD MWL1
16.000 0.5000 0.2500 0.2500 -0.5000 0.000
WIND LOAD
MWL2
16.000 -0.5000 -0.2500 -0.2500 0.5000 0.000
WIND LOAD
WL3
22.657 -0.5100 -0.5800 -0.8700 0.2600 20.000
Right
WIND LOAD
WL4
22.657 -0.1500 -0.2200 -0.5100 0.6200 20.000
Right
LOAD COMBINATIONS
1)1. DL
1. LL
1. COLL *DEFL 60. 120. *PDELTA L
2)1. DL
1. LL
1. COLL *DEFL 60. 120. *PDELTA R
3)1.07478
DL
0.91 EQ *DEFL 50. 120. *PDELTA L
4)1.07478
DL
0.91 EQ *DEFL 50. 120. *PDELTA R
5)1.07478
DL
-0.91 EQ *DEFL 50. 120. *PDELTA L
6)1.07478
DL
-0.91 EQ *DEFL 50. 120. *PDELTA R
7)1.07478
DL
1.07478 COLL 0.91 EQ *DEFL 50. 120. *PDELTA L
8)1.07478
DL
1.07478 COLL 0.91 EQ *DEFL 50. 120. *PDELTA R
9)1.07478
DL
1.07478 COLL -0.91 EQ *DEFL 50. 120. *PDELTA
L
10)1.07478
DL
1.07478 COLL -0.91 EQ *DEFL 50. 120. *PDELTA
R
11)0.52522
DL
0.91 RBUPEQ *DEFL 60. 120. *.PDELTA L -
12)0.52522
DL
0.91 RBUPEQ *DEFL 60. 120. *PDELTA R
13)0.52522
DL
0.91 EQ *DEFL 50. 120. *PDELTA L
14)0.52522
DL
0.91 EQ *DEFL 50. 120. *PDELTA R
15)0.52522
DL
-0.91 EQ *DEFL 50. 120. *PDELTA L
16)0.52522
DL
-0.91 EQ *DEFL 50. 120. *PDELTA R
17)0.79317
DL
2. RBUPEQ *TYPE R *APP C *PDELTA L'
18)0.79317
DL
2. RBUPEQ *TYPE R *APP C *PDELTA R
19)0.79317
DL
2.5 EQ *TYPE R *APP C *PDELTA L
20)0.79317
DL
2.5 EQ *TYPE R *APP C *PDELTA-R
21)0.79317
DL
-2.5 EQ *TYPE R *APP C *PDELTA L
22)0.79317
DL
-2.5 EQ *TYPE R *APP C *PDELTA R
23)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP C *PDELTA L
24)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP C *PDELTA R
25)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP C *PDELTA L
26)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP C *PDELTA R
27)0.79317
DL
2.5 EQ *TYPE R *APP B *PDELTA L
28)0.79317
DL
2.5 EQ *TYPE R *APP B *PDELTA R
29)0.79317
DL
=2.5 EQ *TYPE R *APP B *PDELTA L
30)0.79317
DL
-2.5 EQ *TYPE R *APP B *PDELTA R
31)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP B *PDELTA L
32)1.30683
DL
1.30683 COLL 2.5 EQ *TYPE R *APP B *PDELTA R
33)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP B *PDELTA L
34)1.30683
DL
1.30683 COLL -2.5 EQ *TYPE R *APP B *PDELTA R
35)0.79317
DL
3.5 EQ *TYPE R *APP K *PDELTA L
36)0.79317
DL
3.5 EQ *TYPE R *APP K *PDELTA R
37)0.79317
DL
-3.5 EQ *TYPE R *APP K *PDELTA L
38)0.79317
DL
-3.5 EQ *TYPE R *APP K *PDELTA R
39)1.30683
DL
1.30683 COLL 3.5 EQ *TYPE R *APP K *PDELTA L
40)1.30683
DL
1.30683 COLL 3.5 EQ *TYPE R *APP K *PDELTA R
41)1.30683
DL
1.30683 COLL -3.5 EQ *TYPE R *APP K *PDELTA L
42)1.30683
DL
1.30683 COLL -3.5 EQ *TYPE R *APP K *PDELTA R
43)1. DL
0.6
WL1 *DEFL 60. 120. *PDELTA L
44)1. DL
0.6
WL1 *DEFL 60. 120. *PDELTA R
45)1. DL
0.6
WL2 *DEFL 60. 120. *PDELTA L
46)1. DL
0.6
WL2 *DEFL 60. 120. *PDELTA R
• 47)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA L
48)1. DL 0.6 WL3 *DEFL 60. 120. *PDELTA R
49)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA L
50)1. DL 0.6 WL4 *DEFL 60. 120. *PDELTA R
51)0.6 DL -0.6 WL1 *DEFL 60. 120. *PDELTA L
52)0.6 DL 0.6 WL1 *DEFL 60. 120. *PDELTA R
53)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA L
54)0.6 DL 0.6 WL2 *DEFL 60. 120. *PDELTA R
55)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA L
56)0.6 DL 0.6 LWL1 0.6 RBUPLW *DEFL 60. 120. *PDELTA R
57)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA L
58)0.6 DL 0.6 LWL2 0.6 RBUPLW *DEFL 60. 120. *PDELTA R
59)0.6 DL 0.6 LWL3 0.6 RBUPLW *DEFL 60. 120. *PDELTA L
60)0.6 DL 0.6 LWL3 0.6 RBUPLW *DEFL 60. 120. *PDELTA R
61)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA L
62)0.6 DL 0.6 LWL4 0.6 RBUPLW *DEFL 60. 120. *PDELTA R
63)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA L
64)0.6 DL 0.6 WL3 *DEFL 60. 120. *PDELTA R
65)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA L
66)0.6 DL 0.6 WL4 *DEFL 60. 120. *PDELTA R
67)0.6 MWL1 *TYPE M
68)0.6 MWL2 *TYPE M
69)1. DL 1. COLL 0.6 WL1 *DEFL 60- 0. *PDELTA L
70)1. DL 1. COLL 0.6 WL1 *DEFL 60. 0. *PDELTA R
71)1. DL 1. COLL 0.6 WL2 *DEFL 60. 0. *PDELTA L
72)1. DL 1. COLL 0.6 WL2 *DEFL 60. 0. *PDELTA R
73)1. DL 1. COLL 0.6 WL3 *DEFL 60. 0. *PDELTA L
74)1. DL 1. COLL 0.6 WL3 *DEFL 60. 0. *PDELTA R
75)1. DL 1. COLL 0.6 WL4 *DEFL 60. 0. *PDELTA L
76)1. DL 1. COLL 0.6 WL4 *DEFL 60. 0. *PDELTA R
77)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 0. *PDELTA L
78)1. DL 0.75 LL 1. COLL 0.45 WL1 *DEFL 60. 0. *PDELTA R
79)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 0. *PDELTA L
80)1. DL 0.75 LL 1. COLL 0.45 WL2 *DEFL 60. 0. *PDELTA R
81)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA L
82)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA R
83)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA L
84)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA R
85)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA L
86)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA R
87)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA L
88)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *DEFL 60. 0. \
*PDELTA R
89)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 0. *PDELTA L
90)1. DL 0.75 LL 1. COLL 0.45 WL3 *DEFL 60. 0. *PDELTA R
91)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 0. *PDELTA L
92)1. DL 0.75 LL 1. COLL 0.45 WL4 *DEFL 60. 0. *PDELTA R
93)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *DEFL 60. 0. *PDELTA L
94)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *DEFL 60. 0. *PDELTA R
95)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 0. *PDELTA L
96)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *DEFL 60. 0. *PDELTA R
97)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 0. *PDELTA L
98)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *DEFL 60. 0. *PDELTA R
99)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *DEFL 60. 0. *PDELTA L
100)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *DEFL 60. 0. *PDELTA R
,101)1. DL 0.75 LL 1. COLL 0.45 LWL1
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA L
102)1. DL 0.75 LL 1. COLL 0.45 LWL1
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA R
103)1. DL 0.75 LL 1. COLL 0.45 LWL2
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA L
104)1. DL 0.75 LL 1. COLL 0.45 LWL2
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA R
105)1. DL 0.75 LL 1. COLL 0.45 LWL3
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA L
106)1. DL 0.75 LL 1. COLL 0.45 LWL3
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA R
107)1. DL 0.75 LL 1. COLL 0.45 LWL4
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA L
108)1. DL 0.75 LL 1. COLL 0.45 LWL4
0.45 RBDWLW
*DEFL 60.
0. \
*PDELTA R
109)1.07478 DL 1.07478 COLL 0.91 RBDWEQ
*PDELTA L
110)1.07478 DL 1.07478 COLL 0.91 RBDWEQ
*PDELTA R
111)1.30683 DL 1.30683 COLL 2. RBDWEQ
*TYPE R *APP
C *PDELTA L
112)1.30683 DL 1.30683 COLL 2. RBDWEQ
*TYPE R *APP
C *PDELTA R
113)1. LL *DEFL 60. 180. *TYPE D
114)0.6 WL1 *DEFL 60. 180. *TYPE D
115)0.6 WL2 *DEFL 60. 180. *TYPE D
116)0.6 LWL1 *DEFL 60. 180. *TYPE
D
117)0.6 LWL2 *DEFL 60. 180. *TYPE
D
118)0.6 LWL3 *DEFL 60. 180. *TYPE
D
119)0.6 LWL4 *DEFL 60. 180. *TYPE
D
120)0.6 WL3 *DEFL 60. 180. *TYPE D
121)0.6 WL4 *DEFL 60. 180. *TYPE D
122)1.30683 DL 1. EQ *DEFL 40. 0.
*TYPE D *EQCD 3.0
123)1.30683 DL -1. EQ *DEFL 40.
0. *TYPE D *EQCD 3.0
124)0.79317 DL 1. EQ *DEFL 40. 0.
*TYPE D *EQCD 3.0
125)0.79317 DL -1. EQ *DEFL 40.
0. *TYPE D *EQCD 3.0
126)1.30683 DL 1.30683 COLL 1. EQ
*DEFL 40.
0. *TYPE D *EQCD 3.0
127)1.30683 DL 1.30683 COLL -1. EQ
*DEFL 40.
0. *TYPE D *EQCD 3.0
LOADS
RC EQDW GLOB M C 16.000000
0.480000
0.000000
\
# PANEL/GIRT SELF -WEIGHT FOR E
LC EQDW GLOB M C 16.000000
0.480000
0.000000
\
# PANEL/GIRT SELF -WEIGHT FOR E
LC RBUPLW GLOB Y C 0.010000
2.312000
0.916700
\
# WIND BRACE FORCE
LC RBUPLW GLOB L C 0.010000
2.890000
0.000000
\
# WIND BRACE FORCE
LC RBDWLW GLOB Y C 16.000000
-2.312000
0.916700
\
# WIND BRACE FORCE
RC RBDWLW GLOB Y C 16.000000
-2.312000
-0.916700
\
# WIND BRACE FORCE
RC RBUPLW GLOB Y C 0.010000
2.312000
-0.916700
\
# WIND BRACE FORCE
RC RBUPLW GLOB L C 0.010000
2.890000
0.000000
\
# WIND BRACE FORCE
LC RBUPEQ GLOB Y C 0.010000
0.874000
0.916700
\
# SEISMIC BRACE FORCE
LC RBUPEQ GLOB L C 0.010000
1.092000
0.000000
\
# SEISMIC BRACE FORCE
LC RBDWEQ GLOB Y C 16.000000
-0.874000
0.916700
\
# SEISMIC BRACE FORCE
RC RBDWEQ GLOB Y C 16.000000
-0.874000
-0.916700
\
# SEISMIC BRACE FORCE
RC RBUPEQ GLOB Y C 0.010000
0.874000
-0.916700
\
# SEISMIC BRACE FORCE
• RC' RBUPEQ GLOB L C 0.010000 1.092000 0.000000 \
# SEISMIC BRACE FORCE
END
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 2
R -Frame Design Program - Version V5.06 Job : 95494A
Building Grid label legend File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. . Start Time: 13:59:49
Building Grid Label Legend
--------------------------
--------------------------
Building A
Frame Number 2
No. of Frames 2
Left Column Column @ * - E
Right Column Column @ * - A
*Frames located @ 2 3
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 3
R -Frame Design Program - Version V5.06 Job : 95494A
Code Summary Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Building :A
Frame Number :2 Location: frame lines 2-3
No. of Frames: 2
2013 CALIFORNIA
Main Code Requirements Per
International Building Code
2012 Edition
Supporting Design Manual(s):
2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ..................................... 16.000
Horizontal width from left to right steel line (feet) ............... 40.000
Horizontal distance to ridge from left side (feet) .................. 20.000
Roof Slope Left & Right (rise:12)................................... 2.000
Column Slope Left & Right(lat:12).................................. 0.000
Purlin depth left & right side (inches) ............................. 8.000
Frame Rafter Inset left & right side (inches) ....................... 8.250
Girt depth left & right side (inches) ............................... 8.000
Frame Column Inset left & right side (inches) ....................... 8.250
Tributary Width left & right side (feet) ............................ 19.833
.................................from Height 0.00 to Height 16.00
Tributary Width roof (feet) ......................................... 19.833
Tension Flange Bolt Hole Reduction .................................. Yes
Tension Field Action at Knee ........................................ Yes
Second order analysis method ........................................ C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf)..................................... 2.158
Frame Rafter Dead weight (psf)...................................... 0.679
Total Roof Dead Weight (psf)........................................ 2.837
Collateral Load to Frame Rafter (psf) ............................... 0.500
Roof Live Load Entered (psf) W/ Live Load Reduction Requested....... 20.000
Design Roof Live Load Used (psf).................................... 12.000
Roof Snow Load Entered (psf)........................................ 0.000
Snow Exposure Factor [Ce] .......................................... 1.000
Snow Importance Factor [I] -- Standard Use Category ................. 1.000
Snow Thermal Factor Entered [Ct] -- User Entered .................... 1.000
Snow Thermal Factor Used [Ct]Heated Building ........................ 1.000
Slippery & Unobstructed Roof Surface ................................ No
Roof Snow Load [Pf = I*Pg] (psf).................................... 0.000
Snow Slope Factor [Cs] ..........................................•.. 1.000
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000
UNBALANCED SNOW LOADING(s)
--------------------------
No Unbalanced Roof Snow Loadings.
.Star Building Systems, OKC, OK User: bacarmichael Page: F2- 4
R -Frame Design Program - Version V5.06 Job : 95494A
Wind Summary Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
-----------------------------=--------------------------------------------------
2013 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
Eave height Left & Right (feet) ..................................... 16.000
Wind Elevation on left column (feet) ................................ 16.000
Wind Elevation on right column (feet) ............................... 16.000•
Total frame width (feet) ...................... 40.000
Total building length (feet) ........................................ 60.000
Number of primary wind loadings .................................... 10
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 5
R -Frame Design Program - Version V5.06 Job : 95494A
Continue Wind Summary Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
2013 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
--------------------------------------------------------------------------------
Wind Load WL1
Wind from
left direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.260
-0.870( 50.0%)
-0.580( 50.0%)
-0.510
--------------------------------------------------------------------------------
Wind Load WL2
Wind from
left direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.620
-0.510( 50.0%)
-0.220( 50.0%)
-0.150
--------------------------------------------------------------------------------
Wind Load LWL1
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.630
-0.870( 50.0%)
-0.550( 50.0%)
-0.630
--------------------------------------------------------------------------------
Wind Load LWL2
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.630
-0.550( 50.0%)
-0.870( 50.0%)
-0.630
--------------------------------------------------------------------------------
Wind Load LWL3
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.270
-0.510( 50.0%)
-0.190( 50.0%)
-0.270
--------------------------------------------------------------------------------
Wind Load LWL4
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.270
-0.190( 50.0%)
-0.510( 50.0%)
-0.270
--------------------------------------------------------------------------------
Wind Load MWL1
Min. Wind
from left dir.
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.500
0.250
0.250
-0.500
--------------------------------------------------------------------------------
Wind Load MWL2
Min. Wind
from right dir.
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.500
-0.250
-0.250
0.500
--------------------------------------------------------------------------------
Wind Load WL3
Wind from
right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.510
-0.580( 50.0%)
-0.870( 50.0%)
0.260
--------------------------------------------------------------------------------
Wind Load WL4
Wind from
right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
--------------------------------------------------------------------------------
(Cp)
-0.150
-0.220( 50.0%)
-0.510( 50.0%)
0.620
Notes :
1. Wind coefficients applied to the roof may be located as a percentage
of the total frame width (xx.x%). If not shown the coefficients are
applied fully to their respective rafter.
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 6
R -Frame Design Program - Version V5.06 Job : 95494A
Load Combinations Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Load Combination :
------------------
1) DL +LL +COLL (SOA -L)
2) DL +LL +COLL (SOA -R)
3) 1.0748DL +0.91EQ (SOA -L)
4) 1.0748DL +0.91EQ (SOA -R)
5) 1.0748DL-0.91EQ (SOA -L)
6) 1.0748DL-0.91EQ (SOA -R)
7) 1.0748DL +1.0748COLL +0.91EQ
8) 1.0748DL +1.0748COLL +0.91EQ
9) 1.0748DL +1.0748COLL-0.91EQ
10) '1.0748DL +1.0748COLL-0.91EQ
11) 0.5252DL +0.91RBUPEQ (SOA -L)
12) 0.5252DL +0.91RBUPEQ (SOA -R)
13) 0.5252DL +0.91EQ (SOA -L)
14) 0.5252DL +0.91EQ (SOA -R)
15) 0.5252DL-0.91EQ (SOA -L)
16) 0.5252DL-0.91EQ (SOA -R)
17) 0.7932DL +2.RBUPEQ (SOA -L)
18) 0.7932DL +2.RBUPEQ (SOA -R)
19) 0.7932DL +2.5EQ (SOA -L)
20) 0.7932DL +2.5EQ (SOA -R)
21) 0.7932DL -2.5EQ (SOA -L)
22) 0.7932DL -2.5EQ (SOA -R)
23) 1.3068DL +1.3068COLL +2.5EQ
24) 1.3068DL +1.3068COLL +2.5EQ
25) 1.3068DL +1.3068COLL -2.5EQ
26) 1.3068DL +1.3068COLL -2.5EQ
27) 0.7932DL +2.5EQ (SOA -L)
28) 0.7932DL +2.5EQ (SOA -R)
29) 0.7932DL -2.5EQ (SOA -L)
30) 0.7932DL -2.5EQ (SOA -R)
31) 1.3068DL +1.3068COLL +2.5EQ
32) 1.3068DL +1.3068COLL +2.5EQ
33) 1.3068DL +1.3068COLL -2.5EQ
34) 1.3068DL +1.3068COLL -2.5EQ
35) 0.7932DL +3.5EQ (SOA -L)
36) 0.7932DL +3.5EQ (SOA -R)
37) 0.7932DL -3.5EQ (SOA -L)
38) 0.7932DL -3.5EQ (SOA -R)
39) 1.3068DL +1.3068COLL +3.5EQ
40) 1.3068DL +1.3068COLL +3.5EQ
41) 1.3068DL +1.3068COLL -3.5EQ
42) 1.3068DL +1.3068COLL -3.5EQ
43) DL +0.6WL1 (SOA -L)
44) DL +0.6WL1 (SOA -R)
45) DL +0.6WL2 (SOA -L)
46) DL +0.6WL2 (SOA -R)
47) DL +0.6WL3 (SOA -L)
48) DL +0.6WL3 (SOA -R)
49) DL +0.6WL4 (SOA -L)
50) DL +0.6WL4 (SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N C R P
N B R P
N B R P
N B R P
N B R P
N B R P
N B R P
N B R P
N B R P
N K R P
N K R P
N K R P
N K R P
N K R P
N K R P
N K R P
N K R P
N A P
N A P
N A P-
N A P
N A P
N A P
N A P
N A P
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 7
R -Frame Design Program - Version V5.06 Job : 95494A
Continue Load Comb Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Load Combination :
------------------
51) 0.6DL +0.6WL1 (SOA -L)
52) 0.6DL +0.6WL1 (SOA -R)
53) 0.6DL +0.6WL2 (SOA -L)
54) 0.6DL +0.6WL2 (SOA -R)
55) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -L)
56) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R)
57) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L)
58) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R)
59) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -L)
60) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R)
61) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -L)
62) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -R)
63) 0.6DL +0.6WL3 (SOA -L)
64) 0.6DL +0.6WL3 (SOA -R)
65) 0.6DL +0.6WL4 (SOA -L)
66) 0.6DL +0.6WL4 (SOA -R)
67) 0.6MWL1
68) 0.6MWL2
69) DL +COLL +0.6WL1 (SOA -L)
70) DL +COLL +0.6WL1 (SOA -R)
71) DL +COLL +0.6WL2 (SOA -L)
72) DL +COLL +0.6WL2 (SOA -R)
73) DL +COLL +0.6WL3 (SOA -L)
74) DL +COLL +0.6WL3 (SOA -R)
75) DL +COLL +0.6WL4 (SOA -L)
76) DL +COLL +0.6WL4 (SOA -R)
77) DL +0.75LL +COLL +0.45WL1 (SOA -L)
78) DL +0.75LL +COLL +0.45WL1 (SOA -R)
79) DL +0.75LL +COLL +0.45WL2 (SOA -L)
80) DL +0.75LL +COLL +0.45WL2 (SOA -R)
81) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW
82) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW
83) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW
84) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW
85) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW
86) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW
87) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW
88) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW
89) DL +0.75LL +COLL +0.45WL3 (SOA -L)
90) DL +0.75LL +COLL +0.45WL3 (SOA -R)
91) DL +0.75LL +COLL +0.45WL4 (SOA -L)
92) DL +0.75LL +COLL +0.45WL4 (SOA -R)
93) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L)
94) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R)
95) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L)
96) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -R)
97) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L)
98) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R)
99) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L)
100) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N M
N M
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N -A P
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 8
R -Frame Design Program - Version V5.06' Job : 95494A
Continue Load Comb Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Load Combination
101)
DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW
(SOA -L)
N
A
P
102)
DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW
(SOA -R)
N
A
P
103)
DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW
(SOA -L)
N
A
P
104)
DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW
(SOA -R)
N
A
P
105)
DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW
(SOA -L)
N
A
P
106)
DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW
(SOA -R)
N
A
P
107)
DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW
(SOA -L)
N
A
P
108)
DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW
($OA -R)
N
A
P
109)
1.0748DL +1.0748COLL +0.91RBDWEQ (SOA -L)
N
A
P
110)
1.0748DL +1.0748COLL +0.91RBDWEQ (SOA -R)
N
A
P
111)
1.3068DL +1.3068COLL +2.RBDWEQ (SOA -L)
N
C
R P
112)
1.3068DL +1.3068COLL +2.RBDWEQ (SOA -R)
N
C
R P
113)
LL
D
114)
0.6WL1
D
115)
0.6WL2
D
116)
0.6LWL1
D
117)
0.6LWL2
D
118)
0.6LWL3
D
119)
0.6LWL4
D
120)
0.6WL3
D
121)
0.6WL4
D
122)
1.3068DL +EQ
D
E
123)
1.3068DL -EQ
D
E
124)
0.7932DL +EQ
D
E
125)
0.7932DL -EQ
D
E
126)
1.3068DL +1.3068COLL +EQ
D
E
127)
1.3068DL +1.3068COLL -EQ
D
E
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 9
R -Frame Design Program - Version V5.06 Job : 95494A
Continue Load Comb Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Where
DL =
Roof Dead Load
LL =
Roof Live Load
COLL =
Roof Collateral Load
EQ =
Lateral Seismic Load
[parallel
to plane of frame]
RBUPEQ=
Upward Acting Rod Brace Load from Longit. Seismic
WL1 =
Lateral Primary Wind
Load
WL2 =
Lateral Primary Wind
Load
WL3 =
Lateral Primary Wind
Load
WL4 =
Lateral Primary Wind
Load
LWL1 =
Longitudinal Primary
Wind Load
RBUPLW=
Upward Acting Rod Brace
Load from Longitud. Wind
LWL2 =
Longitudinal Primary
Wind Load
LWL3 =
Longitudinal Primary
Wind Load
LWL4 =
Longitudinal Primary
Wind Load
MWL1 =
Minimum Wind Load
MWL2 =
Minimum Wind Load
RBDWLW=
Downward Acting Rod
Brace Load
from Longit. Wind
RBDWEQ=
Downward Acting Rod
Brace Load
from Long. Seismic
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Strength Design Combination - ASD10
C= Column Only Combination for Seismic
D= Deflection Only Combination
P= Second Order Analysis Combination - SOA
R= Load and Resistance Factor Design Combination - LRFD
E= Cd is applied and Ie is omitted from frame drift calculations
M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection
,Star
Building Systems,
OKC, OK
User:
bacarmichael
Page:
F2- 10
R -Frame Design Program
- Version
V5.06
Job :
95494A
User
Load
Report
File: frame_2-3.fra
Date:
8/24/15
cs
--------------------------------------------------------------------------------
40./16./19.833 20./110./0.
Start
Time:
13:59:49
* USER INPUT LOADS
-------------------
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
16.000
0.4800-
0.0000
0.000
2
LC
EQDW
GLOB
M
C
16.000
0:4800
0.0000
0.000
3
LC
RBUPLW
GLOB
Y
C
0.010
2.3120
0.0000
0.917
4
LC
RBUPLW
GLOB
L
C
0.010
2.8900
0.0000
0.000
5
LC
RBDWLW
GLOB
Y
C
16.000
-2.3120
0'.0000
0.917
6
RC
RBDWLW
GLOB
Y
C
16.000
-2.3120
0.0000
-0.917
7
RC
RBUPLW
GLOB
Y
C
0.010
2.3120
0.0000
-0.917
8
RC
RBUPLW
GLOB
L
C
0.010
2.8900
0.0000
0.000
9
LC
RBUPEQ
GLOB
Y
C
0.010
0.8740
0.0000
0.917
10
LC
RBUPEQ
GLOB
L
C
0.010
1.0920
0.0000
0.000
11
LC
RBDWEQ
GLOB
Y .
C
16.000
-0.8740
0.0000
0.917
12
RC
RBDWEQ
GLOB
Y
C
16.000
-0.8740
0.0000
-0.917
13
RC
RBUPEQ
GLOB
Y
C
0.010
0.8740
0.0000
-0.917
14
RC
RBUPEQ
GLOB
L
C
0.010
1.0920
0.0000
0.000
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 11
R -Frame Design Program - Version V5.06 Job : 95494A
Load Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
* GENERAL LOAD CARDS GENERATED
LOAD MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
16.000
0.4800
N/A
0.000
2
LC
EQDW
GLOB
M
C
16.000
0.4800
N/A
0.000
3
LC
RBUPLW
GLOB
Y
C
0.010
2.3120
N/A
0.917
4
LC
RBUPLW
GLOB
L
C
0.010
2.8900
N/A
0.000
5
LC
RBDWLW
GLOB
Y
C
16.000
-2.3120
N/A
0.917
6
RC
RBDWLW
GLOB
Y
C
16.000
-2.3120
N/A
-0.917
7
RC
RBUPLW
GLOB
Y
C
0.010
2.3120
N/A
-0.917
8
RC
RBUPLW
GLOB
L
C
0.010
2.8900
N/A
0.000
9
LC
RBUPEQ
GLOB
Y
C
0.010
0.8740
N/A
0.917
10
LC
RBUPEQ
GLOB
L
C
0.010
1.0920
N/A
0.000
11
LC
RBDWEQ
GLOB
Y
C
16.000
-0.8740
N/A
0.917
12
RC
RBDWEQ
GLOB
Y
C
16.000
-0.8740
N/A
-0.917
13
RC
RBUPEQ
GLOB
Y
C
0.010
0.8740
N/A
-0.917
14
RC
RBUPEQ
GLOB
L
C
0.010
1.0920
N/A
0.000
15
LR
DL
XREF
Y
U
0.000
-0.0428
N/A
0.000
16
RR
DL
XREF
Y
U
0.000
-0.0428
N/A
0.000
17
LC
SW
GLOB
Y
U
0.000
-0.0128
N/A
0.000
18
LR
SW
GLOB
Y
U
0.000
-0.0135
N/A
0.000
19
RC
SW
GLOB
Y
U
0.000
-0.0128
N/A
0.000
20
RR
SW
GLOB
Y
U
0.000
-0.0135
N/A
0.000
21
LR
LL
XREF
Y
U
0.000
-0.2380
N/A
0.000
22
RR
LL
XREF
Y
U
0.000
-0.2380
N/A
0.000
23
LR
COLL
XREF
Y
U
0.000
-0.0099
N/A
0.000
24
RR
COLL
XREF
Y
U
0.000
-0.0099
N/A
0.000
25
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
26
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
27
LC
WL1
MEMB
Y
U
0.000
-0.1168
N/A
0.000
28
RC
WL1
MEMB
Y
U
0.000
0.2292
N/A
0.000
29
LR
WL1
MEMB
Y
U
0.000
0.3909
N/A
0.000
30
RR
WL1
MEMB
Y
U
0.000
0.2606
N/A
0.000
31
LC
WL2
MEMB
Y
U
0.000
-0.2786
N/A
0.000
32
RC
WL2
MEMB
Y
U
0.000
0.0674
N/A
0.000
33
LR
WL2
MEMB
Y
U
0.000
0.2292
N/A
0.000
34
RR
WL2
MEMB
Y
U
0.000
0.0989
N/A
0.000
35
LC
LWL1
MEMB
Y
U
0.000
0.2831
N/A
0.000
36
RC
LWL1
MEMB
Y
U
0.000
0.2831
N/A
0.000
37
LR
LWL1
MEMB
Y
U
0.000
0.3909
N/A
0.000
38
RR
LWL1
MEMB
Y
U
0.000
0.2471
N/A
0.000
39
LC
LWL2
MEMB
Y
U
0.000
0.2831
N/A
0.000
40
RC
LWL2
MEMB
Y
U
0.000
0.2831
N/A
0.000
41
LR
LWL2
MEMB
Y
U
0.000
0.2471
N/A
0.000
42
RR
LWL2
MEMB
Y
U
0.000
0.3909
N/A
0.000
43
LC
LWL3
MEMB
Y
U
0.000
0.1213
N/A
0.000
44
RC
LWL3
MEMB
Y
U
0.000
0.1213
N/A
0.000
45
LR
LWL3
MEMB
Y
U
0.000
0.2292
N/A
0.000
46
RR
LWL3
MEMB
Y
U
0.000
0.0854
N/A
0.000
47
LC
LWL4
MEMB
Y
U
0.000
0.1213
N/A
0.000
48
RC
LWL4
MEMB
Y
U
0.000
0.1213
N/A
0.000
49
LR
LWL4
MEMB
Y
U
0.000
0.0854
N/A
0.000
50
RR
LWL4
MEMB
Y
U
0.000
0.2292
N/A
0.000
Star
Building
Systems,
OKC,
OK
User:
bacarmichael
Page:
F2- 12
R -Frame
Design
Program
- Version
V5.06
Job :
95494A
Load
Report
File: frame_2-3.fra
Date:
8/24/15
cs 40./16./19.833
20./110./0.
Start
Time:
13:59:49
-------------------------------------
51
LC
MWL1
MEMB
Y
U
-------------------------------------------
0.000
-0.1587
N/A
0.000
52
RC
MWL1
MEMB
Y
U
0.000
0.1587
N/A
0.000
53
LR
MWL1
GLOB
X
U
0.000
0.0130
N/A
0.000
54
RR
MWL1
GLOB
X
U
0.000
0.0130
N/A
0.000
55
LC
MWL2
MEMB
Y
U
0.000
0.1587
N/A
0.000
56
RC
MWL2
MEMB
Y
U
0.000
-0.1587
N/A
0.000
57
LR
MWL2
GLOB
X
U
0.000
-0.0130
N/A
0.000
58
RR
MWL2
GLOB
X
U
0.000
-0.0130
N/A
0.000,
59
LC
WL3
MEMB
Y
U
0.000
0.2292
N/A
0.000
60
RC
WL3
MEMB
• Y
U
0.000
-0.1168
N/A
0.000
61
LR
WL3
MEMB
Y
U
0.000
0.2606
N/A
0.000
62
RR
WL3
MEMB
Y
U
0.000
0.3909
N/A
0.000
63
LC
WL4
MEMB
Y
U
0.000
0.0674
N/A
0.000
64
RC
WL4
MEMB
Y
U
0.000
-0.2786
N/A
0.000
65
LR
WL4
MEMB
Y
U
0.000
0.0989
N/A
0.000
66
RR
WL4
MEMB
Y
U
0.000
0.2292
N/A
0.000
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 13
R -Frame Design Program - Version V5.06 Job : 95494A
Seismic Summary Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
2013 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2010 Edition
Standard Risk Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) ..........
61.1100
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) .........
26.9200
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3111
Seismic Site Coefficient [Fv]......................................
1.8616
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.8012
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.5011
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.5342
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.3341
Seismic Response Modification Factor [R] ...........................
3.5000
Seismic Importance Factor [I] ......................................
1.0000
Storage/Equipment Areas and/or Service Rooms Exist .................
No
Seismic Story Height [hn] (feet) ...................................
17.6667
Seismic Fundamental Period [T] Used (seconds) ......................
0.2785
Longitudinal Seismic Overstrength Factor [OMEGA] ...................
2.0000
Seismic Overstrength Factor [OMEGAo] ...............................
2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
1.3000
Seismic Redundancy/Reliability Factor [rho] ........................
1.3000
Snow in Seismic Force Calculations [Used] (%) ......................
0.00
Snow in Seismic Force Calculations [Min. Required] (%) .............
0.00
Snow in Seismic Load Combinations [Used] M .......................
0.00
Snow in Seismic Load Combinations [Min. Required] (%) ..............
0.00
Mezz. Live load in Seismic Force Calculations [Used] (%) ...........
0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (%) ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] M ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ...
100.00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .....................................
4.8000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1526
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
1.918
Theta [Px*Ie*Delta/Vx/hx/Cd).....................................•••
0.007
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load =
2.875
Wall Weight =
0.000
Collateral Load =
0.397
Snow Load =
0.000
Rafter Crane Weight =
0.000
-------------------------------------
Total Roof Weight =
3.272 kips
User Mass Load (1) = 0.960
-------------------------------------
Total User Mass = 0.960 kips
;Total Roof
Weight
= 3.272
Total User
Mass
= 0.960
Mezzanine Weight
= 0.000
Col. Crane
Weight
= 0.000
-------------------------------------
TOTAL Bldg
Weight
= 4.232 kips
X
in TOTAL =
X
Seismic Coeff.
= 0.1526
BASE SHEAR = 0.6458 kips
Seismic
Load for
Roof
at col # 1 =
0.2516
kips
Seismic
Load for
Roof
at col # 2 =
0.2516
kips
---------------------------------------------------
SEISMIC
LOAD for
Roof
in TOTAL =
0.5033
kips
Seismic
Ld for Mass #
1 @ col # 1 =
0.0713
kips
Seismic
Ld for Mass #
1 @ col # 2 =
0.0713
kips
--------------------------------7------------------
SEISMIC
LOAD for
Mass
in TOTAL =
0.1426
kips
Star Building Systems,
OKC, OK
User:
bacarmichael
Page:
F2- 14
R -Frame Design Program
- Version
V5.06
Job.:
95494A
Continued Seismic Load
Report
File: frame_2-3.fra
Date:
8/24/15
cs 40./16./19.833 20./110./0.
--------------------------------------------------------------------------------
Start
Time:
13:59:49
* SEISMIC GENERAL LOAD
CARDS GENERATED
--------------------------------------
LOAD MEM NAME SYS
DIR TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
67 LC EQ YREF
X C
14.998
0.2516
N/A
0.000
68 LC EQ YREF
X C
16.000
0.0713
N/A
0.000
69 RC EQ YREF
X 'C
14.998
0.2516
N/A
0.000
70 RC EQ YREF
X C
16.000
0.0713.
N/A
0.000
-,Star Building Systems, OKC, OK User: bacarmichael Page: F2- 15
R -Frame Design Program - Version V5.06 Job : 95494A
Forces and Allowable Stresses Summary File: frame_2-3.fra Date: 8/24/15
cs 40,/16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Left Column Analysis Length = 15.00 ft Kx = 1.00 Weight = 193. lbs
Effective Ix = 62.6 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
1 10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
2 4.58 9.000 9.000 5.00x 0.2500 0.1560 S.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
110 -6.2 -17.3 -1.7 11.1 36.2 32.9 16.6 0.08 0.52 0.57 0.57 1
207 -6.1 -25.2 -1.7 25.7 36.6 34.9 19.3 0.06 0.66 0.70 0.70 1
--------------------------------------------------------------------------------
Left Rafter Analysis Length = 19.18 ft Kx = 1.00 Weight = 259. lbs
Effective Ix = 94.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
3 8.93 11.000 11.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
4 10.00 11.000 11.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------- ----------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
311 1.7 -10.0 -0.7 32.9 36.5 13.9 11.7 0.04 0.21 0.54 0.54 63
407 1.7 -12.1 0.1 32.9 36.5 13.9 11.7 0.00 0.25 0.65 0.65 63
--------------------------------------------------------------------------------
Right Column Analysis Length = 15.00 ft Kx = 1.00 Weight = 193. lbs
Effective Ix = 62.6 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
5 10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
6 4.58 9.000 9.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
510 -6.2 -17.3 -1.7 11.1 36.2 32.9 16.6 0.08 0.52 0.57 0.57 2
607 -6.1 -25.2 -1.7 25.7 36.6 34.9 19.3 0.06 0.66 0.70 0.70 2
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 16
R -Frame Design Program - Version V5.06 Job : 95494A
Forces and Allowable Stresses Summary File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 19.18 ft Kx = 1.00 Weight = 259. lbs
Effective Ix = 94.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick' (in) Angle (ksi)
7 8.93 11.000 11.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.0.0 55.0
8 10.00 11.000 11.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
------------7-------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
-----------------------------------------------------------------------7--------
711 1.7 -10.0 -0.7 32.9 36.5 13.9 11.7 0.04 0.21 0.54 0.54 51
807 1.7 -12.1 0.1 32.9 36.5 13.9 11.7 0.00 0.25 0.65 0.65 51
TOTAL MEMBER WEIGHT = 904. lbs
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 17
R -Frame Design Program - Version V5.06 Job : 95494A
Anchor Rod and Base Plate Design File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 2.5000
Plate Size 6.00OOx 9.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Shear
Tension
Allowable
Load
Check
Loading Type (kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Rod Tension 0.000
4.762
38.436
57
0.12
Rod Shear 2.364
0.000
23.061
65
0.10
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Weld
Weld
Weld
Design
Weld
Weld
Size
Length
Capacity
Force
Load
Check
Location
(in.)
(in.)
(kips)
(kips)
No.
Ratio
------------------------------------------------------------------
Inner Flg
0.25000
5.000
18.562
1.677
57
0.09
Outer Flg
0.25000
5.000
18.562
2.037
57
0.11
Web Plate
0.18750
9.000
25.058
2.535
63
0.10
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 18
R -Frame Design Program - Version V5.06 Job : 95494A
Connection Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Vertical Knee Connection Q Left Rafter and Right Rafter Depth 1
---------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 8.00 x 0.7500 in.
Fy(Min) 50.0 ksi
Fu 65.0 ksi
Flanges:
O.S. - 5.00 x 0.2500 in.
I.S. - 4.66 x 0.2500 in.
Web Depth -
11.152
in.
Web Thickness
0.156 in.
Gage -
3.000
in.
Center of Bolt to Flange:
Flange:
Pf top (out) -
2.188
in.
BFCD top (out) -
1.750
in.
Rise top (out) -
0.276
in.
XTO top (out) -
2.062
in.
Pf top (ins) -
2.059
in.
BFCD top (ins) -
1.750
in.
Rise top (ins) -
0.276
in.
XTI top (ins) -
2.184
in.
Pf bot (out) -
1.753
in.
BFCD bot (out) -
1.750
in.
Rise bot (out) -
0.000
in.
XBO bot (out) -
1.750
in.
Pf bot (ins) -
2.497
in.
BFCD bot (ins) -
1.750
in.
Rise bot (ins) -
0.000
in.
XBI bot (ins) -
2.497
in.
Bolt Spacing -
3.000
in.
Controlling Mode
Thick
Plate
Angle top - 80.5
degrees
degrees
Angle bot - 90.0
degrees
degrees
Controlling
Load Combinations:
-----------------------------
1) DL +LL +COLL (SOA -L)
63) 0.6DL +0.6WL3 (SOA -L)
Connection Design Summary:
Bolt Unity Check (O.S.) = 0
Bolt Unity Check (I.S.) = 0
Right Side of Conn Data:
--- - --------------------
Plate: 6.00 x 0.7500 in.
Fy(Min) 50.0 ksi
Fu 65.0 ksi
Flanges:
O.S. - 5.00 x 0.2500 in.
I.S. - 5.00 x 0.2500 in.
Web Depth -
11.152
in.
Web Thickness 0.134
in.
Gage -
3.000
in.
Center of Bolt to
Flange:
Pf top (out) -
1.938
in.
BFCD top (out) -
1.750
in.
Rise top (out) -
0.276
in.
XTO top (out) -
2.062
in.
Pf top (ins) -
2.309
in.
BFCD top (ins) -
1.750
in.
Rise top (ins) -
0.276
in.
XTI top (ins) -
2.184
in.
Pf bot (out) -
1.875
in.
BFCD bot (out) -
1.750
in.
Rise bot (out) -
0.276
in.
XBO bot (out) -
1.750
in.
Pf bot (ins) -
2.372
in.
BFCD bot (ins) -
1.750
in.
Rise bot (ins) -
0.276
in.
XBI bot (ins) -
2.497
in.
Bolt Spacing -
3.000
in.
Controlling Mode
Thick
Plate
Angle top - 99.5
degrees
Angle bot - 80.5
degrees
Left Side Frame Right Side Frame
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft). (kips) (kips)
-------------------------------------------------
-23.93 -1.69 5.67 -22.73 -1.69 5.60
1.07 1.33 -2.05 23.01 1.09 -3.94
.3107 Plate Unity Check (O.S.) = 0.2314
.3217 Plate Unity Check (I.S.) = 0.2349
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 19
R -Frame Design Program - Version V5.06 Job : 95494A
Connection Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Peak Connection e Left Rafter and Right Rafter Depth 3
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.3750 in.
Fy(Min)
55.0 ksi
Fy(Min)
Fu
70.0 ksi
70.0 ksi
Flanges:
Size
O.S. - 5.00 x
O.S. - 5.00 x
0.2500 in.
0.2500 in.
I.S. - 5.00 x
0.2500 in.
Web Thickness
Web Depth
- 11.152
in.
Web Thickness
0.134 in.
Pf top (out)
Gage
- 3.000
in.
Center of Bolt
to Flange:
XTO top (out)
Pf top (out)
- 1.812
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.214
in.
XTO top (out)
- 1.750
in.
Pf top (ins)
- 1.934
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.214
in.
XTI top (ins)
- 1.997
in.
Pf bot (out)
- 1.938
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.214
in.
XBO bot (out)
- 2.000
in.
Pf bot (ins)
- 1.809
in.
BFCD bot (ins)
- 1.750
in.
Rise.bot (ins)
- 0.214
in.
XBI bot (ins)
- 1.747
in.
Bolt Spacing
- 3.000
in.
Angle top - 80.5
degrees
Angle bot - 99.5 degrees
Right Side of Conn Data:
Plate: 6.00 x
0.3750 in.
Fy(Min)
55.0 ksi
Fu
70.0 ksi
Flanges:
Size
O.S. - 5.00 x
0.2500 in.
I.S. - 5.00 x
0.2500 in.
Web Depth
- 11.152
Web Thickness
0.134 in.
Gage
- 3.000
Center of Bolt
to Flange:
Pf top (out)
- 1.812
BFCD top (out)
- 1.750
Rise top (out)
- 0.214
XTO top (out)
- 1.750
Pf top (ins)
- 1.934
BFCD top (ins)
- 1.750
Rise top (ins)
- 0.214
XTI top (ins)
- 1.997
Pf bot (out)
- 1.938
BFCD bot (out)
- 1.750
Rise bot (out)
- 0.214
XBO bot (out)
- 2.000
Pf bot (ins)
- 1.809
BFCD bot (ins)
- 1.750
Rise bot (ins)
- 0.214
XBI bot (ins)
- 1.747
Bolt Spacing
- 3.000
Angle top - 80.5
degrees
Angle bot - 99.5
degrees
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
in.
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Left
Side Frame
Right Side
Frame
Controlling
Size
Moments
Axial
Shear
Moments
Axial
Shear
Load Combinations:
(kips)
(k -ft)
(kips)
(kips)
(k -ft)
(kips)
(kips)
-----------------------------
51) 0.6DL +0.6WL1
(SOA -L)
-------------------------------------------------
-11.02
1.81
-0.22
-11.02
1.81
0.22
1) DL +LL +COLL
(SOA -L)
23.66
-1.69
0.03
23.66
-1.69
-0.03
Connection Design
Summary:
Bolt Unity Check
(O.S.) =
0.4129 Plate Unity
Check
(O.S.) =
0.4129
Bolt Unity Check
(I.S.) =
0.7961 Plate Unity
Check
(I.S.) =
0.7961
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Weld
Weld
Design
Weld
Joint
Size
Length
Capacity
Force
Load Check
Weld Location Type
(in.)
(in.)
(kips)
(kips)
No. Ratio
------------------------------------------------------------------------------
Left Side of Conn
Inner Flg Fillet -BS
0.1875
10.0000
41.7635
24.3780
1 0.5837
J
Outer Flg Fillet -BS
0.1875
10.0000
41.7635
12.1616
63
0.2912
Web Plate Fillet -BS
0.1875
22.3035
62.0980
1.2066
57
0.0194
Right Side of Conn
Inner Flg Fillet -BS
0.1875
10.0000
41.7635
24.3780
1
0.5837
Outer Flg Fillet -BS
0.1875
10.0000
41.7635
12.1616
63
0.2912
Web Plate Fillet -BS
0.1875
22.3035
62.0980
1.2066
57
0.0194
------------------------------------------------------------------------------
NS - Near side weld, FS - Far
side weld,
BS -
Both sides
weld.
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 20
R -Frame Design Program - Version V5.06 Job : 95494A
Knee and Stiffener Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
Left and Right Knee Design
--------------------------
Knee Web Thickness Use 0.1560 in. Thick Web
Bearing Stiffener Type Horizontal
Bearing Stiffener at Knee 2.2500 X 0.2500 in.
Column Cap Plate- 5.0000 X 0.2500 in.
i
Knee Panel Weld Sizes
---------------------
---------------------
Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are:
Column Cap Plate: 0.1875 in. x 9.124 in. GMAW on BOTH Sides (STD. -WELD)
Horizontal Stiffener: 0.1875 in. x 9.000 in. GMAW on NEAR Side (STD. WELD)
Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD)
Column Outer Flange: 0.1875 in. x 9.652 in. SAW on NEAR Side (STD. WELD)
Column Outer Flange: 0.1875 in. x 9.652 in. GMAW on FAR Side (STD. WELD)
Column Connection P1.: 0.1875 in. x 11.152 in. GMAW on BOTH Sides (STD. WELD)
Knee Stiffener to Connection Plate Weld
0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK. t
i
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 21
R -Frame Design Program - Version V5.06 Job : 95494A
Flange Brace Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
---------------- ---------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 716 @ FLOOR 1 @ 716 @ FLOOR
1 @ 4'0 1 @ 4'0
1 @ 416 @ EAVE 1 @ 416 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 4'4-13/16" @ EAVE' 2 @ 4'4-13/16" @ EAVE
2 @ 5'0 2 @ 5'0
1 @ 112-7/16" @ PEAK 1 @ 112-7/16" @ PEAK
--------------------------------------------------------------------------------
MEMBER DISTANCE TO BRACE POINTS (Feet)
- LEFT RAFTER Measured along T.F. from left steel line
- RIGHT RAFTER Measured along T.F. from right steel line
- EXT. COLUMNS Measured along T.F. from base
------------------------ a
COLUMN 7.50 11.50
(N) (C)
LFT RAFTER 4.46 8.92 13.99 19.06
(C) (N) (N). (C)
RGT COLUMN 7.50 11.50
(N) (C)
RGT RAFTER 4.46 8.92 13.99 19.06
(C) (N) (N) (C)
--------------------------------------------------------------------------------
"N" Indicates that No flange braces are located at,the brace point
"C" Indicates that One 211x2"x14 ga flange brace is located at the brace point
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: bacarmichael Page: F2- 22
R -Frame Design Program - Version V5.06 Job : 95494A
Primary Deflection.Report File: frame_2-3.fra Date: 8/24/15
cs 40./16./19.833 20./110./0. Start Time: 13:59:49
--------------------------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches)
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -1.890 in. 20.00 ft. 0.839 in. 18.63 ft.
Load Comb 1 120
Defl. L/243 L/548
PEAK DEFLECTIONS (Positive = Y:Upward)
--------------------
--------------------
Y-Def
Pos. Max 0.829 in.
Load Comb 120
Defl. L/554
--------------------
Neg. Max -1.890 in.
Load Comb 2
Defl. L/243
Note: The reported horizontal deflections for the load combinations shown below
have been amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
122 3.0
123 3.0
124 3.0
125 3.0
126 3.0
127 3.0
Vertical Clearance at the Left Knee is 14.5954 feet
Vertical Clearance at the Right Knee is 14.5954 feet
Ext. Left Col
Ext Right Col
X -Def
'Y -Def
X -Def
Y -Def
------------------------------------------------------------------------------
Pos. Max
1.782
0.006
2.121
0.006
Load Comb
124
114
126
120
Defl.
H/100
H/ 84
------------------------------------------------------------------------------
Neg. Max
-2.121
-0.010
-1.782
-0.010
Load Comb
127
1
125
1
Defl.
H/ 84
H/100
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -1.890 in. 20.00 ft. 0.839 in. 18.63 ft.
Load Comb 1 120
Defl. L/243 L/548
PEAK DEFLECTIONS (Positive = Y:Upward)
--------------------
--------------------
Y-Def
Pos. Max 0.829 in.
Load Comb 120
Defl. L/554
--------------------
Neg. Max -1.890 in.
Load Comb 2
Defl. L/243
Note: The reported horizontal deflections for the load combinations shown below
have been amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
122 3.0
123 3.0
124 3.0
125 3.0
126 3.0
127 3.0
Vertical Clearance at the Left Knee is 14.5954 feet
Vertical Clearance at the Right Knee is 14.5954 feet
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