HomeMy WebLinkAboutB16-02060 D
DUCT D"
a '
v w •
"A V
g AY. --a 10
7
DESIGN PACKAGE
BUILDER: ROSSER ENTERPRISES
CUSTOMER: ED KAWASAKI
JOB NUMBER: 15-B-14501
TABLE OF CONTENTS
Original Design Completed thru Change Order # 0
Revkinn TTictnry
BUTTE
COUNTY
FEB 0 2 2016
DEVELOPMENT
SERVICES
PERMIT #_P1 i - O"`06
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWECOD CO �Dy AOpR
DATE Z�-
Update Date
Rev # Reactions Reason for Revision Pages'Revised Revised
9
Page
Design Criteria
1
Notes on Drawings
2-3
Deflection Criteria
4
Project Layout
5
Building A
6-19
Building B
20-25
Building C
NA
Special Details
NA
Original Design Completed thru Change Order # 0
Revkinn TTictnry
BUTTE
COUNTY
FEB 0 2 2016
DEVELOPMENT
SERVICES
PERMIT #_P1 i - O"`06
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWECOD CO �Dy AOpR
DATE Z�-
Update Date
Rev # Reactions Reason for Revision Pages'Revised Revised
9
Eng.
Project Engineer: Yayasit Yanothai (Lockeford)
Checking Engineer: Francois Rambau
Signing Engineer: Francois Rambau, P.E.
�i
BUILDING SYSTEMSo
AJd Nb COivOMY
November 03, 2015
ROSSER ENTERPRISES
428 JUSTESON AVE
GRIDLEY, CA 95948-9434
15-B-14501
ED KAWASAKI
GRIDLEY, CA
MULTIPLE BUILDINGS
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 information is 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 or a 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
Francois Rambau, P.E.
Manager of Engineering
'OQR0FESS/000
�,\
w `` C 53570 G
s� Clvit-
9�FOF CALV1
iA-.r f&—SNov
Francois Rambau
10 2015 3:44 PM
15-B-14501 Page 1 of 3
P.O. Box 1376 • Lockeford, CA 95237 • 209.727.5504 • starbuildings.com
Job Number ........................ 15-B-14501
Builder ROSSER ENTERPRISES
Jobsite Location .................. ED KAWASAKI,GRIDLEY,California
Building Code .....................
Building Risk Category ............
Roof Dead Load
Superimposed .................
Collateral ...................
Roof Live Load ...................
Wind
2013 CALIFORNIA BUILDING CODE
Normal (Risk Category II)
2.64 psf (Bldg A)
2.62 psf (Bldg B)
3.50 psf
20.00 psf reduction allowed
Ultimate Wind Speed (Vult) 110.00 mph
Wind Exposure Category ....... C
Internal Pressure Coef (GCpi) 0.55/-0.55 (Bldg A)
0.18/-0.18 (Bldg B)
Loads for components not provided by building manufacturer
Corner Areas (within 7.00' of corner) 33.65 psf pressure -42.00 psf suction
Other Areas 33.65 psf pressure -35.74 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 ........ 0.597 g Sds ..... 0.526 g
S1 ............................ 0.260 g Shc ..... 0.326 g
Analysis. Procedure ........... Equivalent Lateral Force
Column Line (Bldg A) 1-4 SWA & SWC
Basic Force Resisting System C4 B3
Response Modification Coefficient (R) 3.50 3.25
Seismic Response Coefficient (Cs) 0.150 0.162
Design Base Shear in kips (V) 6.17 8.36
Basic Structural System (from ASCE 7-10 Table 12.2-1)
B3 - Ordinary Steel Concentrically Braced Frame
C4 - Ordinary Steel Moment Frame
1
11/03/2015
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.
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.
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.
Using Northern 5 x 5 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 43.46 feet with
the first downspout from both ends of the gutter run within
21.73 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 3.30 in/hr rainfall intensity.
The design collateral load has been uniformly applied to the
design of the building. Hanging loads are to be attached to the
purlin web. This may not be appropriate for heavily concentrated
loads. Any attached load in excess of 150 pounds shall be accounted
for by special design performed by a licensed engineer using
concentrated loads and may require separate support members within
the roof system. 2
11/03/2015
This,metal building "B" 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.
Doors are to be closed when a maximum of 50% of design wind
velocity is reached.
The framing at building A, gridlines 1, 4 and building B, gridlines 1, 3
is NOT designed to receive afuture bay addition. Corresponding frame
reactions are calculated based upon actual tributary area.
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.
r
3
11/03/.2015
B
Job Number ........................
15-B-14501
Builder ...........................
ROSSER ENTERPRISES
Jobsite Location ..................
ED KAWASAKI, GRIDLEY, 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.
The frame sidesway for wind
loading is based on nominal wind speed
of 72 mph. The limits shown
are at service loads unless
indicated otherwise.
BUILDING DEFLECTION LIMITS...:
BLDG-A&B
Roof Limits
Rafters Purlins Panels
Live L/
180 150 60
Serviceability 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
Serviceability Wind H/
60
Seismic Drift H/
40
Serviceability Wind H/
N/A
Total Gravity 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
11/03/2015
MAN-01welm
11/03/2015
key Strut, x=double Z,
xx=triple Z,
o=plpeCFM)
a
OMS 11VA3GIS
0,06
0 ,0£ 0 10£ 0 ' t; 140
2,i4 mA
14'4 EAVE SUPPORT ANGLE
10'4
T 6 .II --II.
4 Lea o Tie In
Owner i
ED KAWASAKI
GRIDLEY CA 95948
\\\\
/
1
O
m
\ /
\ /
\\
0
P
r
ima
O N
�
cu
J
_
0
O
aZ
0
7
mO
H
o
N
Z
XO
cu
O
D
.01
=
9 ,L
O
01 ,91
fr,
O
N
m
S
O
3
�/
W
O
Owner i
ED KAWASAKI
GRIDLEY CA 95948
v %D
30'0 30'0 30'0
9010
SIDEWALL SWA
BUILDING'A'
Budder s
ROSSER ENTERPRISES
Job Noi 14501A run01
Verd ant ver0I-yxyanotha l'
Mon Nov 02 13, 47, 37 2015
\\\\
/
1
O
m
\ /
\ /
\\
0
P
r
ima
v %D
30'0 30'0 30'0
9010
SIDEWALL SWA
BUILDING'A'
Budder s
ROSSER ENTERPRISES
Job Noi 14501A run01
Verd ant ver0I-yxyanotha l'
Mon Nov 02 13, 47, 37 2015
/
1
O
m
J
XO
:tLz
�
cu
J
_
v %D
30'0 30'0 30'0
9010
SIDEWALL SWA
BUILDING'A'
Budder s
ROSSER ENTERPRISES
Job Noi 14501A run01
Verd ant ver0I-yxyanotha l'
Mon Nov 02 13, 47, 37 2015
I
o-
O
J
XO
:tLz
�
cu
J
_
O
O
aZ
7
H
o
Q
XO
cu
a.
o-
9 ,L
01 ,91
3
�/
I
o-
O
J
XO
:tLz
�
cu
J
_
O
O
aZ
7
H
o
Q
XO
cu
a.
o-
9 ,L
01 ,91
6
11/03/2015
Star Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:47:25
R:\..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A bldg A_Ol.cds
-------------------------------------------------------------------------------
M A I N BUILDING 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\15-B-14501\ver01-yxyanothai\Bldg-A\run01\AroofRPA Ol.edf
Panel . PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
Note to Drafting: provide G90 Galvanized Secondary.
PURLIN SPACING : 2@414-3/8 2@510 113-1/4
Bay Length Member Size Brace L Lap R Lap
# (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
LE 6.167 8X2.5Z12 None 0.000 0.000 C
1 28.833 8X2.5Z12 None C 0.000 2.479 C
2 30.000 8X2.5Z12 None C 2.479 3.146 C
3 30.000 8X2.5Z12 None C 3.146 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: 1,2,3,4
Purlin Backup Plate @ Level 2,5 @ Supports: 2,3
7
11/03/2015
Star Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:47:25
R:\..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A_bldg A_Ol.cds
-------------------------------------------------------------------------------
ROOF PLANE ------- RPC
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\AroofRPC_01.edf
Panel .................... PBR26
Purlins 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
Note to Drafting: provide G90 Galvanized Secondary.
PURLIN SPACING : 2@4.3642 2@5'0 113-1/4
Bay
Length
Member Size
Brace
L Lap
R Lap
#
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
30.000
8X2.5Z12
None
S 0.000
3.146 C
2
30.000
8X2.5Z12
None
C 3.146
2.479 C
3
28.833
8X2.5Z12
None
C 2.479
0.000 C
RE
6.167
8X2.5Z12
None
C 0.000
0.000
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: 3,2
RPC
Purlin
Strut
@
20.000
(ft)
8X2.5Z12
Bays
3
RPC
Purlin
Strut
@
20.000
(ft)
8X2.5Z12
Bays
2
RPC
Purlin
Strut
@
20.000
(ft)
8X2.5Z12
Bays
1
SWC
Eave
Strut
@
i8.000
(ft)
8X3.5E14
Bays
3
SWC
Eave
Strut
@
18.000
(ft)
8X3.5E14
Bays
2
SWC
Eave
Strut
@
18.000
(ft)
8X3.5E12
Bays
1
SWA
Eave
Strut
@
18.000
(ft)
8X3.5E14
Bays
1
SWA
Eave
Strut
@
18.000
(ft)
8X3.5E14
Bays
2
SWA
Eave
Strut
@
18.000
(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.
3) USE CONTINUE PURLIN AND EAVE STRUT FOR 510 OVERHANG AT EWB
Eave strut interior connection at SWA uses (2)-1/2" A325 bolts.
Eave strut interior connection at SWC uses (4)-1/2" A325 bolts w/SC-18 plate.
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 :End Frame
8
11/03/2015
Star Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job.Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15•
Start Time: 01:47:25
R:\..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A_bldg_A_Ol.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWA -- ( 0.000" Inset columns )
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run0l\AWallSWA Ol.edf
Panel .................... PBR26
Girts .................... 55.0 ksi Yield Strength
Note to Drafting: provide G90 Galvanized Secondary.
GIRTS SPACINGS : 76 2'10
Bay
Elev.
Length
Member Size
Brace
L Lap
L Lap
R Lap
#
(ft -in)
(ft)
Identification
Locations
Exten
Exten
Exten
---------------------------------------------------------------------
1
716
28.833
8X3.5Z12
3 points
S
0.000
0.000 S
2
716
30.000
8X3.5Z12
4 points
S
0.000
0.000 S
3
716
28.833
8X3.5Z12
3 points
S
0.000
0.000 S
1
1014
28.833
8X3.5Z12
3 points
S
0.000
0.000 S
2
1014
30.00.0
8X3.5Z12
4 points
S
0.000
0.000 S
3
1014
28.833
8X3.5Z12
3 points
S
0.000
0.000 S
SIDEWALL PLANE SWC -- ( 0.000" Inset columns )
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\AwallSWC_Ol.edf
Panel .................... PBR26
Girts 55.0 ksi Yield Strength
Note to Drafting: provide G90 Galvanized Secondary.
GIRTS SPACINGS : 7'6 2'10
Bay
Elev'.
Length
Member Size
Brace
L Lap
R Lap
#
(ft -in)
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
2
716
30.000
8X3.5Z12
4 points
S 0.000
0.000 S
3
716
28.833
8X3.5Z14
F.O.
S 0.000
0.000 S
2
1014
30.000
8X3.5Z12
4 points
S 0.000
0.000 S
3
1014
28.833
8X3.5Z14
F.O.
S 0.000
0.000.S
FRAMED OPENINGS:
Width
Height
Sill
Ht Jamb
Header/Sill
Bay Distance
1410
1410
N/A
8X3.5C12 8X2.5C16
3 116
Note: ** indicates that
eave support
angle is
required
OPEN AREAS:
(OPEN TO REMAIN OPEN)
Size
Wall
Distance
2918
x 1810
SWC
010
9
11/03/2015
Star Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:47:25
R:\..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A_bldg_A_Ol.cds
-------------------------------------------------------------------------------
Endwall Plane EWB Design ........ Non -Expandable Frame (CS )
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\AwallEWB_Ol.edf
Panel PBR26
Girts ........................ 55.0 ksi Yield Strength
Note to Drafting: provide G90 Galvanized Secondary.
Girts Spacings
716 2'10
4'0
Bay
Elev.
Length
Member Size
Brace
L
Lap R
Lap
#
(ft -in)
(ft)
Identification
Locations
Exten Exten
---------------------------------------------------------------------
1
716
19.999
8X2.5Z16
3 points
S
0.000
0.000 S
2
716
19.999
8X2.5Z16
3 points
S
0.000
0.000 S
1
10'4
19.999
8X2.5Z16
3 points
S
0.000
0.000 S
2
1014
19.999
8X2.5Z16
3 points
S
0.000
.0.000 S
1
1414
19.999
8X2.5Z16
3 points
S
0.000
0.000 S
2
1414
19.999
8X2.5Z16
3 points
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
-----------------------------------------------------------------------------
1-B 20.000'
W8X10
50.0 ksi
0.0000'
0.375" BP
thk w/(
4)-0.625" A36
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT -TO -COLUMN CLIP
COL. NO. ENDWALL PLANE 1
--------- --------------------
PLANE SWC:
1-B AT PEAK, TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.375011) (4)-3/4" A325N
NO COLUMN EXTENSION
8X2.5C12 BRIDGE CHANNEL
PLANE SWA:
10
11/03/2015
Stat` Building Systems, OKC, OK
Pesign Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:47:25
R:\..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A bldg A_01.cds
-------------------------------------------------------------------------------
Endwall Plane EWD Design ........ Non -Expandable Frame (CS )
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\AwallEWD_Ol.edf
OPEN AREAS: (OPEN TO REMAIN OPEN)
Size Wall Distance
40'0 x 1918 EWD 010,
COLUMNS ----- <NONE FOR THIS WALL LOCATION>
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
CS 40.000 20.00/110.00 18.00/ 29.42 2 3
CS 40.000 20.00/110.00 18.00/ 20.58 1
CS 40.000 20.00/110.00 18.00/ 15.58 4
eNote: Use square anchor rod layout.
11
11/03/2015
Stagy' Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 10:54:38
R:\:.\15-B-14501\verO2-yxyanothai\Bldg-A\run01\14501A bldg_A_Ol.cds
-----------------------------------------------------------------------------
PARTITION WALL
Endwall Plane EWD Design ........ Non -Expandable Frame (CS )
R:\Jobs\Active\ENG\15-B-14501\ver02-yxyanothai\Bldg-A\run01\AWallEWD_01.edf
Panel ........ PBR26
Girts ...... 55.0 ksi Yield Strength
Note to Drafting: provide G90 Galvanized Secondary.
Girts Spacings 7'6 2'10 5'6
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft -in) (ft) Identification Locations Exten Exten
--------------------------------------------------------------
1 '716 19.999 8X2.5Z16 F.O. S 0.000. 0.000 S
2 716 19.999 8X2.5Z16 F.O. S 0.000 0.000 S
1 1014 19.999 8X2.5Z16 F.O. S 0.000 0.000 S
2 1014 19.999 8X2.5Z16 F.O. S 0.000 0.000 S
1 15110 19.999 8X2.5Z12 2 points S 0.000 0.000 S
2 15110 19.999 8X2.5Z12 2 points S 0.000 0.000 S
FRAMED -OPENINGS:
Width Height Sill Ht Jamb Header/Sill Bay Distance
14'0 1410 N/A 8X3.5C14 8X2.5C16 .1 310
1410 1410 N/A 8X3.5C14 8X2.5C16 2 310'
COLUMNS ---- ( 0.000" Inset columns )
Col Dist. Description Base Elev Base plate design information
# from left Member Size Ident. (ft) Thickness & rods
-----------------------------------------------------=-----------------------
3-B 20.000' W8X18 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT -TO -COLUMN CLIP
COL. NO. ENDWALL PLANE 4
PLANE SWA:
3-B AT PEAK, TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.375011) (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
PLANE SWC:.
12
11/03/2015
E62Xds User: yxyanothai Job Number: 15-B-14501
Lockeford Date: 11/03/2015 10:33:43 AM
Relative path: \\Ikffile01\ts\jobs\Active\Eng\15-B-14501
Building: Bldg -A
CDS file name: 15-B-14501_Bldg-A_Eds2Xds.cds
Plnnce
Name
File
Left File
File
Name
SWA
\ver01-
x
anothai\Bld
-A\run01\AWallSWA
01.edf
EWD
\ver01-
x
anothai\Bld
-A\run01\AwallEWD
01.edf
SWC
\ver01-
x
anothai\Bld
-A\run0l\AwallSWC
01.edf
EWB
\ver01-
x
anothai\Bld
-A\run01\AwallEWB
01.edf
RPA
\ver01-
x
anothai\Bld
-A\run01\AroofRPA
01.edf
RPC
\ver01-
x
anothai\Bld
-A\run01\AroofRPC
01.edf
Prnmcc
Frame
Line
Left
Frame
Left File
File
Name
Right
Frame
Right File
1
C
\ver01- x
anothai\Bld
-A\Drft
\x05L
D
\ver01- x
anothai\Bld
-A\Drft
\x05R
2
A
\ver01- x
anothai\Bld
-A\Drft
\x04L
B
\ver01- x
anothai\Bld
-A\Drft
\x04R
3
A
\ver01- x
anothai\Bld
-A\Drft
\x04L
B
\ver01- x
anothai\Bld
-A\Drft
\x04R
4
E
\ver01- x
anothai\Bld
-A\Drft
\x06L
F
\ver01- x
anothai\Bld
-A\Drft
\x06R
Pnrtnl Prnmce
Plane
Bay
Frame
File
Name
13
11/03/2015
Star Building Systems
O* -C
FRAME ID #5
USER NAME:yxyanothai
DATE:11/ 2/15 TIME:15:19:25 PAGE: 5 -1
S
8600 S. I-35, Oklahoma City; OK
73149
cs 40./18./20.583 20./110./0.
JOB NAME:14501A
FILE:frame l.fra
12.9473
16.0
LOCATION: Gridlines 1
14.5
1495
(1) All sectional dimensions are in inches.
NONE
Type
DETAIL FILE: tive\eng\15-B-14501\ver01-yxyanothai\Bldg-A\Drftg\x05L
SPLICE
(2) All Flange lengths are
measured along outer flange.
3E/3E
t
BOLTS:A325 FULLY TIGHT WEIGHT:
1314 lbs
Plate (DN)
6.0X0.375
N/A
2.75x0.25 '
•
PURLINS(horz. from eave) :8"-Z
2@414 3/811,2@5'
6.0X0.375
N/A
Plate(UP)
N/A
GIRTS vert. from floor): -8"-Z
716" 2'10" FLUSH
N/A
6.0x0.5
N/A
6.0x0.375
N/A
Bolts
(4)-3/4
N/A
s � 1.0
N/A
(12)-3/4
N/A
(10)-3/4
- 12
5X0.25
0.134
,
_ _•
O.F.
0.156
10.0'
WEB TRK.
-
8.792'
WEB LEN.
5X0.25
10'0'
I.F.
18' E.H.
INS
c
U
a
20
CONNECTION DETAILS * =1
Location
O* -C
I 2
3
4
S
6
7
—2&—
Web Dep.
8.0
12.9473
16.0
N/A
14.5
1495
14.5
NONE
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
3E/3E
SPLICE
2E/3E
LT STIF
Plate (DN)
6.0X0.375
N/A
2.75x0.25 '
6.0X0.25
6.0X0.5
N/A
6.0X0.375
N/A
Plate(UP)
N/A
N/A
N/A
N/A
6.0x0.5
N/A
6.0x0.375
N/A
Bolts
(4)-3/4
N/A
N/A
N/A
(12)-3/4
N/A
(10)-3/4
N/A
Star Building Systems FRAME ID #5
USER
NAME:yxyanothai
DATS:11/ 2/15 TIME:15:19:25 PAGE: 5 -2
4
8600.5. I-35, Oklahoma City, OK 73149 cs 40./18./20.583 20./110./0.
JOB
NAME:14501A
FILE:frame l.fra
8.0
11.4049
LOCATION: Gridlines 1
(1) All
sectional dimensions
are in inches.
14.5
Type
DETAIL -FILE: tive\eng\15-B-14501\ver01-yxyanothai\Bldg-A\Drftg\xOSR
-(2) All
Flange lengths are measured along outer flange.
CAP (EXT)
3E/2E
BOLTS:A325 FULLY TIGHT WEIGHT: 1314 lbs
2E/3E
Plate (DN)
' 6.OXO.375
N/A
2.25X0.25
PURLINS(horz. from eave) :8"-Z 2®414 3/811,205'
6.OXO. 5
N/A
6.0X0.375
Plate(UP)
N/A
GIRTS vert. from floor): 8"-Z 716" 2'10" FLUSH
N/A
N/A
6.0X0.5
N/A
6.OXO. 375
Bolts
(4)-3/4
N/A
N/A
N/A
(10)-3/4
N/A
(10)-3/4
5X0.25
12
-
'0.134 -
O.F.
19.001'
WEB THK.
5X0.25
WEB LEN.
10'0"
I.F.
• 7
-
9.001' '
6
1C
5 18' E.H.
CONNECTION DETAILS * =1f
0
w
N
0
E
r
J
m �
N
m J
m
Location
1 *-A
2O
3
4
OS
O6
7
Web Dep.
8.0
11.4049
13.5
N/A
14.5
14.5
14.5
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
3E/2E
SPLICE
2E/3E
Plate (DN)
' 6.OXO.375
N/A
2.25X0.25
5.0X0.25
6.OXO. 5
N/A
6.0X0.375
Plate(UP)
N/A
N/A
N/A
N/A
6.0X0.5
N/A
6.OXO. 375
Bolts
(4)-3/4
N/A
N/A
N/A
(10)-3/4
N/A
(10)-3/4
-g■®
i' O
Cil
w 's7
Star Building Systems FRAME ID #4
8600 S. I-35, Oklahoma City, OK 73149 cs 40./18./29.417
LOCATION: Gridlines 2 3
DETAIL FILE: tive\eng\15-B-14501\ver01-yxyanothai\Bldg-A\Drftg\x04L
BOLTS:A325 FULLY TIGHT WEIGHT: 1537 lbs
PURLINS(horz. from eave) :8"-Z 2@414 3/811,2@5'
rTPTC 1-t- from flnnrl• A" - Z 71 r".211n"(FLUAR)
USER NAME:yxyanothai DATE:11/ 2/15 TIME:15:59:25 PAGE: 4 -1
20./110./0. JOB NAME:14501A FILE:frame 2 3.fra
(1) All ,sectional dimensions are in inches.
(2) All Flange lengths are measured along outer flange.
8
21
'�(�1. I. 19(YI Y Ul. � �19i1 Ye\ ■!1�`�itl
Location
Ol *-C
Q
0
4
5
O6
7
A
Web Dep.
8.0
15.8570
20.5
N/A
18.0
18.0
18.0
NONE
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
3E/3E
SPLICE
3E/3E
LT STIF
Plate (DN)
6.0X0.375
N/A
2.75X0.3125
6.0X0.25
6.0X0.625
N/A
6.0X0.375
N/A
Plate(UP)
N/A
N/A
N/A
N/A
6.0X0.625
N/A
6.0X0.375
N/A
Bolts
(4)-3/4
N/A
N/A
N/A
(12)-3/4
N/A
(12)-3/4
N/A
'Star Building Systems - FRAME ID #4
USER
NAME:yxyanothai•
DATE:11/ 2/15 .TIME:15:59:25 PAGE: 4 -2
[s]
8600 S. I-35, Oklahoma City, OK 73149 cs 40./18./29.417 20./110./0-.
JOB-
NAME:14501A'
FILE:frame 2 3.fra
8.0
13.9793
LOCATION: Gridlines 2 3
(1) All .sectional
dimensions are in inches.
18.0
18.0,
DETAIL'FILE: tive\eng\15-B-14501\ver01-yxyanothai\Bldg-A\Drftg\x04R
(2) All
Flange lengths are
measured along outer flange.
CAP (EXT)
3E/3E
BOLTS:A325 FULLY TIGHT WEIGHT: 1537 lbs . '*
3E/3E
Plate (DN)
6.0x0.375
N/A
2.25X0.25
BURLINS(horz. from eave) :8"-Z 2@414 3/811,2@5' ..
6.0X0.5
N/A
6.0X0.375
Plate(UP)
N/A
GIRTS vert. from floor): 8"-Z 7'6" 2'10" FLUSH
N/A
N/A
G.OX0.5
N/A
6.0x0.375
Bolts
(4)-3/4
N/A
N/A
N/A
(12)-3/4
N/A
.. -
5X0.25
- 12
0.134
O.F.
-
10:0'
0.156
'
WEB THK.
"
8.691-
• -
5X0.25
WEB LEN. -
- -
1010"
I.F.
CONNECTION DETAILS * =2 3
V
0
w
N
O
Ln
w
m
Location
1 *-A
20
04O
[s]
5
6)
7
Web Dep.
8.0
13.9793
17.5
N/A
18.0
18.0
18.0,
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
3E/3E
SPLICE
3E/3E
Plate (DN)
6.0x0.375
N/A
2.25X0.25
5.0X0.25
6.0X0.5
N/A
6.0X0.375
Plate(UP)
N/A
N/A
N/A
N/A
G.OX0.5
N/A
6.0x0.375
Bolts
(4)-3/4
N/A
N/A
N/A
(12)-3/4
N/A
(12)-3/4
20'
n
a
18' E.H.
Som
[s]
P]
C+r7
x
z
x ,
Star Building Systeme y "FRAME ID #6 USER NAME:yxyanothai DATE:11/ 2/15` TIME:15:21:50 rPAGE: 6 -1
8600 S. I-35, Oklahoma City, OK 73149 cS 40./18./15.583 20./110./0. JOB* NAME:14501A FILE:frame 4.fra
LOCATION: Gridlines 4 (1) All sectional dimensions are in inches.
DETAIL FILE: tive\eng\15-B-14501\ver01-yxyanothai\Bldg-A\Drftg\x06L (2) All.Flange lengths are measured along outer'flange.
BOLTS:A325 FULLY TIGHT WEIGHT: 1239 lbs
PURLINS(horz. from eave) :8"-Z 219414 3/811,2@51
GIRTS vert. from floor): 8"-Z FLUSH
u
CONNEC IUN Dh'1'A1LS : x = 4
Location
Q*
2O '
3
4O
SO
O6
O7
Web Dep.
8.0
12.8715
16.0
N/A
11.5
11.5
11.5
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
2E/2E
SPLICE
2E/2E
Plate (DN)
6.0X0.375
N/A
2.75X0.25
6.0X0.25
6.OXO. 5
N/A
6.OXO. 375
Plate(UP)
N/A
N/A
N/A
N/A-
6.OXO. 5
N/A
6.0x0.375
Bolts
(4)-3/4
N/A
N/A
N/A
(8)-3/4
N/A
(8)-3/4
Star Building Systems FRAME ID #6
USER
NAME:yxyanothai
DATE:11/ 2/15 TIME:15:21:50 PAGE: 6 -2
8600 S. -I-35, Oklahoma City, OK 73149 cs 40./18./15.583 20./110./0.
JOB
NAME:14501A
FILE:frame 4.fra
LOCATION: Gridlines 4 - '
(1) All
sectional dimensions are in inches.
DETAIL FILE: tive\eng\15-B-14501\ver01-yxyanothai\Bldg-A\Drftg\x06R
(2) All
Flange lengths.are
measured along outer flange.
BOLTS:A325 FULLY TIGHT WEIGHT: 1239 -lbs
Type
BASE
SPLICE
PURLINS(horz. from eave) :8"-Z 2@414 3/8",2@5'
;
2E/2E
SPLICE
(_TDTC /.,u. --f- f--- f1---1. G-,-7. 7-C - 7, 1 n,-! FT.TTCTII
Plate(DN)
-
rr
�..VLYLY Gl..11V1Y LGIAILJ - "" = Y
Location
O+ -A
O2
O3
4
5
6
7
Web Dep.
8.0
11.0487
13.0
N/A
11.5
11.5
11.5
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
2E/2E
SPLICE
2E/2E
Plate(DN)
6.0X0.375
N/A
2.25X0.25
5.0X0.25
6.0X0.5
N/A
6.OXO. 375
Plate(UP)
N/A
N/A
N/A
N/A
6.OXO. 5
N/A
6.OXO. 375
Bolts
(4)-3/4
N/A
N/A
N/A
(8)-3/4
N/A
(8)-3/4
OMS I3dM3G I S
2119
0106 Z ,iE ..
key.Struti x=double Z,
kx=triple Z,
o=p i pe(FM)
4 43
"
15'0 Strutt,
1/21P
un
><�
Owner i
ED KAWASAKI SIDEWALL
GRIDLEY CA 95948 Attached to Bud ding 1 side SWC
BUILDING' B'
Builder i
R❑SSER ENTERPRISES
Job Noi 14501A run01
Version: ver01-yxyanothai
Mon Nov 02 13: 47, 37 2015
Oj
DRAFTING PROVIDES 2X2X1/8 ANGLE SUPP❑F
FOR DOWNSPOUT RETURN AT 1/2 PT. (TYP,)
PF
C3 O
m
Z
100�
z
o o N
r
O
m o
r'
O
a m
f'1
Z O
S
III
p
W
m
Z
4 43
"
15'0 Strutt,
1/21P
un
><�
Owner i
ED KAWASAKI SIDEWALL
GRIDLEY CA 95948 Attached to Bud ding 1 side SWC
BUILDING' B'
Builder i
R❑SSER ENTERPRISES
Job Noi 14501A run01
Version: ver01-yxyanothai
Mon Nov 02 13: 47, 37 2015
Oj
20
11/03/2015
PF
100�
10
III
000ijojo
20
11/03/2015
Star Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:47:26
R:\..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A_bldg_B_Ol.cds
-------------------------------------------------------------------------------
LEAN TO ON SIDE SWC D E S I G N S U M M A R Y R E P 0 R T
All connections use ASTM A325N bolts, unless noted otherwise.
All anchor rods are checked according to ASTM F1554 Gr. 36 strengths.
ROOF PLANE ------- RPC
R:\Jobs\Active\ENG\15-B 14501\ver01-yxyanothai\Bldg-A\run01\BroofRPC_01.edf
Panel ................. PBR26
Purlins ............ 55.0 ksi Yield Strength
Eave Struts 55.O.ksi Yield Strength
Note to Drafting: provide G90 Galvanized Secondary.
PURLIN SPACING : 2@4'2 2@4'11 4'10 5'0 2'0
Bay
Length
Member Size
Brace
L Lap
R Lap
#
---------------------------------------------------------------------
(ft)
Identification
Locations
Exten
Exten
1
31.167
8X2.5Z12
None
S 0.000
3.146 C
2
28.833
8X2.5Z12
None
C 3.146
0.000 C
RE
6.167
8X2.5Z12
None
C 0.000
0.000
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 3,2,1
Purlin Stiffened Clips @ Level 2,7 @ Supports: 3,2,1
Purlin Backup Plate @ Level 2,7 @ Supports: 2
RPC
Purlin
Strut
@
15.000
(ft)
8X2.5Z12
Bays
2
RPC
Purlin
Strut
@
15.000
(ft)
8X2.5Z12
Bays
1
SWC
Eave
Strut
@
15.500
(ft)
8X3.5E12
Bays
2
SWC
Eave
Strut
@
15.500
(ft)
8X3.5E12
Bays
1
Note: 1) All Purlin strut locations for all roof planes are measured from back
sidewall.
2) Pipe strut locations for all roof planes are measured from back
Sidewall.
3) USE CONTINUE PURLIN AND EAVE STRUT FOR 510 OVERHANG AT EWB
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: 2 bays Rod
Plane SWC :Braced to Main Building
Plane EWB :End Frame
Plane EWD :End Frame
21
11/03/2015
Star Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:47:26
R:\..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A_bldg_B_Ol.cds
SIDEWALL PLANE SWC -- ( 0.000" Inset columns )
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\BwallSWC_Ol.edf
OPEN AREAS: (OPEN TO REMAIN OPEN)
Size Wall Distance
6112 x 1516 SWC 010
Endwall Plane EWB Design ........ Non -Expandable Frame (LT )
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\Bwa11EWB_Ol.edf
OPEN AREAS: (OPEN TO REMAIN OPEN)
Size Wall Distance
3010 x 1810 EWB 010
COLUMNS ----- <NONE FOR THIS WALL LOCATION>
Endwall Plane EWD Design ........ Non -Expandable Frame (LT )
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\BwallEWD_Ol.edf
OPEN AREAS: (OPEN TO REMAIN OPEN)
Size Wall Distance
3010 x 1810 EWD 010
COLUMNS ----- <NONE FOR THIS WALL LOCATION>
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
LT 30.000 20.00/110.00 18.00/ 29.42 1 2 3
Note: Use square anchor rod layout.
22
11/03/2015
Star Building Systems, OKC, OK
Design Summary Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:47:27
R \..\15-B-14501\ver01-yxyanothai\Bldg-A\run01\14501A bldg_B_01.cds
-------------------------------------------------------------------------------
B-SWC-CF01 CANOPY DESIGN SUMMARY REPORT
BUILDING DATA_
Live Load: 20.00 psf
CANOPY 1510 x 58110 x 15'6 1.:12 Tributary Check: No
Bays: 3010 28110
Roof Snow Load: 0.00 psf
Wind Exposure Category: C Wind Load: 110.00 mph
Dead Load: 2.77 psf
--------------------------------------------------------------------------------
PANELS ----- Roof: PBR26
PURLINS --- Spacings(From Free -End): 4@3''3 210
Bay Length Member Size Brace L Lap R Lap Bear
# (ft) Identification Locations Exten Exten Stiff
1 31.167 8X2.5Z14 None S 0.000 2.479 C
2 35.000 8X2.5Z14 None C 2.479 0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5 @ Supports: 1,2,3
Purlin Stiffened Clips @ Level 2,5 @ Supports: 1,2,3
Purlin Backup. Plate @ Level• 2,5 @ Supports: 2
EAVE STRUTS ---- 8X3.5E14 E.S @ Bays 1 - 2
RAFTER --- Built-up
Starting Ending Web Out Flange Inner Flange
Length Web Depth Web Depth Thickness Width Thickness Width Thickness
(feet) (inches) (inches) (inches) (in.) (in.) (in.) (in.)
---------------------------------------------------------------------
15.013 23.000 8.000 0.1560 6.00 x 0.2500 6.00 x 0.2500
'Flange Braces at following purlins (horizontal distance from free end)
3.25 9.75 (FB = C -TYPE)
End Connection ----
Type ---- 2I2I a
Bolts '---- 0.750 A325 Bolts
Plate ---- 23.250 X 8.000 X 0.625(in)
23
11/03/2015
Eds2Xds User:.yxyanothai Job Number: 15-B-14501
Lockeford Date: 11 /03/2015 10:33:43 AM
Relative path: \\Ikffile01\ts\jobs\Active\Eng\15-B-14501
Building: Bldg -B
CDS file name: 15-B-14501_Bldg-B_Eds2Xds.cds
Plana -
Name
File '
Left File
1
A
\ver01- x anothai\Bid -A\Drft\x01 L
SWC
\ver01-
x
anothai\Bld
-A\run01\BwallSWC
01.edf
EWB
\ver01-
x
anothai\Bld
-A\run01\BwallEWB
01.edf
SWA I
\ver01-
x
anothai\Bld
-A\run01\BDumm Hi
hSideWalI 01.edf
EWD
\ver01-
x
anothai\Bld
-A\run01\BwallEWD
01.edf
RPC
\ver01-
x
anothai\Bld
-A\run01\BroofRPC
01.edf
FramPC
Frame Line
Left Frame
Left File
1
A
\ver01- x anothai\Bid -A\Drft\x01 L
2
A
\ver01- anothai\Bld -A\Drft \x01 L
3
A'
\ver01- x anothai\Bld -A\Drft \x01 L
Portal Frames
Plane
Bay
Frame
File
Name
S
24-
11/03/2015
411/03/2015
Star Building Systems - • FRAME ID #1
Ol *-D
USER
NAME:yxyanothai
DATE:11/. 2/15 TIME:16:00:21 PAGE: 1 -1
8600 S. I-35, Oklahoma'City, OK 73149 It 30./15.5/36.771
20./110./0.
JOB
NAME:14501A r
FILE:ltfral 1 2 3..fra
OA
LOCATION: Gridlines 1 2 3
-
(1) All
sectional dimensions
are in inches. '
10.0
DETAIL FILE: tive\eng\15-B-14501\ver01-yxyanothai\Bldg-A\Drftg\xO1L
17.0
'(2) All
Flange lengths are measured along outer flange.
NONE
BOLTS:A325 FULLY TIGHT WEIGHT: 928 lbs
BASE
SPLICE
N/A
CAP (EXT)
2P/0
PURLINS(horz. from eave) :8"-Z 2@4'2",2@4'll",4'10",5'
SPLICE
SPLICE
2P/0
CAN STIF
Plate (DN)
GIRTS vert. from floor): 8"-Z FLUSH - LEFT COLUMN
N/A
N/A
e.OXO.25
9.0x0.375
N/A
N/A
N/A
6.0x0.25
N/A
Plate(UP)
l 1.0
6X0.25
_ N/A
N/A
6.0x0.25
_ 12
0.134
N/A
14.627'
-
O.F.
(4)-3/4 1
N/A I
N/A
I N/A
WEB THK. 14.461'
6X .25
N/A
N/A
(4)-1/2
,r
f`n7J?JVP'PTnM nR PATT.0 R = 1 9 4.'
Location
Ol *-D
2O
3
4
5
6
7
O8
9
OA
Web Dep.
12.0
12.0
12.0
N/A
10.0
12.1595
17.0
12.1914
10.0 •
NONE
Type
BASE
SPLICE
N/A
CAP (EXT)
2P/0
SPLICE
SPLICE
SPLICE
2P/0
CAN STIF
Plate (DN)
8.0x0.375
N/A
N/A
e.OXO.25
9.0x0.375
N/A
N/A
N/A
6.0x0.25
N/A
Plate(UP)
N/A
N/A
_ N/A
N/A
6.0x0.25
N/A
N/A
N/A
6.0x0.25
N/A
Bolts
(4)-3/4 1
N/A I
N/A
I N/A
(4)-1/2
N/A
N/A
N/A
(4)-1/2
N/A
REACTIONS
BUILDER: ROSSER ENTERPRISES
CUSTOMER: ED KAWASAKI
JOB NUMBER: 15-B-14501
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, Do.
(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, no.
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 stren-eth 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.
26
11/03/2015
Rev G 7/01/13
FRAME ID #5 USER NAME:yxyanothaiDATE:ll/ 2/15 PAGE: 5 -3
cs 40./18./20.583 20./110./ JOB NAME:14501A FILE:frame l.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridline's: 1
NOTES:(1) All reactions are in kips and kip -ft. TIME:15:19:25
¢¢ overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions.
PeismicRSE-ONLY" combination reactions include an overstrength factor of: 2.000
HL HR
iVL iVR
*-C *-A
T.nAn =017P REAC-'rTON TABLE * 1
COLUMN
DESCRIPTION '
Roof Dead Load
*-C
Roof. Collateral Load
PLLL1
*-A
PLL1
LOAD GROUP
HL
VL
LNL
HR I
VR
'LNR
DL
0.7
2.9
0.0
-0.2
1.4
0.0
COLL
0.4
2.5
0.0
-0.4
1.4
0.0
PLLL1
-0.1
3.5
0.0
-0.0
0.0
0.0
PLL1
1.4
4.9
0.0
-1.4
4.9
0.0
LL
2.71
9.7
0.0
-0.4
3.9
0.0
EQ
-1.1
-0.9
0.0
-0.9
0.9
0.0
WL1
-7.0
-23.6
0.0
-3.3
-7.2
0.0
WL2
-2.7
-9.7
0.0
-2.0
2.4
0.0
LWL1
-3.9
-20.7
0.0
-0.7
-9.7
0.0
LWL2
-4.5
-17.0
0.0
0.0
-13.6
0.0
LWL3
1.0
-6.3
0.0
1.0
-0.6
0.0
LW14
0.3
-2.6
0.0
1.8
-4.5
0.0
WL3
-3.1
-15.9
0.0
4.5
-14.7
0.0
WL4
1.2
-2.1
0.0
5.7
-5.1
0.0
LOAD GROUP
DL
DESCRIPTION '
Roof Dead Load
COLL
Roof. Collateral Load
PLLL1
Pattern Live Load Left Leanto/Canopy [PLLLxx]
PLL1
Pattern Live Load [PLLxx]
LL
Roof Live 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
27
11/03/2015
FRAME ID #5 ' USER NAME:yxyanothaiDATE:11/ 2/15 ' PAGE: 5 -4
cs 40./18./20.583 20./110./ JOB NAME:14501A FILE:frame l.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
*WCATION: Gridlines: 1
NOTES:(1) All reactions are in kips and kip -ft. TIME:15:19:25
REACTWN�►q overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions.
NeeS 3smi-c -°EASE-ONLY" combination reactions include an overstrength factor of: 2.000
HL HR
iVL iVR
*-C *-A
LOAD GROUP REACTION TABLE * = 1
COLUMN *-C *-A
LOAD GROUP HL VL I LNL HR I VRLNR
LEQ1' -0.7 -0.6 0.0 -0.6 0.6 0.0
LOAD GROUP DESCRIPTION
LEQ1 Longitudinal Seismic Load [located in perp. plane]
28
11/03/2015
FRAME ID #4 USER NAME:yxyanothaiDATE:ll/ 2/15 PAGE:`4 -3
cs 40./18./29.417 20./110./ JOB NAME:14501A FILE:frame 2 3.fra
.SUPPORTS REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines: 2 3
NOTES:(1) All reactions are in kips and kip -ft. TIME:15:59:25
¢¢ overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions.
eismicRSE-ONLY" combination reactions include an overstrength factor of: 2.000
s
HLf HR
�VL �VR
*-C *-A
LOAD GROUP REACTION TABLE * = 2 3
COLUMN
Roof Dead Load
*-C
Roof Collateral Load
PLLL1
*-A
'PLL1
LOAD GROUP
HL
VL
LNL
HR .
VR
LNR
DL
1.0
4.3
0.0
-0.2
1.8
0.0
COLL
0.6
'3.9
0.0
-0.7
2.1
0.0
PLLL1
-0.2
6.2
0.0
-0.1
0.1
0.0
PLL1
2.1
7.1
0.0
-2.1
7.1
0.0
LL
3.7
15.0
0.0
-0.81
5.7
0.0
EQ
-1.7
_ -1.4
0.0
-1.4
1.3
0.0
RBUPEQ
0.0
-3.5
-5.8
-0.0
-1.6
-2.6
WL1
-9.6
-29.2
0.0
-5.7
-8.0
0.0
WL2
-3.0
-8.3
0.0
-2.2
5.3
0.0
WL3
-3.6
-19.8
0.0
4.1
-16.3
0.0
WL4
3.0
1.2
0.0
7.6
.-3.0
0.0
LWL1
-5.2
-25.2
0.0
-3.0
-11.4
0.0
RBUPLW
0.0
-4.4
-7.4
-0.0
-1.9
-3.2
LWL2
-5.7
-21.2
0.0
-2.3
-14.8
0.0
'LWL3
2.4
-3.3
0.0
1.2
1.1
0.0
LWL4
1.9
0.71
0.0
2.0
-2.3
RBDWEQ
0.0
3.51
0.0
-0.0
1.6
0.0
WAD GROUP DESCRIPTION
DL
Roof Dead Load
COLL
Roof Collateral Load
PLLL1
Pattern Live Load Left Leanto/Canopy [PLLLxx]
'PLL1
Pattern Live Load [PLLxx]
LL
Roof Live 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
s LWL3
Longitudinal Primary Wind Load
' LWL4
Longitudinal Primary Wind Load
RBDWEQ
Downward Acting Rod Brace Load from Long. Seismic
29
11/03/2015
FRAME ID #4 USER NAME:yxyanothaiDATE:ll/ 2/15 PAGE: 4 -4
cs 40./18./29.417 20./110./ JOB NAME:14501A FILE:frame 2 3.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines: 2 3
NOTES:(1) All reactions are in kips and kip -ft. TIME:15:59:25
�j��► overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions.
REACT eS 3smiSE-ONLY" combination reactions include an overstrength factor of: 2.000
HL-- HR
1VL iVR
* *-C *-A
LOAD GROUP REACTION TABLE * = 2 3
COLUMN *-C *-A
LOAD GROUP HL VL I LNL HR VR IM
LEQ1 -0.7 -0.61 0.0 -0.61 0.6 0.0
LOAD GROUP DESCRIPTION
LEQ1 Longitudinal Seismic Load (located in perp. plane]
30
11/03/2015
I
{SUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines: 4
NOTE: All reactions are in kips and kip -ft.
HL -- ..
1 VL i VR
*-C *-A
LOAD GROUP REACTION TABLE * 4
FRAME ID #6 USER NAME:yxyanothaiDATE:ll/ 2/15 PAGE: 6 -3
cs 40./18./15.583 20./110./ JOS NAME:14501A FILE:frame 4.fra
.COLUMN
DESCRIPTION
Roof Dead Load
*-C
LL
Roof Live Load
*-A'
COLL
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
DL
0.3
.1.4
0.0
-0.3
1.3
0.0
LL
1.2
3.7
0.0
-1.2
3.7
0.0
COLL
0.3
1.1
0.0
-0.3
1.1
0.0
EQ
-0.4
-0.4
0.0
-0.4
0.4
0.0
WL1
-4.7
-12.1
0.0
-1.4
-7.51
0.0
WL2
-0.5
-2.6
0.0
1.2
-1.0
0.0
LWL1
-4.5
-12.1
0.0
-1.5
-7.5
0.0
LWL2
-4.8
-10.4
0.0
-1.8
-9.2
0.0
LWL3
-0.3
-2.6
0.0
1.0
-1.1.
0.0
LWL4
-0.6
-0.9
0.00.7
-2.8
0.0
WL3
-2.8
-8.71
0.0 1
3.3
-10.8
0.0
WL4
1.4
0.81
0.01
5.8
-4.4
0.0
TIME:15:21:50
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
Longitudinal Primary Wind
Load
WL3
Lateral Primary Wind Load
WL4
Lateral Primary Wind'Load
31
11/03/2015
FRAME DESCRIPTIONt USER NAMEoyxyanoth DATE111/02/15 PAGElEW-1
Endwall EMB JOB NAMEs14501A FILElREW3BLDG1
'PATH, R,\Jobs\Active\ENG\15-B-14501\ver01-yxyanothal\Bldg-A\run01\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTEi A l l react I ons are I n kips and kip -ft. TIMET 13, 47, 24,
REACTION NOTATIONS
• 1
LnAD r4M"P RFACT t ON TARLF
.COLUMN 1-B
LOAD GROUP
H1 V1 L1
D
0. 0. ,2 0.
W+
0. 0. 5.3
W-
0.. 0. -5.7
LOAD GROUP DESCRIPTION
D DEAD LOAD
W+ WIND LOAD AS AN INWARD ACTING PRESSURE
W- WIND LOAD AS AN OUTWARD ACTING SUCTION
32
11/03/2015
FRAME DESCRIPTION, USER NAMEtyxyanoth DATE111/02/15 PAGEtEW-2
Endwall EMD (PARTITION WALL) JOB NAME114501A FILEeREW4BLDG1
PATHS R,\Jobs\Active\ENG\15-B-14501\ver02-yxyanothal\Bldg-A\run0l\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTES All reactions are in kips and kip -ft. TIME1 101 541 37
CTI j1N MnTATi�1NC
PARTITION WALL
1v1 J
3-B
LOOU
AD GRP REACTION TABLE
COLUMN 3-B
LOAD GROUP
H1
vi
L1
DU.
U. 3
U.
W+
0.
0.
5. 3
W-
0.
0.
-5. 7
A
a
LOAD GROUP
D
DESCRIPTION
DEAD
LOAD
W+
WIND
LOAD AS
AN INWARD ACTING PRESSURE
W-
WIND
LOAD AS
AN OUTWARD ACTING SUCTION
A
33
11103/2015
a
33
11103/2015
FRAME ID #1 USER NAMEtyxyanothaiDATEill/ 2/15 PAGEol
It 30./15.5/36.771 20./110. JOB NAME1 14501A FILET ltfral-1-2-3. fra
'ORT REACTIONS FOR EACH LOAD GROUP
:AT I ONSGr I d l l nest 1 2 3
D All reactions are in kips and kip -ft; TIMES1610C
1CTTTIN NfITATTfINc
HL
1 VL
LOAD GROUP REACTION TABLE = 1 2 3
COLUMN
x -D
LOAD GROUP
HL
VL
LNL
DL
-0. 9
4. 0
0.0
C❑LL
0. 1
2.0
0.0
PLLL1
0.3
6.6
0.0
LL
-3. 1
13. 7
0. 0
EQ
0. 0
0. 1
_ 0. 0
WL 1
7. 4
-27.5
0.0
WL2
7.6
-22.7
0.0
LWL 1
3. 9
-20. 2
0.0
LWL2
2. 1
-11.9
0.0
LWL3
1.8
-10.9
0.0
LWL4
0.0
-2.7
0.0
WI -3
2. 1
-11.91
0.0
WL4
2.21
-7. 11
0.0
LOAD GROUP DESCRIPTION
DL Roof Dead Load
COLL Roof Collateral Load
PLLL1 Pattern Live Load Left Leanto/Canopy [PLLLxx]
LL Roof Live 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 '
Star Bililding Systems, OKC, OK Page: 5
Bracing Design Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:46:57
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run0l\
****•RPC LEANTO ROOF LONGITUDINAL BRACING DESIGN AT WALL PLANE SWC ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2013 CALIFORNIA BUILDING CODE
(Reference 2012 International Building Code)
Seismic -resistance System Per:
2010 ASCE 7
Longitudinal seismic loading case l
(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) ..............
0.597
Mapped spectral response accel. for 1 second periods (S1)...........
0.26
Design 5% damped spectral response accel. at short periods
(Sds)
0.526315
Design 5% damped spectral response accel. at period l sec.
(Shc)
0.325867
Longitudinal Building Period (T) ....................................
0.174
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)..................
4.618
Roof collateral load included in Seismic force "W" (psf)............
3.500
Roof Brace External loading (W) .7rhoV Brc T
Brc T
Brc
strut spans applied to strut line Total
/bay
Allow
PLANE RPC:
1 7.483 TOTAL
0.304 @ FRAME LINE 1
3.521 @ BAY 1
3.658 @ BAY 2
0.5000" ROD
15.000' Transfered = 7.483 1.10 1.24
0.62
4.79
2 8.057 TOTAL
0.609 @ FRAME LINE 1
3.653 @ BAY 1
3.795 @ BAY 2
0.5000" ROD
15.000' Transfered = 15.540 2.29 2.58
1.29
4.79
--------- -------------------------------- ------ ------ ------ ------
- Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25
Roof bracing load E=rhoV; rho=1,.30
35
11/03/2015
Star Building Systems, OKC, OK Page: 6
Bracing Design Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:46:57
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-4\run0l\
-------------------------------------------------------------------------------
**** SWC LEANTO SIDEWALL LONGITUDINAL BRACING DESIGN AT WALL PLANE SWC ****
WALL STRUT LOADING AND FORCE TRANSMISSION
Wall Brace External loading
strut elev applied to strut line
•PLANE SWC:
Line 1
0.000 Transfered from roof
.Tier 1 15.50' 7.483 TOTAL
0.304 Q FRAME LINE 1
3.521 Q BAY 1
3.658 Q BAY 2
Transfered = 0.000 Weight (W)
V Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25
r
A-
36
11/03/2015
Star Building Systems, OKC, OK Page: 17
Bracing Design Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:46:57
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2013 CALIFORNIA BUILDING CODE
(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) .............. 0.597
Mapped spectral response accel. for 1 second periods (S1)........... 0.26
Design, 5% damped , spectral response accel. at short periods (Sds) 0.526315
Design 5% damped , spectral response accel. at period 1 sec. (Shc) 0.325867
Longitudinal Building Period(T).................................... 0.174
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).................. 4.640
Roof collateral load included in Seismic force "W" (psf)............ 3.500
Roof
Brace
External loading (W)
.7rhoV Brc T
Brc T
Brc
strut
---------
spans
-----
applied to strut line
---------------------------
Total
------ ------
/bay
------ ------
Allow
PLANE" RPC :
3
12.032 TOTAL
0.981 @ FRAME LINE 1
4.269 @ BAY 1
4.340 @ BAY 2
2.442 @ BAY 3
0.5000"
ROD
20.0001"
Transfered = 8.028
1.18 1.42
1.42 .
4.79
4
16.056 TOTAL
1.404 @ FRAME LINE 1
4.884 @ BAY 1, 2, 3
0.5000"
ROD
20.000'
Transfered = 8.028
1.18 1.42
1.42
4.79
5
8.003 TOTAL
0.677 @ FRAME LINE 1
2.442 @ 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
37
11/03/2015
Star Building Systems, OKC, OK Page: 18
Bracing Design Program User: yxyanothai Job Number: 14501A
Design Summary Report Version: 5.08.0 run01 Date: 11/02/15
Start Time: 01:46:57
R:\Jobs\Active\ENG\15-B-14501\ver01-yxyanothai\Bldg-A\run01\
-------------------------------------------------------------------------------
****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 3
23.568 Transfered from roof
Tier 1 18.00' 12.032 TOTAL
0.981 @ FRAME LINE 1
4.269 @ BAY 1
4.340 @ BAY 2
2.442 @ BAY 3
Transfered = 35.600 Weight (W)
V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.53)/((3.25)/(1.00))(35.60) = 5.77
0.7*Omega*V = 0.7*2.00*5.765 = 8.07
Brace T = 9.41
Brace T / Bay = 9.41 / 1 bays = 9.41
Rod Design = 0.7500" ROD
Brace Allowable = 12.72
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWA:
Line 5
8.028 Transfered from roof
Tier 1 18.00' 8.003 TOTAL
0.677 @ FRAME LINE 1
2.442 @ BAY 1, 2, 3
Transfered = 16.031 Weight (W)
V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25
V = (0.53)/((3.25)/(1.00))(16.03) = 2.60
0.7*Omega*V = 0.7*2.00*2.596 = 3.63
Brace T = 4.24
Brace T / Bay = 4.24 / 1 bays = 4.24
Rod Design = 0.5000" ROD
Brace Allowable = 5.74
38
11/03/2016
Star Building Systems; OKC, OK User: yxyanothai Page: F5- 1
R. -Frame Design Program - Version V5.08 Job : 14501A
Input Data Echo File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
J:\Active\eng\15-B-14501\ver01-yxyan6thai\Bldg-A\
--------------------------------------------------------------------------------
VERSION V5.08
BRAND STAR
DESCRIPTION cs 40./18./20.583 20./110./0.
FRAME_ID 5
# 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 14501A
ANALYZE all *DATASET members brace combinations wind -array connection base
BUILDING LABEL A
LOCATION frame lines 1
LATERAL GRID LABEL 1
LONGITUDINAL GRID LABEL C A
NUMBER FRAMES 1 ,*PRICE complete
TYPE LEFT cs t cs 60. 60.
TYPE RIGHT cs t cs 60. 60.
MAIN GEOMETRY
WIDTH 40. 20.
LENGTH 90.
EAVE 18. *ROOF SLOPE 1.
LEANTO LEFT GEOMETRY
WIDTH 30. 30.
LENGTH 61.1667
EAVE 15.5 *ROOF SLOPE 1.
GIRT DEPTH B. 0. *PURLIN DEPTH 8. 8.25
GIRT THICKNESS LEFT 0.07 *PURLIN THICKNESS 0.105
GIRT THICKNESS RIGHT 0.105
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS LEFT 8.66 12.878 2.448 4.602 *PURLIN STIFFNESS RIGHT 8.66 \
12.819 2.448 4.602
CODE LABEL 2013 CALIFORNIA BUILDING CODE
BUILDING CODE IB12 U=Normal
DEAD LOAD 2.645 *COLLATERAL LOAD 3.5
LIVE LOAD 20. reduce
SNOW R --O. E=0.9 T=1. S=N WEL=65. WER=20. WML=50. WMR=20.
WIND CODE AS10
SEISMIC CODE AS1.0
SEISMIC LOAD' S1=26. SS=59.7 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= 20.583
WALL TRIBUTARY LEFT, TR= 0. S=O. E=18.
WALL TRIBUTARY RIGHT TR= 15.583 S=O. E=18.
DESIGN ASD10
LATERAL BRACE LENGTH 28.83
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. C=100. G=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
LT BOSS LEFT HT=17.331 LEN=O. DEPF=O. BF=O. TF=O. TW=O. EPW=5. EPD=12.125 \
EPT=0.25 BTD=0.5 BTN=4 39
BRACING SIDES LC=3 RA=3 RC=3 11/03/2015
BRACE ATTACHMENT FLANGE
FLANGE,BRACE ATTACHMENT LC=O RA=O RC=O
GIRT SPACING 7.5 2.8333
GIRT BRACE LEFT Cl Cl
GIRT BRACE RIGHT Cl Cl
PURLIN SPACING LEFT 2@4.3642 2@5.
PURLIN SPACING RIGHT 2@4.3646 2@5.
PURLIN BRACE C C N C
LEFT COLUMN
BASE•W=6. T=0.375 L=8.5 N=2 D=0.75
8. 0. 10. 6. 0.25 0.134
0. 16. 0. 6. 0.25 0.185
LEFT RAFTER
CONNECTION 0=3E I=3E W=6. T=0.5 D=0.75
14.5 0. 0. 5. 0.25 0.156
0. 14.5 10. 5. 0.25 0.134
CONNECTION 0=2E I=3E W=6. T=0.375 D=0.75
RIGHT COLUMN
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 0. 10. 5. 0.25 0.134
0. 13.5 0. 5. 0.25 0.185
RIGHT RAFTER
CONNECTION 0=3E I=2E W=6. T=0.5 D=0.75
14.5 0. 0. 5. 0.25 0.134
0. 14.5 10. 5. 0.25 0.134
WIND LOAD WL1 23.225 0.0600 -1.6200 -1.0800 -0.9800
WIND LOAD WL2 23.225 1.1600 -0.5200 0.0200 0.1200
WIND LOAD LWL1 23.225 -1.0300 -1.6200 -1.0800 -1.0300
WIND LOAD LWL2 23.225 -1.0300 -1.0800 -.1.6200 -1.0300
WIND LOAD LWL3 23.225 0.0700 -0.5200 0.0200 0.0700
WIND LOAD LWL4 23.225 0.0700 0.0200 -0.5200 0.0700
WIND LOAD MWL1 16.000 0.5000 0.2500 0.2500 -0.5000
WIND LOAD MWL2 16.000 -0.5000 -0.2500 -0.2500 0.5000
WIND LOAD WL3 23.225 -0.9800 -1.0800 -1.6200 0.0600
WIND LOAD WL4 23.225 0.1200 0.0200 -0.5200 1.1600
WIND LOAD WL1D 9.950 0.0600 -1.6200 -1.0800 -0.9800
WIND LOAD WL2D 9.950 1.1600 -0.5200 0.0200 0.1200
WIND LOAD LWL1D 9.950 -1.0300 -1.6200 -1.0800 -1.0300
WIND LOAD LWL2D 9.950 -1.0300 -1.0800 -1.6200 -1.0300
WIND LOAD LWL3D 9.950 0.0700 -0.5200 0.0200 0.0700
WIND LOAD LWL4D 9.950 0.0700 0.0200 -0.5200 0.0700
WIND LOAD WL3D 9.950 -0.9800 -1.0800 -1.6200 0.0600
WIND LOAD WL4D 9.950 0.1200 0.0200 -0.5200 1.1600
LOAD COMBINATIONS
1)1. DL 1. COLL 1. PLLL1 *DEFL 60. 120. *PDELTA L
2)1. DL 1. COLL 1. PLLL1 *DEFL 60. 120. *PDELTA R
3)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA L
4)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA R
5)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L
6)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R
7)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
8)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
9)1.07368 DL -0.91 EQ *DEFL 50. 1.20. *PDELTA L
10)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
11)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120.
12)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120.
13)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120.
14)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120.
15)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
16)0:52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
17)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
18)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
6. 0.25
6.� 0.25
5. 0.25
5. 0.25
5. 0.25
5. 0.25
5. 0.25
5. 0.25
5.000 Left
5.000 Left
5.000
20.000
5.000
20.000
0.000
0.000
20.000 Right
20.000 Right
5.000 Left
5.000 Left
5.000
20.000
5.000
20.000
20.000 Right
20.000 Right
*PDELTA L
*PDELTA R
*PDELTA L
*PDELTA R
40
11/03/2015
19)0.79474
DL 2.5 EQ *TYPE R *APP C *PDELTA L
-20)Oj79474
DL 2.5 EQ *TYPE R *APP C *PDELTA R
21')0.79474
DL -2.5 EQ *TYPE R *APP C *PDELTA L
22)0.79474
DL -2.5 EQ *TYPE R *APP C *PDELTA R
23)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP C
*PDELTA L
24)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP C
*PDELTA R
25)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP C
*PDELTA L
26)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP C
*PDELTA R
27)0.79474
DL 2.5 EQ *TYPE R *APP B *PDELTA L
28)0.79474
DL 2.5 EQ *TYPE R *APP B *PDELTA R
29)0.79474
DL -2.5 EQ *TYPE R *APP B *PDELTA.L
30)0.79474
DL -2.5 EQ *TYPE R *APP B *PDELTA R
31)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP B
*PDELTA L
32)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP B
*PDELTA R
33)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP B
*PDELTA L
34)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP B
*PDELTA R
35)0.79474
DL 3.5 EQ *TYPE R *APP K *PDELTA L
36)0..79474
DL 3.5 EQ *TYPE R *APP K *PDELTA R
37)0.79474
DL -3.5 EQ *TYPE R *APP K *PDELTA L
38)0.79474
DL -3.5 EQ *TYPE R *APP K *PDELTA R
39)1.30526
DL 1.30526 COLL 3.5 EQ *TYPE R *APP K
*PDELTA L
40)1.30526
DL 1.30526 COLL 3.5 EQ *TYPE R *APP K
*PDELTA R
41)1.30526
DL 1.30526 COLL -3.5 EQ *TYPE R *APP K
*PDELTA L
42)1.30526
DL 1.30526 COLL -3.5 EQ *TYPE R *APP K
*PDELTA R
43)1. DL
0.6 WL1 *PDELTA L
44)1. DL
0.6 WL1 *PDELTA R
45)1. DL
0.6 WL2 *PDELTA L
46)1. DL
0.6 WL2 *PDELTA R
47)1. DL
0.6 LWL1 *PDELTA L
48)1. DL
0.6 LWL1 *PDELTA R
49)1. DL
0.6 LWL2 *PDELTA L
50)1. DL
0.6 LWL2 *PDELTA R
51)1. DL
0.6 LWL3 *PDELTA L
52)1. DL
0.6 LWL3 *PDELTA R
53)1. DL
0.6 LWL4 *PDELTA L
54)1. DL
0.6 LWL4 *PDELTA R
55)1. DL
0.6 WL3 *PDELTA L
56)1. DL
0.6 WL3 *PDELTA R
57)1. DL
0.6 WL4 *PDELTA L
58)1. DL
0.6 WL4 *PDELTA R
59)0.6 DL
0.6 WL1 *PDELTA L
60)0.6 DL
0.6 WL1 *PDELTA R
61)0.6 DL
0.6 WL2 *PDELTA L
62)0.6 DL
0.6 WL2 *PDELTA R
63)0.6 DL
0.6 LWL1 *PDELTA L
64)0..6 DL
0.6 LWL1 *PDELTA R
65)0.6 DL
0.6 LWL2 *PDELTA L
66)0.6 DL
0.6.LWL2 *PDELTA R
67)0.6 DL
0.6 LWL3 *PDELTA L
68)0.6 DL
0.6 LWL3 *PDELTA R
69)0.6 DL
0.6 LWL4 *PDELTA L
70)0.6 DL
0.6 LWL4 *PDELTA R
71)0.6 DL
0.6 WL3 *PDELTA.L
72)0.6 DL
0.6 WL3 *PDELTA R
73)0.6 DL
0.6 WL4 *PDELTA L
74)0.6 DL
0.6 WL4 *PDELTA R
75)0.6 MWL1 *TYPE M
76)0.6 MWL2 *TYPE M
77)1. DL
1. COLL 0.6 WL1 *PDELTA L
78)1. DL
1. COLL 0.6 WL1 *PDELTA R
79)1. DL
1. COLL 0.6 WL2 *PDELTA L
41
80)1. DL
1. COLL 0.6 WL2 *PDELTA R
11/03/2015
81)1: DL 1. COLL
0.6
LWL1
*PDELTA L
82)1. DL 1. COLL
0.6
LWL1
*PDELTA R
83)1. DL 1. COLL
0.6
LWL2
*PDELTA L
84)1. DL 1. COLL
0.6
LWL2
*PDELTA R
85)1. DL 1. COLL
0.6
LWL3
*PDELTA L
86)1. DL 1. COLL
0.6
LWL3
*PDELTA R
87)1. DL 1. COLL
0.6
LWL4
*PDELTA L
88)1. DL 1. COLL
0.6
LWL4
*PDELTA R
89)1. DL 1. COLL
0.6
WL3
*PDELTA L
90)1. DL 1. COLL
0.6
WL3
*PDELTA R
91)1. DL 1. COLL
0.6
WL4
*PDELTA L
92)1. DL 1. COLL
0.6
WL4
*PDELTA R
93)1. DL 0.75 LL
1.
COLL
0.45 WL1 *PDELTA L
94)1. DL 0.75 LL
1.
COLL
0.45 WL1 *PDELTA R
95)1. DL 0.75 LL
1.
COLL
0.45 WL2 *PDELTA L
96)1. DL 0.75 LL
1.
COLL
0.45 WL2 *PDELTA R
97)1. DL 0.75 LL
1.
COLL
.0.45 LWL1 *PDELTA L.
98)1. DL 0.75 LL
1.
COLL
0.45 LWL1 *PDELTA R
99)1. DL 0.75 LL
1.
COLL
0.45 LWL2 *PDELTA L
100)1. DL 0.75 LL
1.
COLL
0.45 LWL2 *PDELTA R
101)1. DL 0.75 LL
1.
COLL
0.45 LWL3 *PDELTA L
102)1. DL 0.75 LL
1.
COLL
0.45 LWL3 *PDELTA R
103)1. DL 0.75 LL
1-.
COLL
0.45 LWL4 *PDELTA L
104)1. DL 0.75 LL
1.
COLL
0.45 LWL4 *PDELTA R
105)1. DL 0.75 LL
1.
COLL
0.45 WL3 *PDELTA L
106)1. DL 0.75 LL
1.
COLL
0.45 WL3 *PDELTA R
107)1. DL 0.75 LL
1.
COLL
0.45 WL4 *PDELTA L
108)1. DL 0.75 LL
1.
COLL
0.45 WL4 *PDELTA R
109)1. LL *DEFL
60.
180.
*TYPE D
110)0.6 WL1D *DEFL
60.
180. *TYPE D
111)0.6 WL2D *DEFL
60.
180. *TYPE D
112)0.6 LWL1D *DEFL
60.
180. *TYPE D
113)0.6 LWL2D *DEFL
60.
180. *TYPE D
114)0.6 LWL3D *DEFL
60.
180. *TYPE D
115)0.6 LWL4D *DEFL
60.
180. *TYPE D
116)0.6 WL3D *DEFL
60.
180. *TYPE D
117)0.6 WL4D *DEFL
60.
180. *TYPE D
118)1.30526 DL 1.
EQ
*DEFL
40. 0. *TYPE D *EQCD 3.0
119)1.30526 DL -1.
EQ
*DEFL
40. 0. *TYPE D *EQCD 3.0
120)0.79474 DL 1.
EQ
*DEFL
40. 0. *TYPE D *EQCD 3.0
121)0.79474 DL -1.
EQ
*DEFL
40. 0. *TYPE D *EQCD 3.0
122)1.30526 DL 1.30526
COLL
1. EQ *DEFL 40. 0. *TYPE D *EQCD
3.0
123)1.30526 DL 1.30526
COLL
-1. EQ *DEFL 40. 0. *TYPE D
*EQCD 3.0
124)1.30526 DL -1.
LEQ1
*DEFL 40. 0. *TYPE D *EQCD 3.0
125)1.30526 DL 1.
LEQ1
*DEFL
40. 0. *TYPE D *EQCD 3.0
126)1.30526 DL 1.
LEQ1
0.3
EQ *DEFL 40. 0. *TYPE D *EQCD
3.0
127)1.30526 DL 0.3
LEQ1 1.
EQ *DEFL 40. 0. *TYPE D *EQCD
3.0
LOADS
RC EQDW GLOB
M
C
18.000000 0.420000 0.000000
\
# PANEL/GIRT
SELF -WEIGHT FOR E
LC EQDW GLOB
M
C
18.000000 0.420000 0.000000
\
# PANEL/GIRT
SELF -WEIGHT FOR E
LC DL GLOB
Y
C
16.808300 -1.018400 0.000000
\
# LC LEANTO VERT.
DL
LC DL GLOB
X
C
16.808300 -0.5.09800 0.000000
\
# LC LEANTO HORZ.
DL
LC COLL GLOB
Y
C
16.808300 -1.033900 0.000000
\
# LC LEANTO VERT.
COLL
LC COLL GLOB
X
C
16.808300 0.042600 0.000000
\
# LC LEANTO HORZ.
COLL
LC PLLL1 GLOB
Y
C
16.808300 -3.544700 0.000000
\
# LC LEANTO VERT.
PLLL1
42
11/03/2015
LC
'PLLL1 GLOB X
C
16.808300
0.147100
0.000000
\
# LC LEANTO HORZ.
PLLL1
LC
LL GLOB Y
C
16.808300
-3.752500
0.000000
\
# LC LEANTO VERT.
LL
LC
LL GLOB ,X
C
16.808300
-2.346500
0.000000
\
# LC LEANTO HORZ.
LL
LC
EQ GLOB Y
C
16.808300
0.048800
0.000000
\
# LC LEANTO VERT.
EQ
LC
EQ GLOB X
C
16.808300
0.585700
0.000000
\
# LC LEANTO HORZ.
EQ
LC
WL1 GLOB Y
C
16.808300
8.994400
0.000000
\
# LC LEANTO VERT.
WL1
LC
WL1 GLOB X
C
16.808300
3.950500
0.000000
\
# LC LEANTO HORZ.
WL1
LC
WL2 GLOB Y
C
16.808300
6.632700
0.000000
\
# LC LEANTO VERT.
WL2
LC
WL2 GLOB X
C
16.808300
5.556500
0.000000
\
# LC LEANTO HORZ.
WL2
LC
LWL1 GLOB Y
C
16.808300
8.588800
0.000000
\
# LC LEANTO VERT.
LWL1
LC
LWL1 GLOB X
C
16.808300
-0.917200
0.000000
\
# LC LEANTO HORZ.
LWL1
LC
LWL2 GLOB Y
C
16.808300
4.789800
0.000000
\
# LC LEANTO VERT.
LWL2
LC
LWL2 GLOB X
C
16.808300
-1.584500
0.000000
\
# LC LEANTO HORZ.
LWL2
LC
LWL3 GLOB Y
C
16.808300
6.145900
0.000000
\
# LC LEANTO VERT.
LWL3
LC
LWL3 GLOB X
C
16.808300
-0.285500
0.000000
\
# LC LEANTO HORZ.
LWL3
LC
LWL4 GLOB Y
C
16.808300
2.346900
0.000000
\
# LC LEANTO VERT.
LWL4
LC
LWL4 GLOB X
C
16.808300
-0.952400
0.000000
\
# LC LEANTO HORZ.
LWL4
LC
WL3 GLOB Y
C
16.808300
4.802300
0.000000
# LC LEANTO VERT.
WL3
LC
WL3 GLOB X
C
16.808300
-1.435000
0.000000
\
# LC LEANTO HORZ.
WL3
LC
WL4 GLOB Y
C
16.808300
2.440500
0.000000
\
# LC LEANTO VERT:
WL4
LC
WL4 I GLOB X
C
16.808300
0.170900
0.000000
\
# LC LEANTO HORZ.
WL4
LC
MWL1 GLOB Y
C
16.808300
0.478800
0.000000
\
# LC LEANTO VERT.
MWL1
LC
MWL1 GLOB X
C
16.808300
5.943400
0.000000
\
# LC LEANTO HORZ.
MWL1
LC'
MWL2 GLOB Y
C
16.808300
0.016000
0.000000
\
# LC-LEANTO VERT.
MWL2
LC
MWL2 GLOB X
C
16.808300
-0.005900
0.000000
\
# LC LEANTO HORZ.
MWL2
LC
WL1D GLOB Y
C
16.808300
3.853500
0.000000
\
# LC LEANTO VERT.
WL1D
LC
WL1D GLOB X
C
16.808300
1.692800
0.000000
# LC LEANTO HORZ.
WL1D
LC
WL2D GLOB -Y
C
16.808300
2.841700
0.000000
\
# LC LEANTO VERT.
WL2D
LC
WL2D GLOB X
C
16.808300
2.380800
0.000000
\
# LC LEANTO HORZ.
WL2D
LC
LWL1D GLOB Y
C
16.808300
3.679700
0.000000
\
# LC LEANTO VERT.
LWL1D
LC
LWL1D GLOB X
C
16.808300
-0.393300
0.000000
\ 43
# LC LEANTO HORZ.
LWL1D
11/03/2015
LC. "LWL2D GLOB Y C 16.808300
# LC LEANTO VERT. LWL2D
LC •LWL2D GLOB X C 16.808300
# LC LEANTO HORZ. LWL2D
LC LWL3D GLOB Y C 16.808300
# LC LEANTO VERT. LWL3D
LC LWL3D GLOB X C 16.808300
# LC LEANTO HORZ. LWL3D
LC LWL4D GLOB Y C 16.808300
# LC LEANTO VERT. LWL4D
LC LWL4D GLOB X C 16.808300
# LC LEANTO HORZ. LWL4D
LC WL3D GLOB Y C 16.808300
# LC LEANTO VERT. WL3D
LC WL3D GLOB X C 16.808300
# LC LEANTO HORZ. WL3D
LC WL4D GLOB Y C 16.808300
# LC LEANTO VERT. WL4D
LC WL4D GLOB X C 16.808300
# LC LEANTO HORZ. WL4D
LC DL GLOB Y L 16.808300
# LC LEANTO (SOA) DL
LC COLL GLOB Y L 16.808300
# LC LEANTO (SOA) COLL
LC PLLL1 GLOB Y L 16.808300
# LC LEANTO (SOA) PLLL1
LC LL GLOB Y L 16.808300
# LC LEANTO (SOA) LL
LC EQ GLOB Y L 16.808300
# LC LEANTO (SOA) EQ
LC WL1 GLOB Y L 16.808300
# LC LEANTO (SOA) WL1.
LC WL2 GLOB Y L 16.808300
# LC LEANTO (SOA) WL2
LC LWL1 GLOB Y L 16.808300
# LC LEANTO (SOA) LWL1
LC LWL2 GLOB Y L 16.808300
# LC LEANTO (SOA) LWL2
LC LWL3 GLOB Y L 16.808300
# LC LEANTO (SOA) LWL3
LC LWL4 GLOB Y L 16.808300
# LC LEANTO (SOA) LWL4
LC WL3 GLOB Y L 16.808300
# LC LEANTO (SOA) WL3
LC WL4 GLOB Y L 16.808300
# LC LEANTO (SOA) WL4
LC MWL1 GLOB Y L 16.808300
# LC LEANTO (SOA) MWL1
LC MWL2 GLOB Y L 16.808300
# LC LEANTO (SOA) MWL2
LC WL1D GLOB Y L 16.808300
# LC LEANTO (SOA) WL1D
LC WL2D GLOB Y L 16.808300
# LC LEANTO (SOA) WL2D
LC LWL1D GLOB Y L 16.808300
# LC LEANTO (SOA) LWL1D
LC LWL2D GLOB Y L 16.808300
# LC LEANTO (SOA) LWL2D
LC LWL3D GLOB Y L 16.808300
# LC LEANTO '(SOA) LWL3D
LC LWL4D GLOB Y L 16.808300
# LC LEANTO (SOA) LWL4D
2.052100
-0.679000
2.633000
-0.122700
1.005400
-0.408400
2.057400
-0.615000
1.045600
0.073000
-2.534200
-1.112300
-3.669600
9.101900
-0.048800
20.746799
17.981501
16.886499
9.121900
11.620400
3.856700
9.109400
6.344100
11.460200
3.784000
8.888500
7.703800
7.234400
3.908100
4.978400
1.652100
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
0.000000 \
44
11/03/2015
{
LC
"WL3D GLOB Y
L
16.808300
3.502700
0.000000 \
#,.LC-LEANTO (SOA)
WL3D
LC
WL4D GLOB Y
L
16.808300
2.718000
0.000000 \
# LC LEANTO (SOA)
WL4D
_ LC-
LEQ1 GLOB X
C
18.000000
1.260000
0.000000
\
# SEISMIC ROTATINAL FORCE
LC
LWL1 GLOB X
C
18.000000
-1.100000
0.000000
\
# WIND ROTATINAL
FORCE
LC
LWL2 GLOB X
C
18.000000
-1.100000
0.000000
\
# WIND ROTATINAL
FORCE
LC
LWL3 GLOB X
C
18.000000
-1.100000
0.000000
\
# WIND ROTATINAL
FORCE
LC
LWL4 GLOB X
C
18.000000
-1.100000
0.000000
\
'.
# WIND ROTATINAL
FORCE
END
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 2
R• -Frame Design Program - Version V5.08 Job : 14501A
Building Grid label legend File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
Building Grid Label Legend
--------------------------
Building A
Frame Number 5
No. of Frames 1
Left Column Column @ * - C
Right Column Column @ * - A
*Frames located @ 1
0
46
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 3
R -Frame: Design Program - Version V5.08 Job : 14501A
Code Summary Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
. Building :A
Frame Number :5 Location: frame lines 1
No. of Frames: 1
2013 CALIFORNIA BUILDING CODE
Main Code Requirements Per :
International Building Code
2012 Edition
Supporting Design Manual(s):
2010 RISC Specification for Structural Steel Buildings,Allowable Strength Design
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet)........ 18.000
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).................................... 1.000
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) ....................... 0.000
Tributary Width left side (feet) .................................... 0.000
............................ ....from Height 0.00 to Height 18.00
Tributary Width right side (feet) ................................... 15.583
..................................from Height 0.00 to Height 18.00
Tributary Width roof (feet) ......................................... 20.583
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).....................................
2.645
Frame Rafter Dead Weight (psf)......................................
0.745
Total Roof Dead Weight (psf)........................................
3.390
Collateral Load to Frame Rafter (psf)................................
3.500
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 Entered [Ce] ..................................
0.900
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)
-------------------------- 47
11/03/2015
No Unbalanced Roof Snow Loadings.
PATTERN LIVE LOADING(s)
-----------------------
1) Alternate spans loaded with 100% of the roof load & all the remaining
spans loaded with 0% (min. of 2 spans).
100% 0% 100% 0% 100%
A A A A A
48
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 4
R -Frame Design Program - Version V5.08 Job : 14501A
Wind Summary Report File: frame_l.fra Date: 11/ 2/15
cs 40./1$./20.583 20,/110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
Eave
height Left &
Right (feet) .....................................
18.000
Wind
Elevation on
left column (feet)..... ........ ...............
18.000
Wind
Elevation on
right column (feet) ............. I..................
18.000
Total
frame width
(feet) ............................................
40.000
Total
building length (feet)..... .................................
90.000
Number of primary wind loadings .................................... 18
49
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5--5
R -Frame Design Program - Version V5.08 Job : 14501A
Continue Wind Summary Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
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)
0.060
-1.620( 12.5%)
-1.080( 87.5°x)
-0.980
--------------------------------------------------------------------------------
Wind Load WL2•
Wind from left direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
1.160
-0.520( 12.5%)
0.020( 87.5%)
0.120
--------------------------------------------------------------------------------
Wind Load LWL1
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-1.030
-1.620( 12.5%)
-1.080( 87.5%)
-1.030
--------------------------------------------------------------------------------
Wind Load LWL2
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary•Coeff.
(Cp)
-1.030
-1.080( 50.0%)
-1.620( 50.0%)
-1.030
--------------------------------------------------------------------------------
Wind Load LWL3
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.070
-0.520( 12.5%)
0.020( 87.5%)
0.070
--------------------------------------------------------------------------------
Wind Load LWL4
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary"Coeff.
(Cp)
0.070
0.020( 50.0%)
-0.520( 50.0%)
0.070
--------------------------------------------------------------------------------
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)
-0.980
-1.080( 50.0%)
-1.620( 50.0%)
0.060
--------------------------------------------------------------------------------
Wind Load WL4
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
--------------------------------------------------------------------------------
(Cp)
0.120
0.020( 50.0%)
-0.520( 50.0%)
1.160
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 50
applied fully to their respective rafter. 11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 6
R -Frame Design Program - Version V5.08 Job : 14501A
Load Combinations Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
Load Combination
1) DL +COLL +PLLL1 (SOA -L)
2) DL +COLL +PLLL1 (SOA -R)
3) DL +COLL +PLL1 (SOA -L)
4) DL +COLL +PLL1 (SOA -R)
5) DL +LL +COLL (SOA -L)
6) DL +LL +COLL (SOA -R)
7) 1.0737DL +0.91EQ (SOA -L)
8) 1.0737DL +0.91EQ (SOA -R)
9) 1.0737DL -'0.91EQ (SOA -L)
10) 1.0737DL-0.91EQ (SOA -R)
11) 1.0737DL +1.0737COLL +0.91EQ
12) 1.0737DL +1.0737COLL +0.91EQ
13) 1.0737DL +1.0737COLL-0.91EQ
14) 1.0737DL +1.0737COLL-0.91EQ
15) 0.5263DL +0.91EQ (SOA -L)
16) 0.5263DL +0.91EQ (SOA -R)
17),0.5263DL-0.91EQ (SOA -L).
18) 0.5263DL-0.91EQ (SOA -R)
19) 0.7947DL +2.5EQ (SOA -L)
20) 0.7947DL +2.5EQ (SOA -R)
21) 0.7947DL -2.5EQ (SOA -L)
22) 0.7947DL -2.5EQ (SOA -R)
23) 1.3053DL +1.3053COLL +2.5EQ
24) 1.3053DL +1.3053COLL +2.5EQ
25) 1.3053DL +1.3053COLL -2.5EQ
26) 1.3053DL +1.3053COLL -2.5EQ
27) 0.7947DL +2.5EQ (SOA -L)
28) 0.7947DL +2.5EQ (SOA -R)
29) 0.7947DL -2.5EQ (SOA -L)
30) 0.7947DL -2.5EQ (SOA -R)
31) 1.3053DL +1.3053COLL +2.5EQ
32) 1.3053DL +1.3053COLL +2.5EQ
33) 1.3053DL +1.3053COLL -2.5EQ
34) 1.3053DL +1.3053COLL -2.5EQ
35) 0.7947DL +3.5EQ (SOA -L)
36) 0.7947DL +3.5EQ (SOA -R)
37) 0.7947DL -3.5EQ (SOA -L)
38) 0.7947DL -3.5EQ (SOA -R)
39) 1.3053DL +1.3053COLL +3.5EQ
40) 1.3053DL +1.3053COLL +3.5EQ
41) 1.3053DL +1.3053COLL -3.5EQ
42) 1.3053DL +1.3053COLL -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 +0.6LWL1 (SOA -L)
48) DL +0.6LWL1 (SOA -R)
49) DL +0.6LWL2 (SOA -L)
50) DL +0.6LWL2 (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 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
51
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 7
R -Frame Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
Load Combination
51) DL +0.6LWL3 (SOA -L)
52) DL +0.6LWL3 (SOA -R)
53) DL +0.6LWL4 (SOA -L)
54) DL +0.6LWL4 (SOA -R)
55) DL +0.6WL3 (SOA -L)
56) DL +0.6WL3 (SOA -R)
57) DL +0.6WL4 (SOA -L)
58) DL +0.6WL4 (SOA -R)
59) 0.6DL +0.6WL1 (SOA -L)
60) 0.6DL +0.6WL1 (SOA -R)
61) 0.6DL +0.6WL2 (SOA -L)
62) 0.6DL +0.6WL2 (SOA -R)
63) 0.6DL +0.6LWL1 (SOA -L)
64) 0.6DL +0.6LWL1 (SOA -R)
65) 0.6DL +0.6LWL2 (SOA -L)
66) 0.6DL +0.6LWL2 (SOA -R)
67) 0.6DL +0.6LWL3 (SOA -L)
68) 0.6DL +0.6LWL3 (SOA -R)
69) 0.6DL +0.6LWL4 (SOA -L)
70) 0.6DL +0.6LWL4 (SOA -R)
71) 0.6DL +0.67,qL3 (SOA -L)
72) 0.6DL +0.6WL3 (SOA -R)
73) 0.6DL +0.6WL4 (SOA -L)
74) 0.6DL +0.6WL4 (SOA -R)
75) 0.6MWL1
76) 0.6MWL2
77) DL +COLL +0.6WL1 (SOA -L)
78) DL +COLL +0.6WL1 (SOA -R)
79) DL +COLL +0.6WL2 (SOA -L)
80) DL +COLL +0.6WL2 (SOA -R)
81) DL +COLL +0.6LWL1 (SOA -L)
82) DL +COLL +0.6LWL1 (SOA -R)
83) DL +COLL +0.6LWL2 (SOA -L)
84) DL +COLL +0.6LWL2 (SOA -R)
.85) DL +COLL +0.6LWL3 (SOA -L)
86) DL +COLL +0.6LWL3 (SOA -R)
87) DL +COLL +0.6LWL4 (SOA -L)
88) DL +COLL +0.6LWL4 (SOA -R)
89) DL +COLL +0.6WL3 (SOA -L)
90) DL +COLL +0.6WL3 (SOA -R)
91) DL +COLL +0.6WL4 (SOA -L)
92) DL +COLL +0.6WL4 (SOA -R)
93) DL +0.75LL +COLL +0.45WL1
94) DL +0.75LL +COLL +0.45WL1
95) DL +0.75LL +COLL +0.45WL2
96) DL +0.75LL +COLL +0.45WL2
97) DL +0.75LL +COLL +0.45LWL1
98) DL +0.75LL +COLL +0.45LWL1
99) DL +0.75LL +COLL +0.45LWL2
100) DL +0.75LL +COLL +0.45LWL2
(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 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
52
11/03/2015
Star Building Systems, OKC, OK
User: yxyanothai Page:
F5= 8
RAFrame'Design Program - Version V5.08
Job
:
14501A
Continue Load Comb Report
File:
frame_l.fra Date:
11/ 2/15
cs 40:/18./20.583 20./110./0.
--------------------------------------------------------------------------------
Start Time:
15:19:25
Load Combination
101) DL +0.75LL +COLL +0.45LWL3
(SOA -L)
N
A
P
102) DL +0.75LL +COLL +0.45LWL3
(SOA -R)
N
A
P
103) DL +0.75LL +COLL +0.45LWL4
(SOA -L)
N
A
P .
104) DL +0.75LL +COLL +0.45LWL4
(SOA -R)
N
A
P
105) DL +0.75LL +COLL +0.45WL3
(SOA -L)
N
A
P
106) DL +0.75LL +COLL +0.45WL3
(SOA -R)
N
A
P
' 107) DL +0.75LL +COLL +0.45WL4
(SOA -L)
N
A
P
108) DL +0.75LL +COLL +0.45WL4
(SOA -R)
N
A
P
109) LL
D
110) 0.6WL1D
D
111) 0.6WL2D
D
112) 0.6LWL1D
D
113) 0.6LWL2D
D
X114) 0.6LWL3D
D
115) 0.6LWL4D
D
116) 0.6WL3D
D
117.) 0.6WL4D•
D
,
118) 1.3053DL +EQ
D
E
119) 1.3053DL -EQ
D
E
' 120) 0.7947DL +EQ
D
E
121) 0.7947DL -EQ
D
E
122) 1.3053DL +1.3053COLL +EQ
D
E
-123) 1.3053DL +1.3053COLL -EQ
D
E
_- 124) 1.3053DL -LEQ1
D,.E
. 125) 1.3053DL +LEQ1
D
E
_
.126) 1.3053DL +LEQ1 +0.3EQ
D
E
127) 1.3053DL +0.3LEQ1 +EQ
_
D
A
E
53
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Pager F5- 9
R -Frame Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
---------=----------------------------------------------------------------------
Where
DL = Roof Dead Load
COLL = Roof Collateral Load
PLL -L1 = Pattern Live Load Left Leanto/Canopy [PLLLxx]
PLL1 = Pattern Live Load [PLLxx]
LL = Roof Live 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
WL1D = Lateral Primary Wind Load at Service Level
WL2D = Lateral Primary Wind Load at Service Level
LWL1D = Longitudinal Primary Wind Load at Service Level
LWL2D = Longitudinal Primary Wind Load at Service Level
LWL3D = Longitudinal Primary Wind Load at Service Level
LWL4D = Longitudinal Primary Wind Load at Service Level
WL3D = Lateral Primary Wind Load at Service Level
WL4D = Lateral Primary Wind Load at Service Level h
LEQ1 = Longitudinal Seismic Load [located in perp. plane]
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
54
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 10
R -Frame Design Program - Version V5.08 Job : 14501A
UseY Load Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
---------------------------------------------------------------------------------
* USER INPUT LOADS
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
18.000
0.4200
0.0000
0.000
2
LC
EQDW
GLOB
M
C
18.000
0.4200
0.0000
0.000
3
LC
DL
GLOB
Y
C
16.808
-1.0184
0.0000
0.000
4
LC
DL
GLOB
X
C
16.808
-0.5098
0.0000
0.000
5
LC
COLL
GLOB
Y
C
16.808
-1.0339
0.0000
0.000
6
LC
COLL
GLOB
X
C
16.808
0.0426
0.0000
0.000
7
LC
PLLL1
GLOB
Y
C
16.808
-3.5447
0.0000
0.000
8
LC
PLLL1
GLOB
X
C
16.808
0.1471
0.0000
0.000
9
LC
LL
GLOB
Y
C
16.808
-3.7525
0.0000
0.000
10
LC
LL
GLOB
X
C
16.808
-2.3465
0.0000
0.000
11
LC
EQ
GLOB
Y
C
16.808
0.0488
0.0000
0.000
12
LC
EQ
GLOB
X
C
16.808
0.5857
0.0000
0.000
13
LC
WL1
GLOB
Y
C
16.808
8.9944
0.0000
0.000
14
LC
WL1
GLOB
X
C
16.808
3.9505
0.0000
0.000
15
LC
WL2
GLOB
Y
C
16.808
6.6327
0.0000
0.000
16
LC
WL2
GLOB
X
C
16.808
5.5565
0.0000
0.000
17
LC
LWL1
GLOB
Y
C
16.808
8.5888
0.0000
0.000
18
LC
LWL1
GLOB
X
C
16.808
-0.9172
0.0000
0.000
19
LC
LWL2
GLOB
Y
C
16.808
4.7898
0.0000
0.000
20
LC
LWL2
GLOB
X
C
16.808
-1.5845
0.0000
0.000
21
LC
LWL3
GLOB
Y
C
16.808
6.1459
0.0000
0.000
22
LC
LWL3
GLOB
X
C
16.808
-0.2855
0.0000
0.000
23
LC
LWL4
GLOB
Y
C
16.808
2.3469
0.0000
0.000
24
LC
LWL4
GLOB
X
C
16.808
-0.9524
0.0000
0.000
25
LC
WL3
GLOB
Y
C
16.808
4.8023
0.0000
0.000
26
LC
WL3
GLOB
X
C
16.808
-1.4350
0.0000
0.000
27
LC
WL4
GLOB
Y
C
16.808
2.4405
0.0000
0.000
28
LC
WL4
GLOB
X
C
16.808
0.1709
0.0000
0.000
29
LC
MWL1
GLOB
Y
C
16.808
0.4788
0.0000
0.000
30
LC
MWL1
GLOB
X
C
16.808
5.9434
0.0000
0.000
31
LC
MWL2
GLOB
Y
C
16.808
0.0160
0.0000
0.000
32
LC
MWL2
GLOB
X
C
16.808
-0.0059
0.0000
0.000
33
LC
WL1D
GLOB
Y
C
16.808
3.8535
0.0000
0.000
34
LC
WL1D
GLOB
X
C
16.808
1.6928
0.0000
0.000
35
LC
WL2D
GLOB
Y
C
16.808
2.8417
0.0000
0.000
36
LC
WL2D
GLOB
X
C
16.808
2.3808
0.0000
0.000
37
LC
LWL1D
GLOB
Y
C
16.808
3.6797
0.0000
0.000
38
LC
LWL1D
GLOB
X
C
16.808
-0.3933
0.0000
0.000
39
LC
LWL2D
GLOB
Y
C
16.808
2.0521
0.0000
0.000
40
LC
LWL2D
GLOB
X
C
16.808
-0.6790
0.0000
0.000
41
LC
LWL3D
GLOB
Y
C
16.808
2.6330
0.0000
0.000
42
LC
LWL3D
GLOB
X
C
16.808
-0.1227
0.0000
0.000
43
LC
LWL4D
GLOB
Y
C
16.808
1.0054
0.0000
0.000
44
LC
LWL4D
GLOB
X
C
16.808
-0.4084
0.0000
0.000
45
LC
WL3D
GLOB
Y
C
16.808
2.0574
0.0000
0.000
46
LC
WL3D
GLOB
X
C
16.808
-0.6150
0.0000
0.000
47
LC
WL4D
GLOB
Y
C
16.808
1.0456
0.0000
0.000
48
LC
WL4D
GLOB
X
C
16.808
0.0730
0.0000
0.000
49
LC
DL
GLOB
Y
L
16.808
-2.5342
0.0000
0.000
50
LC
COLL
GLOB
Y
L
16.808
-1.1123
0.0000
0.000
51
LC
PLLL1
GLOB
Y
L
16.808
-3.6696
0.0000
0.000
52
LC
LL
GLOB
Y
L
16.808
-9.1019
0.0000
0.000
55
11/03/2015
53
LC
EQ
GLOB
Y
L
16.808
-0.0488
0.0000
0.000
64
LC
WL1
GLOB
Y
L
16.808
20.7468
0.0000
0.000
55
'LC
WL2
GLOB
Y
L
16.'808
17.9815
0.0000
0.000
56,
LC
LWL1
GLOB
Y
L
16.808
16..8865
0.0000
0.000
57
LC
LWL2
GLOB
Y
L
16.808
9.1219
0.0000
0.000
58
LC
LWL3
GLOB
Y
L
16.808
11.6204
0.0000
0.000
59
LC
LWL4
GLOB
Y
L
16.808
3.8567
0.0000
0.000
60
LC
WL3
GLOB
Y
L
16.808
9.1094
0.0000
0.000
61
LC
WL4
GLOB
Y
L
16.808
6.3441
0.0000
0.000
62
LC
MWL1
GLOB
Y
L
16.808
11.4602
0.0000
0.000
63
LC
MWL2
GLOB
Y
L
16.808
3.7840
0.0000
0.000
64
LC
WL1D
GLOB
Y
L
16.808
8.8885
0.0000
0.000
65
LC
WL2D
GLOB
Y
L
16.808
7.7038
0.0000
0.000
66
LC
LWL1D
GLOB
Y
L
16.808
7.2344
0.0000
0.000
67
LC
LWL2D
GLOB
Y
L
16.808
3.9081
0.0000
0.000
68
LC
LWL3D
GLOB
Y
L
16.808
4.9784
0.0000
0.000
69
LC
LWL4D
GLOB
Y
L
16.808
1.6521
0.0000
0.000
70
LC
WL3D
GLOB
Y
L
16.808
3.9027
0.0000
0.000
71
LC
WL4D
GLOB
Y
L
16.808
2.7180
0.0000
0.000
72
LC
LEQ1
GLOB
X
C
18.000
1.2600
0.0000
0.000
73
LC
LWL1
GLOB
X
C
18.000
-1.1000
0.0000
0.000
74
LC
LWL2
.GLOB
X
C
18.000
-1.1000
0.0000
0.000
75
LC
LWL3
GLOB
X
C
18.000
-1.1000
0.0000
0.000
76
LC
LWL4
GLOB
X
C
18.000
-1.1000
0.0000
0.000
56
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 11
R -Frame Design Program - Version V5.08 Job : 14501A
Load Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
-----------------------------------=--------------------------------------------
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
18.000
0.4200
N/A
0.000
2
LC
EQDW
GLOB
M
C
18.000
0.4200
N/A
0.000
3
LC
DL
GLOB
Y
C
16.808
-1.0184
N/A
0.000
4
LC
DL
GLOB
X
C
16.808
-0.5098
N/A
0.000
5
LC
COLL
GLOB
Y
C
16.808
-1.0339
N/A
0.000
6
LC
COLL
GLOB
X
C
16.808
0.0426
N/A
0.000
7
LC
PLLL1
GLOB
Y
C
16.808
-3.5447
N/A
0.000
8
LC
PLLL1
GLOB
X
C
16.808
0.1471
N/A
0.000
9
LC
LL
GLOB
Y
C
16.808
-3.7525
N/A
0.000
10
LC
LL
GLOB,
X
C
16.808
-2.3465
N/A
0.000
11
LC
EQ
GLOB
Y
C
16.808
0.0488
N/A
0.000
12
LC
EQ
GLOB
X
C
16.808
0.5857
N/A
0.000
13
LC
WL1
GLOB
Y
C
16.808
8.9944
N/A
0.000
14
LC
WL1
GLOB
X
C
16.808
3.9505
N/A
0.000
15
LC
WL2
GLOB
Y
C
16.808
6.6327
N/A
0.000
16
LC
WL2
GLOB
X
C
16.808
5.5565
N/A
0.000
17
LC
LWL1
GLOB
Y
C
16.808
8.5888
N/A
0.000
18
LC
LWL1
GLOB
X
C
16.808
-0.9172
N/A
0.000
19.LC
LWL2
GLOB
Y
C
16.808
4.7898
N/A
0.000
20
LC
LWL2
GLOB
X
C
16.808
-1.5845
N/A
0.000
21
LC
LWL3
GLOB
Y
C
16.808
6.1459
N/A
0.000
22
LC
LWL3
GLOB
X
C
16.808
-0.2855
N/A
0.000
23
LC
LWL4
GLOB
Y
C
16.808
2.3469
N/A
0.000
24
LC
LWL4
GLOB
X
C
16.808
-0.9524
N/A
0.000
25
LC
WL3
GLOB
Y
C
16.808
4.8023
N/A
0.000
26
LC
WL3
GLOB
X
C
16.808
-1.4350
N/A
0.000
27
LC
WL4
GLOB
Y
C
16.808
2.4405
N/A
0.000
28
LC
WL4
GLOB
X
C
16.808
0.1709
N/A
0.000
29
LC
MWL1
"GLOB
Y
C
16.808
0.4788
N/A
0.000
30
LC
MWL1
GLOB
X
C
16.808
5.9434
N/A
0.000
31
LC
MWL2
GLOB
Y
C
16.808
0.0160
N/A
0.000
32
LC
MWL2
GLOB
X
C
16.808
-0.0059
N/A
0.000
33
LC
WL1D
GLOB
Y
C
16.808
3.8535
N/A
0.000
34
LC
WL1D
GLOB
x
C
16.808
1.6928
N/A
0.000
35
LC
WL2D
GLOB
Y
C
16.808
2.8417
N/A
0.000
36
LC
WL2D
GLOB
X
C
16.808
2.3808
N/A
0.000
37
LC
LWL1D
GLOB
Y
C
16.808
3.6797
N/A
0.000
38
LC
LWL1D
GLOB
X
C
16.808
-0.3933
N/A
0.000
39
LC
LWL2D
GLOB
Y
C
16.808
2.0521
N/A
0.000
40
LC
LWL2D
GLOB
X
C
16.808
-0.6790
N/A
0.000
41
LC
LWL3D
GLOB
Y
C
16.808
2.6330
N/A
0.000
42
LC
LWL3D
GLOB
X
C
16.808
-0.1227
N/A
0.000
43
LC
LWL4D
GLOB
Y
C
16.808
1.0054
N/A
0.000
44
LC
LWL4D
GLOB
X
C
16.808
-0.4084
N/A
0.000
45
LC
WL3D
GLOB
Y
C
16.808
2.0574
N/A
0.000
46
LC
WL3D
GLOB
X
C
16.808
-0.6150
N/A
0.000
47
LC
WL4D
GLOB
Y
C
16.808
1.0456
N/A
0.000
48
LC
WL4D
GLOB
X
C
16.808
0.0730
N/A
0.000
49
LC
DL
GLOB
Y
L
16.808
-2.5342
N/A
0.000
50
LC
COLL
GLOB
Y
L
16.808
-1.1123
N/A
0.000
57
11/03/2015
Star.Building
Systems,
OKC,
OK
User:
yxyanothai
Page:
F5- 12
RrFrame
Design Program
- Version
V5.08
Job :
14501A
Load
Report
File: frame_l.fra
Date:
11/ 2/15
cs 40./18./20.583
20./110./0.
Start
Time:
15:19:25
--------------------------------------------------------------------------------
51
LC
PLLL1
GLOB
Y
L
16.808
-3.6696
N/A
0.000
52
LC
LL
GLOB
Y
L
16.808
-9.1019
N/A
0.000
53
LC
EQ
GLOB
Y
L
16.808
-0.0488
N/A
0.000
54
LC
WL1
GLOB
Y
L
16.808
20.7468
N/A
0.000
55
LC
WL2
GLOB
Y
L
16.808
17.9815
N/A
0.000
56
LC
LWL1
GLOB
Y
L
16.808
16.8865
N/A
0.000
57
LC
LWL2
GLOB
Y
L
16.808
9.1219
N/A
0.000
58
LC
LWL3
GLOB
Y
L
16.808
11.6204
N/A
0.000
59
LC
LWL4
GLOB
Y
L
16.808
3.8567
N/A
0.000
60
LC
WL3
GLOB
Y
L
16.808
9.1094
N/A
0.000
61
LC
WL4
GLOB
Y
L
16.808
6.3441
N/A
0.000
62
LC
MWL1
GLOB
Y
L
16.808
11.4602
N/A
0.000
63
LC
MWL2
GLOB
Y
L
16.808
3.7840
N/A
0.000
64
LC
WL1D
GLOB
Y
L
16.808
8.8885
N/A
0.000
65
LC
WL2D
GLOB
Y
L
16.808
7.7038
N/A
0.000
66
LC
LWL1D
GLOB
Y
L
16.808
7.2344
N/A
0.000
67
LC
LWL2D
GLOB
Y
L
16.808
3.9081
N/A
0.000
68
LC
LWL3D
GLOB
Y
L
16.808
4.9784
N/A
0.000
69
LC
LWL4D
GLOB
Y
L
16.808
1.6521
N/A
0.000
70
LC
WL3D
GLOB
Y
L
16.808
3.9027
N/A
0.000
71
LC
WL4D
GLOB
Y
L
16.808
2.7180
N/A
0.000
72
LC
LEQ1
GLOB
X
C
18.000
1.2600
N/A
0.000
73
LC
LWL1
GLOB
X
C
18.000
-1.1000
N/A
0.000
74
LC
LWL2
GLOB
X
C
18.000
-1.1000
N/A
0.000
75
LC
LWL3
GLOB
X
C
18.000
-1.1000
N/A
0.000
76
LC
LWL4
GLOB
X
C
18.000
-1.1000
N/A
0.000
77
LR
DL
XREF
Y
U
0.000
-0.0544
N/A
0.000
78
RR.
DL
XREF
Y
U
0.000
-0.0544
N/A
0.000
79
LC
SW
GLOB
Y
U
0.000
-0.0168
N/A
0.000
80
LR
SW
GLOB
Y
U
0.000
-0.0156
N/A
0.000
81
RC
SW
GLOB
Y
U
0..000
-0.0143
N/A
0.000
82
RR
SW
GLOB
Y
U
0.000
-0.0151
N/A
0.000
83
LR
LL
XREF
Y
U
0.000
-0.2470
N/A
0.000
84
RR
LL
XREF
Y
U
0.000
-0.2470
N/A
0.000
85
LR
PLL1
XREF
Y
U
0.000
-0.2470
N/A
20.000
86
RR
PLL1
XREF
Y
U
0.000
-0.2470
N/A
20.000
87'LR
COLL
XREF
Y
U
0.000
-0.0720
N/A
0.000
88
RR
COLL
XREF
Y
U
0.000
-0.0720
N/A
0.000
89
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
90
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
91
LC
WL1
MEMB
Y
U
0.000
0.0000
N/A
0.000
92
RC
WL1
MEMB
Y
U
0.000
0.3547
N/A
0.000
93
LR
WL1
MEMB
Y
U
0.000
0.7744
N/A
0.000
94
RR
WL1
MEMB
Y.
U
0.000
0.5163
N/A
0.000
95
LR
WL1
MEMB
Y
U
4.316
-0.2581
N/A
0.000
96
LC
WL2
MEMB
Y
U
0.000
0.0000
N/A
0.000
97
RC
WL2
MEMB
Y
U
0.000
-0.0434
N/A
0.000
98
LR
WL2
MEMB
Y
U_
0.000
0.2486
N/A
0.000
99
RR
WL2
MEMB
Y
U
0.000
-0.0096
N/A
0.000
100
LR
WL2
MEMB
Y
U
4.316
-0.2581
N/A
0.000
58
11/03/2015
Star
Building Systems,
OKC,
OK
User:
yxyanothai
Page:
F5- 13
R:►Frame
Design Program
- Version
V5.08
Job :
14501A
Load'Report
File: frame_l.fra
Date:
11/ 2/15
cs 40./18./20.583
20./110./0.
Start
Time:
15:19:25
--------------------------------------------------------------------------------
101
LC
LWL1
MEMB
Y
U
0.000
0.0000
N/A
0.000
102
RC
LWL1
MEMB
Y
U
0.000
0.3728
N/A
0.000
103
LR
LWL1
MEMB
Y
U
0.000
0.7744
N/A
0.000
104
RR
LWL1
MEMB
Y
U
0.000
0.5163
N/A
0.000
105
LR
LWL1
MEMB
Y
U
4.316
-0.2581
N/A
0.000
106
LC
LWL2
MEMB
Y
U
0.000
0.0000
N/A
0.000
107
RC
LWL2
MEMB
Y
U
0.000
0.3728
N/A
0.000
108
LR
LWL2
MEMB
Y
U
0.000
0.5163
N/A
0.000
109
RR
LWL2
MEMB
Y
U
0.000
0.7744
N/A
0.000
•110
LC
LWL3
MEMB
Y
U
0.000
0.0000
N/A
0.000
111
RC
LWL3
MEMB
Y
U
0.000
-0.0253
N/A
0.000
112
LR
LWL3
MEMB
Y
U
0.000
0.2486
N/A
0.000
113
RR
LWL3
MEMB
Y
U
0.000
-0.0096
N/A
0.000
114
LR
LWL3
MEMB
Y
U
4.316
-0:2581
N/A
0.000
115
LC
LWL4
MEMB
Y
U
0.000
0.0000
N/A
0.000
116
RC
LWL4
MEMB
Y
U
0.000
-0.0253
N/A
0.000
117
LR
LWL4
MEMB
Y
U
0.000
-0.0096
N/A
0.000
118
RR
LWL4
MEMB
Y
U
0.000
0.2486
N/A
0.000
119
LC
MWL1
MEMB
Y
U
0.000
0.0000
N/A
0.000
120
RC
MWL1
MEMB
Y
U
0.000
0.1247
N/A
0.000
121
LR
MWL1
GLOB
X
U
0.000
0.0068
N/A
0.000
122
RR
MWL1
GLOB
X
U
0.000
0.0068
N/A
0.000
123
LC
MWL2
MEMB
Y
U
0.000
0.0000
N/A
0.000
124
RC
MWL2
MEMB
Y
U
0.000
-0.1247
N/A
0.000
" 125
LR
MWL2
GLOB
X
U
0.000
-0.0068
N/A
0.000
126
RR
MWL2
GLOB
X
U
0.000
-0:0068
N/A
0.000
127
LC"
WL3
MEMB
Y
U
0.000
0.0000
N/A
0.000
128
RC
WL3
MEMB
Y
U
0.000
-0.0217
N/A
0.000
129
LR
WL3
MEMB
Y
U
0.000
0.5163"
N/A
0.000
130
RR
WL3
MEMB
Y
U
0.000
0.7744
N/A
0.000
131
LC
WL4
MEMB
Y
U
0.000
0.0000
N/A
0.000
132
RC
WL4
MEMB
Y
U
0.000
-0.4198
N/A
0.000
133
LR
WL4
MEMB
Y
U
0.000
-0.0096
N/A
0.000
134
RR
WL4
MEMB
Y
U
0.000
0.2486
N/A
0.000
135
LC
WL1D
MEMB
Y
U
0.000
0.0000
N/A
0.000
136
RC
WL1D
MEMB
Y
U
0.000
0.1519
N/A
0:000
137
LR
WL1D
MEMB
Y
U
0.000
0.3318
N/A
0.000
138
RR
WL1D
MEMB
Y
U
0.000
0.2212
N/A
0.000
139
LR
WL1D
'MEMB
Y
U
4.316
-0.1106
N/A
0.000
140
LC
WL2D
MEMB
Y
U
0.000
0.0000,
N/A
0.000
141
RC
WL2D
MEMB
Y
U
0.000
-0.0186
N/A
0.000
142
LR
WL2D
MEMB
Y
U
0.000
0.1065
N/A
0.000
143
RR
WL2D
MEMB
Y
U
0.000
-0.0041
N/A
0.000
144
LR
WL2D
MEMB
Y
U
4.316
-0.1106
N/A
0.000
145
LC
LWL1D
MEMB
Y
U
0.000
0.0000
N/A
0.000
146
RC
LWL1D
MEMB
Y
U
0.000
0:1597
N/A
0.000
147
LR
LWL1D
MEMB
Y
U
0.000
0.3318
N/A
0.000
148
RR
LWL1D
MEMB
Y
U
0.000
0.2212
N/A
0.000
149
LR
LWL1D
MEMB
Y
U
4.316
-0.1106
N/A
0.000
150
LC
LWL2D
MEMB
Y
U
0.000
0.0000
N/A
0.000
59
11/03/2015
Star
Building Systems,
OKC,
OK
User:
yxyanothai
Page:
F5- 14
R±Frame
Design Program
- Version
V5.08
Job
14501A
Load'Report
File: frame_l.fra
Date:
11/ 2/15
cs 40./18./20.583
20./110./0.
Start
Time:
15:19:25
--------------------------------------------------------------------------------
151
RC
LWL2D
MEMB
Y
U
0.000
0.1597
N/A
0.000
152
LR
LWL2D
MEMB
Y
U
0.000
0.2212
N/A
0.000
153
RR
LWL2D
MEMB
Y
U
0.000
0.3318
N/A
0.000
154
LC
LWL3D
MEMB
Y
U
0.000
0.0000
N/A
0.000
155
RC
LWL3D
MEMB
Y
U
0.000
-0.0109
N/A
0.000
156
LR
LWL3D
MEMB
Y
U
0.000
0.1065
N/A
0.000
157
RR
LWL3D
MEMB
Y
U
0.000
-0.0041
N/A
0.000
158
LR
LWL3D
MEMB
Y
U
4.316
-0.1106
N/A
0.000
159
LC
LWL4D
MEMB
Y
U
0.000
0.0000
N/A
0.000
160
RC
LWL4D
MEMB
Y
U
0.000
-0.0109
N/A
0.000
161
LR
LWL4D
MEMB
Y
U
0.000
-0.0041
N/A
0.000
162
RR
LWL4D
MEMB
Y
U
0.000
0.1065
N/A
0.000
163
LC
WL3D
MEMB
Y
U
0.000
0.0000
N/A
0.000
164
RC
WL3D
MEMB
Y
U
0.000
-0.0093
N/A
0.000
165
LR
WL3D
MEMB
Y
U
0.000
0.2212
N/A
0.000
166
RR
WL3D
MEMB
Y
U
0.000
0.3318
N/A
0.000
167
LC
WL4D
MEMB
Y
U
0.000
0.0000
N/A
0.000
168
RC
WL4D
MEMB
Y
U
0.000
-0.1799
N/A
0.000
169
LR
WL4D
MEMB
Y
U
0.000
-0.0041
N/A
0.000
170
RR
WL4D
MEMB .
Y
U
0.000
0.1065
N/A
0.000
60
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: FS- 15
Rt. -Frame Design Program - Version V5.08 Job : 14501A
Seismic Summary Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
------=-------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
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) ..........
59.7000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) .........
26.0000
Long -period Transition Period Time [TL) (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ............................................:.....
D
Seismic Site Coefficient (Fa) ......................................
1.3224
Seismic Site Coefficient (Fv) ......................................
1.8800
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7895
Maximum Spectral Response Accel., for 1 sec.�Periods (Sml] (g) .....
0.4888
Design Spectral Response Accel., for Short Periods (Sds) (g) .......
0.5263
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.3259
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) ...................................
18.8333
Seismic Fundamental Period (T] Used (seconds) ......................
0.2932
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] M ...........
0.00
Mezz. Live load in.Seismic Force Calculations [Min. Required] (%) ..
0.00
Mezz.. Live load in Seismic Load Combinations (Used] (%) ............
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) .....................................
5.4000
Seismic Deflection Amplification Factor (Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used ...........................
0.1504
Seismic Story Drift (Cd*Drift/Importance Factor] (in) ..............
3.680
Theta [Px*Ie*Delta/Vx/hx/Cd]........................................
0.013
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load =
4.744
Wall Weight _
0.000
Collateral Load =
3.916
Snow Load =
0.000
Rafter Crane Weight
0.000
-------------------------------------
Total Roof Weight =
8.659 kips
User Mass Load (1) = 0.840
-------------------------------------
Total User Mass = 0.840 kips
61
11/03/2015
Total Roof
Weight
8.659
Total ,User
Mass =
0.840
Mezzanine Weight =
0.000
Col. Crane
Weight =
0.000
-------------------------------------
TOTAL Bldg
Weight
9.499 kips
X
in TOTAL =
X
Seismic Coeff. =
0.1504
BASE SHEAR = 1.4285 kips
Seismic
Load for
Roof
at col # 1 =
0.8509
kips
Seismic
Load for
Roof
at col # 2 =
0.4482
kips
---------------------------------------------------
SEISMIC
LOAD for
Roof
in TOTAL =
1.2992
kips
Seismic
Ld for Mass #
1 Q col # 1 =
0.0647
kips
Seismic
Ld for Mass #
1 Q col # 2 =
0.0647
kips
---------7-----------------------------------------
SEISMIC
LOAD for
Mass
in TOTAL =
0.1293
kips
62
11/03/2015
Star Building Systems,
OKC, OK
User:
yxyanothai
Page:
F5- 16
R -Frame Design Program
- Version
V5.08
Job :
14501A
Continued Seismic Load
Report
File: frame_l.fra
Date:
11/ 2/15
cs 40./18./20.583' 20./110./0.
--------------------------------------------------------------------------------
Start
Time:
15:19:25
* SEISMIC GENERAL LOAD
CARDS GENERATED
--------------------------------------
LOAD MEM NAME SYS
DIR TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
171 LC EQ YREF
X C
16.741
0.8509
N/A
0.000
172. LC EQ YREF
X C
18.000
0.0647
N/A
0.000
173 RC EQ YREF
X C
16.732
0.4482
N/A
0.000
. 174 RC EQ YREF
X C
18.000.
0.0647
N/A
0.000
63
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 17
R -Frame Design Program - Version V5.08 Job : 14501A
Forces and Allowable Stresses Summary File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
Left Column Analysis Length = 16.74 ft Kx = 1.00 Weight = 281. lbs
Effective Ix = 187.6 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 8.000 12.947 6.00x 0.2500 0.1340 6.00x 0.2500 2.36 55.0
2 6.17 12.947 16.000 6.00x 0.2500 0.1850 6.00x 0.2500 2.36 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 -15.3 -39.1 -4.2 21.8 36.3 30.4 8.4 0.20 0.65 0.76 0.76 5
206 -15.2 -63.3 -4.2 17.7 37.7 31.9 10.5 0.09 0.72 0.83 0.83 5
--------------------------------------------------------------------------------
Left Rafter. Analysis Length = 19.37 ft Kx = 1.00 Weight = 303. lbs
Effective Ix = 171.9 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 8.79 14.500 14.500 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0
4 . 10.00 14.500 14.500 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
--------------------------------------------------------------------------------
301 -1.5 -63.8 8.8 20.8 37.5 34.6 9.1 0.41 0.88 0.95 0.95 5
409 3.1 -28.7 -0.5 35.0 31.4 26.1 6.7 0.03 0.51 0.60 0.60 71
--------------------------------------------------------------------------------
Right Column Analysis Length = 16.73 ft Kx = 1.00 Weight = 240. lbs
Effective Ix = 120.5 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- 8.000 11.405 5.00x 0.2500 0.1340 5.00x 0.2500 1.63 55.0
6 6.15 11.405 13.500 5.00x 0.2500 0.1850 5.00x 0.2500 1.63 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
--------------------------------------------------------------------------------
507 8.1 18.8 2.5 35.0 34.5 31.4 12.5 0.11 0.45 0.54 0.54 71
606 8.1 38.3 2.4 32.9 33.0 37.8 14.8 0.04 0.65 0.57 0.65 71
--------------------------------------------------------------------------------
64
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 18
R,Frame Design Program - Version V5.08 Job : 14501A
Forcbs and Allowable Stresses Summary File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------=-----------------------------------------------------------
Right Rafter Analysis Length = 19.48 ft Kx = 1.00 Weight = 294. lbs
Effective Ix = 171.9 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 9.00 14.500 14.500 5.00x 0.2500 0.1340 5.00x 0.2500. 0.00 55.0
8 10.00 14.500 14.500 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
--------------------------------------------------------------------------------
711 1.9 -26.6 -0.6 32.9 37.0 22.1 6.7 0.04 0.39 0.64 0.64 60
803 1.9 -27.1 0.1 32.9 37.0 22.1 6.7 0.01 0.39 0.66 0.66 60
TOTAL MEMBER WEIGHT = 1118. lbs
65
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 19
R-Frame,Design Program - Version V5.08 Job : 14501A
Anchdr Rod and Base Plate Design File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------- -----------------------------------------
LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.150 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 1.5000
Plate Size : 6.0000x 8.5000x 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
12.595
38.436
60
0.33
Rod Shear
•4.228
0.000
23.061
5
0.18
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Weld
Weld
Weld
Design
Check
Weld
Weld
Size
Length
Capacity
Force
Load
Check
Location
(in.)
(in.)
, (kips)
(kips)
No.
Ratio
------------------------------------------------------------------
Inner Flg
0.25000
6.000
22.274
5.697
5
0.26
Outer Flg
0.25000
6.000
22.274
4.640
60
0.21
Web Plate
0.18750
8.000
22.274
5.215
60
0.23
RIGHT EXTERIOR COLUMN 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, 1.5000
Plate Size : 6.0000x 8.5000x 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
7.993
38.436
71
0.21
Rod Shear
3.371
0.000
23.061
73
0.15
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
2.797
71
0.15
Outer Flg
0.25000
5.000
18.562
2.797
71
0.15
Web Plate
0.18750
8.000
22.274
3.533
71
0.16
66
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 20
R•Frame Design Program - Version V5.08 Job : 14501A
Connection Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20:583 20./110./0. Start Time: 15:19:25
------------------------------------ -------------------------------------------
Vertical Knee Connection @ Left Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
0.2500 in.
-----------------------
Plate: 6.00 x
0.5000 in.
0.2500 in.
Fy(Min)
50.0 ksi
- 14.550
Fu
65.0 ksi
0.156 in.
Flanges:
Gage
- 3.000
O.S. - 6.00 x
0.2500 in.
to Flange:
I.S. - 5.68 x
0.2500 in.
- 1.833
Web Depth
- 14.550
in.
Web Thickness
0.185 in.
- 0.117
Gage
- 3.000
in.
Center of Bolt
to Flange:
- 1.916
Pf top (out)
- 1.917
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.832
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.751
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.000
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.999
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.000
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 85.2
degrees
Angle bot - 90.0
degrees
Controlling
Load Combinations:
-----------------------------
5) DL +LL +COLL (SOA -L)
60) 0.6DL +0.6WL1 (SOA -R)
Connection Design Summary:
Bolt Unity Check (O.S.) = 0
Bolt Unity Check (I.S.) = 0
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.5000 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
- 14.550
in.
Web Thickness
0.156 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.833
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.916
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.792
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.117
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.957
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.117
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 94.8, degrees
Angle bot - 85.2 degrees
Left Side Conn Right Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
-63.80 -0.72 8.86 -63.80 -0.72 8.86
61.59 1.56 -7.39 61.59 1.56 -7.39
.8716 Plate Unity Check (O.S.) = 0.8716
.8580 Plate•Unity Check (I.S.) = 0.8580
67
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 21
R�Frame Design Program - Version V5.08 Job : 14501A
Connection Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
Peak Connection Q Left 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.) 3 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
Fu 70.0 ksi
Flanges:
O.S. - 5.00 x
0.2500 in.
Weld
I.S. - 5.00 x
0.2500 in.
Weld
Web Depth
- 14.550
in.
Web Thickness
0.134 in.
Load Check
Gage
- 3.000
in.
Center of Bolt
to Flange:
No. Ratio
Pf top (out)
- 1.781
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.107
in.
XTO top (out)
- 1.750
in.
Pf top (ins)
- 1.968
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.107
in.
XTI top (ins)
- 1.999
in.
Pf bot (out)
- 1.844
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.107
in.
XBO bot (out)
- 1.875
in.
Pf bot (ins)
- 1.90.5
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.107
in.
XBI bot (ins)
- 1.874
in.
Bolt Spacing
- 3..000
in.
Angle top - 85.2 degrees
degrees
Angle bot - 94.8 degrees
Angle bot - 94.8
Controlling
Load Combinations:
-----------------------------
71) 0.6DL +0.6WL3 (SOA -L)
6) DL +LL +COLL (SOA -R)
Connection Design Summary:
Bolt Unity Check (O.S.) = 0
Bolt Unity Check (I.S.) = 0
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 5.00 x
0.2500 in.
Weld
I.S. - 5.00 x
0.2500 in.
Weld
Web Depth
- 14.550
in.
Web Thickness
0.134 in.
Load Check
Gage
- 3.000
in.
Center of Bolt
to Flange:
No. Ratio
Pf top (out)
- 1.781
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.107
in.
XTO top (out)
- 1.750
in.
Pf top (ins)
- 1.968
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.107
in.
XTI top (ins)
- 1.999
in.
Pf bot (out)
- 1.844
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.107
in.
XBO bot (out)
- 1.875
in.
Pf bot (ins)
- 1.905
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.107
in.
XBI bot (ins)
- 1.874
in.
Bolt Spacing
- 3.000
in.
Angle top - 85.2
degrees
Angle bot - 94.8
degrees
Left Side Conn Right Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
-29.12 3.13 -0.33 -29.12 3.13 0.33
32.87 -1.21 0.90 32.87 -1.21 -0.90
.8075 Plate Unity Check (O.S.) = 0.8075
.7130 Plate Unity Check (I.S.) = 0.7130
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
26.3126
6 0.6300
68
11/03/2015
Outer Flg
Fillet -BS
0.1875
10.0000
41.7635
24.4938
71
0.5865
Web Plate
Fillet -BS
0.1875
29.1005
81.0226
2.2897
66
0.0283
Right Side of Conn
Inner Flg
Fillet -BS
0.1875
10.0000
41.7635
26.3126
6
0.6300
Outer Flg
Fillet -BS
0.1875
10.0000
41.7635
24.4938
71
0.5865
Web Plate
Fillet -BS
0.1875
29.1005
81.0226
2.2897
66
0.0283
------------------------------------------------------------------------------
NS - Near side
weld, FS - Far
side weld,
BS -
Both sides
weld.
69
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 22
R,Frame Design Program - Version V5.08 Job : 14501A
Connbction'Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
Vertical Knee Connection Q Right Rafter Depth 1
----------- ---------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 3 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:
in.
-----------------------
Plate: 6.00 x
0.5000 in.
0.2500 in.
Fy(Min)
50.0 ksi
- 14.550
Fu
65.0 ksi
0.134 in.
Flanges:
Gage
- 3.000
O.S. - 5.00 x
0.2500 in.
to Flange:
I.S. - 4.68 x
0.2500 in.
- 1.833
Web Depth
- 14.550
in.
Web Thickness
0.185 in.
- 0.117
Gage
- 3..000
in.
Center of Bolt
to Flange:
- 1.916
Pf top (out)
- 1.917
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.832
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top.(ins)
- 1.874
in.
Pf bot (out)
- 1.751
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.000
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.999
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.000
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 85.2
degrees
Angle bot - 90.0
degrees
Controlling
Load Combinations:
-------=---------------------
40) 1.3053DL +1.3053COLL +3.5
37) 0.7947DL -3.5EQ (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 0.5000 in.
Fy(Min) 501.0 ksi
Fu 65.0 ksi
Flanges:
O.S. - 5.00 x0.2500
in.
I.S. - 5.00 x
0.2500 in.
Web Depth
- 14.550
in.
Web Thickness
0.134 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.833
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.916
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.792
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.117
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.957
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.117
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 94.8 degrees
Angle bot - 85.2 degrees
Left Side Conn IRight Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
--------------------------------- ---------------
-70.46 -2.29 6.64 -70.46 -2.29 6.64
54.59 1.58 -2.37 54.59 1.58 -2.37
6330 Plate Unity Check (O.S.) = 0.6330
5960 Plate Unity Check (I.S.) = 0.5960
70
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 23
RAFrame' Design Program - Version V5.08 Job : 14501A
Knee'and Stiffener Report File: frame_l.fra Date: 11/ 2/15
cs 40:/18./20.583 .20./110./0. ' Start Time: 15:19:25
--------------------------------------------------------------------------------
Left Knee Design
Knee Web Thickness
Bearing Stiffener Type
Bearing Stiffener at Knee
Column Cap Plate
Use 0.1850 in. Thick Web
Horizontal
2.7500 X 0.2500 in.
6.0000 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
16.055
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.1875
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.
x
16.000
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
13.217
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
13.217
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection P1.:
0.1875
in.
x
14.550
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
---------------------------------------
0".1875 in. x 2.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
Right Knee Design
Knee Web Thickness Use 0.1850 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
13.547
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.1875
in.
x
13.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.jx
13.500
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
13.425
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
13.425
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection P1.:
0.1875
in.
x
14.550
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.
71
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 24
R -Frame Design Program - Version V5.08 Job : 14501A
Flange Brace Report File: frame_l.fra Date: 11/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
---------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 716 @ FLOOR 1 @ 716 @ FLOOR
1 @ 2110 1 @ 2110
1•@ 718 @ EAVE 1 @ 718 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2.@ 414-3/8" @ EAVE .2 Q 414-3/8" @ EAVE ,
2 @ 510 2 @ 510
1 @ 113-1/4" @ PEAK 1 @ 113-1/4" @ 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 10.33
($) (C)
LFT RAFTER 4.38 8.76 13.78 18.79
(C) (C) (N) (C)
RGT COLUMN 7.50 10.33
RGT RAFTER 4.38 8.76 13.78 18.79
(C) (C) (N) (C)
'IN° 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
"$" Indicates that point is braced by a girt
72
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 25
R=Frame.Design Program - Version V5.08 Job : 14501A
Primary Deflection Report File: frame_l.fra Date: 11/ 2/15
cs 40./1.8./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
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 -1.465 in. 20.36'ft. 0.632 in. 20.00 ft.
Load Comb 3 116
Defl. L/318 L/737
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
Pos. Max 0.632 in.
Load Comb 116
Defl.- L/737
--------------------
Neg. Max -1.464 in. '
Load Comb 4
Defl. L/318
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
118 3.0
119 3.0
120 �3.0
121 3.0
122 3.0
123 3.0
124 3.0
125 3.0
126 3.0
127 3.0 ,
73
11/03/2015
Ext.
Left Col
Ext Right Col
X -Def
Y -Def
X -Def
Y -Def
Pos.
Max
3.557
0.025
3.703
0.018
Load
Comb
127
119
127
110
Defl.-
H/ 56
H/ 54
------------------------------------------------------------------------------
Neg.
Max
-4.477
,-0.027
-4.374
-0.029
Load
Comb
119
122
119
5
Defl.
------------------------------------------------------------------------------
H/ 44
H/ 45
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 -1.465 in. 20.36'ft. 0.632 in. 20.00 ft.
Load Comb 3 116
Defl. L/318 L/737
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
Pos. Max 0.632 in.
Load Comb 116
Defl.- L/737
--------------------
Neg. Max -1.464 in. '
Load Comb 4
Defl. L/318
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
118 3.0
119 3.0
120 �3.0
121 3.0
122 3.0
123 3.0
124 3.0
125 3.0
126 3.0
127 3.0 ,
73
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F5- 26
R-LFrame Design Program - Version V5.08 Job 14501A
Stiffener Design for Leanto File: frame_l.fra Date: il/ 2/15
cs 40./18./20.583 20./110./0. Start Time: 15:19:25
--------------------------------------------------------------------------------
Leanto Stiffener on Left Column
-------------------------------
Web Thickness Use 0.1850 inches Thick Web
Bearing Stiffener Type No stiffeners are required
Bottom Bearing Stiffener
Bearing Stiffener Size Not Required
Control Case 75
Allowable At Ctrl Case 14.839 kips
Check Ratio 0.2403
Panel Stiffener Size Not Required
Control Case 0
Allowable Shear Cap. 0.000 kips
Check Ratio 0.0000
Vertical Clearance at the Left Knee is 16.1756 feet
Vertical Clearance at the Right Knee is 16.1582 feet
74
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 1
R�-Frame Design Program - Version V5.08 Job : 14501A
Inpift Data Echo File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
J:\Active\eng\15-B-14501\ver01-yxyanothai\Bldg-A\
--------------------------------------------------------------------------------
VERSION V5.08
BRAND STAR
DESCRIPTION cs 40./18./29.417 20./110./0.
FRAME_ID 4
# 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 14501A
ANALYZE all *DATASET members brace combinations wind -array connection base
BUILDING LABEL A
LOCATION frame lines 2 3
LATERAL GRID LABEL 2 3
LONGITUDINAL GRID LABEL C A
NUMBER FRAMES 1 *PRICE complete
TYPE LEFT cs t cs 60. 60.
TYPE RIGHT cs t cs 60. 60.
MAIN GEOMETRY
WIDTH 40. 20.
LENGTH 90.
EAVE 18. *ROOF,SLOPE 1.
LEANTO LEFT GEOMETRY
WIDTH 30. 30.
•LENGTH 61.1667
EAVE 15.5 *ROOF SLOPE 1.
GIRT DEPTH B. 0. *PURLIN DEPTH 8. 8.25
GIRT THICKNESS LEFT 0.07 *PURLIN THICKNESS 0.105
GIRT THICKNESS RIGHT 0.105
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS LEFT 33.521 12.72 8.481 4.356 *PURLIN STIFFNESS RIGHT \
33.519 12.72 8.481 4.356
CODE LABEL 2013 CALIFORNIA BUILDING CODE
BUILDING CODE IB12 U=Normal
DEAD LOAD 2.645 *COLLATERAL LOAD 3.5
LIVE LOAD 20. reduce
SNOW R=O. E=0.9 T=1. S=N WEL=65. WER=20. WML=50. WMR=20.
WIND CODE AS10
SEISMIC CODE AS10
SEISMIC LOAD S1=26. SS=59.7 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= 29.417
WALL TRIBUTARY LEFT TR= 1. S=O. E=18.
WALL TRIBUTARY RIGHT TR= 29.417 S=O. E=18.
DESIGN ASD10
LATERAL BRACE LENGTH 30.00
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. 5=180. W=180. G=120.
DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
LT BOSS LEFT HT=17.331 LEN=O. DEPF=O. BF=O. TF=O. TW=O. EPW=6. EPD=10.625 \
EPT=0.25 BTD=0.5 BTN=4 75
BRACING SIDES LC=1 RA=1 RC=1 11/03/2015
BRACE ATTACHMENT FLANGE
FLANGE'BRACE ATTACHMENT LC=O RA=O RC=O
GII SPACING 7.5 2.8333
GI R�P BRACE Cl Cl
PURLIN SPACING LEFT 2@4.3642 2@5.
PURLIN SPACING RIGHT 2@4.3646 2@5.
PURLIN BRACE C C N C
LEFT COLUMN
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 0. 10. 6.
0. 20.5 0. 6.
LEFT RAFTER
CONNECTION 0=3E I=3E W=6. T=0.625 D=0
18. 0. 0. 5.
0. 18. 10. 5.
CONNECTION 0=3E I=3E W=6. T=0.375 D=0
RIGHT COLUMN
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 0. 10. 5.
0. 17.5 0. 5.
RIGHT
RAFTER
0.3125
0.185
CONNECTION 0=3E
I=3E W=6. T=0.5
0.25
18.
0.
0.
S.
0.
18.
10.
5.
WIND
LOAD
WL1
23.225-0.1500
WIND
LOAD
WL2
23.225
0.9500
WIND
LOAD
LWL1
23.225
-1.0000
WIND
LOAD
LWL2
23.225
-1.0000
WIND
LOAD
LWL3
23.225
0.1000
WIND
LOAD
LWL4
23.225
0.1000
WIND
LOAD
MWL1
16.000
0.5000
WIND
LOAD
MWL2
16.000
-0.5000
WIND
LOAD
WL3
23.225
-0.8400
WIND
LOAD
WL4
23.225
0.2600
WIND
LOAD
WL1D
9.950
-0.1500
WIND
LOAD
WL2D
9.950
0.9500
WIND
LOAD
LWL1D
9.950
-1.0000
WIND
LOAD
LWL2D
9.950
-1.0000
WIND
LOAD
LWL3D
9.950
0.1000
WIND
LOAD
LWL4D
9.950
0.1000
WIND
LOAD
WL3D
9.950
-0.8400
WIND
LOAD
WL4D
9.950
0.2600
LOAD
COMBINATIONS
D=0.75
0.25
0.156
0.3125
0.185
75
0.25
0.25
0.25
0.134
75
0.25
0.25
0.25
0.25
-1.2400 -0.9200
-0.1400 0.1800
-1.2400 -0.9200
-0.9200 -1.2400
-0.1400 0.1800
0.1800 -0.1400
0.2500 0.2500
-0.2500 -0.2500
-0.9200 -1.2400
0.1800 -0.1400
-1.2400 70.9200
-0.1400 0.1800
-1.2400 -0.9200
-0.9200 -1.2400
-0.1400 0.1800
0.1800 -0.1400
-0.9200 -1.2400
0.1800 -0.1400
1)1. DL 1. COLL 1. PLLL1 *DEFL
2)1. DL 1. COLL 1. PLLL1 *DEFL
3)1. DL 1. COLL 1. PLL1 *DEFL
4)1. DL 1. COLL 1. PLL1 *DEFL
5)1. DL, 1. LL 1. COLL *DEFL 60
6)1. DL 1. LL 1. COLL *DEFL 60
7)1.07368 DL 0.91 EQ *DEFL 50.
8)1.07368 DL 0.91 EQ *DEFL 50.
9)1.07368 DL -0.91 EQ *DEFL 50.
10)1.07368 DL -0.91 EQ *DEFL 50.
11)1.07368 DL 1.07368 COLL 0.91 EQ
12)1.07368 DL 1.07368 COLL 0.91 EQ
13)1.07368 DL 1.07368 COLL -0.91 EC
14)1.07368 DL 1.07368 COLL -0.91 EC
15)0.52632 DL 0.91 RBUPEQ *DEFL
16)0.52632 DL 0.91 RBUPEQ *DEFL
17)0.52632 DL 0.91 EQ *DEFL 50.
18)0.,52632 DL 0.91 EQ *DEFL 50.-
19)0.52632 DL -0.91 EQ *DEFL 50.
0.134
0.185
0.156
0.134
-0.8400
0.2600
-1.0000
-1.0000
0.1000
0.1000
-0.5000
0.5000
-0.1500
0.9500
-0.8400
0.2600
-1.0000
-1.0000
0.1000
0.1000
-0.1500
0.9500
60. 120. *PDELTA L
60. 120. *PDELTA R
60. 120. *PDELTA L
60. 120. *PDELTA R
120. *PDELTA L
120. *PDELTA R
120. *PDELTA L
120. *PDELTA R
120. *PDELTA L
120. *PDELTA R
*DEFL 50. 120.
*DEFL 50. 120.
*DEFL 50. 120.
*DEFL 50. 120.
60. 120. *PDELTA L
60. 120. *PDELTA R
120. *PDELTA L
120.. *PDELTA R
120. *PDELTA L
6. 0.25
6. 0.25
5. 0.25
5. 0.25
5. 0.25
5. 0.25
5.. 0.25
5. 0.25
5.000 Left
5.000 Left
5.000
20.000
5.000
20.000
0.000
0.000
20.000 Right
20.000 Right
5.000 Left
5.000 Left
5.000
20.000
5.000
20.000
20.000 Right
20.000 Right
*PDELTA L
*PDELTA R
*PDELTA L
*PDELTA R
76
11/03/2015
20)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
,21)0:79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L
0.79474 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R
)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L
24)0.79474
DL 2.5 EQ *TYPE R *APP C *PDELTA R
25)0.79474
DL -2.5 EQ *TYPE R *APP C *PDELTA L
.26)0.79474
DL -2.5 EQ *TYPE R *APP C *PDELTA R
' 27)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP C
*PDELTA L
28)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP C
*PDELTA R
29)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP C
*PDELTA L
30)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP C
*PDELTA R
31)0.79474
DL 2.5 EQ *TYPE R *APP B *PDELTA L
32)0.79474
DL 2.5 EQ *TYPE R *APP B *PDELTA R
33)0.79474
DL -2.5 EQ *TYPE R *APP B *PDELTA L
34)0.79474
DL -2.5 EQ *TYPE R *APP B *PDELTA R
35)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP B
*PDELTA L
36)1.30526
DL 1.30526 COLL 2.5 EQ *TYPE R *APP B
*PDELTA R
37)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP B
*PDELTA L
38)1.30526
DL 1.30526 COLL -2.5 EQ *TYPE R *APP B
*PDELTA R
39)0.79474
DL 3.5 EQ *TYPE R *APP K *PDELTA L
40)0.79474
DL 3.5 EQ *TYPE R *APP K *PDELTA R
41)0.79474
DL -3.5 EQ *TYPE R *APP K *PDELTA L
42)0.79474
DL -3.5 EQ *TYPE R *APP K *PDELTA R
43)1.30526
DL 1.30526 COLL 3.5 EQ *TYPE R *APP K
*PDELTA L
44)1.30526
DL 1.30526 COLL 3.5 EQ *TYPE R *APP K
*PDELTA'R
45)1.30526
DL 1.30526 COLL -3.5 EQ *TYPE R *APP K
*PDELTA L
46)1.30526
DL 1.30526 COLL -3.5 EQ *TYPE R *APP K
*PDELTA R
47)1. DL
0.6 WL1 *PDELTA L
48)1. DL
0.6 WL1 *PDELTA R
49)1. DL
0.6 WL2 *PDELTA L
50)1. DL
0.6 WL2 *PDELTA R
51)1. DL
0.6 WL3 *PDELTA L
52)1. DL
0.6 WL3 *PDELTA R
53)1. DL
0.6 WL4 *PDELTA L
54)1. DL
0.6 WL4 *PDELTA R
55)0.6 DL
0.6 WL1 *PDELTA L
56)0.6 DL
0.6 WL1 *PDELTA R
57)0.6 DL
0.6 WL2 *PDELTA L
58)0.6 DL
0.6 WL2 *PDELTA R
59)0.6 DL
0.6 LWL1 0.6 RBUPLW *PDELTA L
60)0.6 DL
0.6 LWL1 0.6 RBUPLW *PDELTA R
61)0.6 DL
0.6 LWL2 0.6 RBUPLW *PDELTA L
62)0.6 DL
0.6 LWL2 0.6 RBUPLW *PDELTA R
63)0.6 DL
0.6 LWL3 0.6 RBUPLW *PDELTA L
64)0.6 DL
0.6 LWL3 0.6 RBUPLW *PDELTA R
65)0.6 DL
0.6 LWL4 0.6 RBUPLW *PDELTA L
66)0.6 DL
0.6 LWL4 0.6 RBUPLW *PDELTA R
67)0.6 DL
0.6 WL3 *PDELTA L
68)0.6 DL
0.6 WL3 *PDELTA R
69)0.6 DL
0.6 WL4 *PDELTA L
70)0.6 DL
0.6 WL4 *PDELTA R
71)0.6 MWL1
*TYPE M
72)0.6 MWL2
*TYPE M
73)1. DL
1. COLL 0.6 WL1 *PDELTA L
74)1. DL
1. COLL 0.6 WL1 *PDELTA R
75)1. DL
1. COLL 0.6 WL2 *PDELTA L
76)1. DL
1. COLL 0.6 WL2 *PDELTA R
77)1. DL
1. COLL 0.6 WL3 *PDELTA L
78)1. DL
1. COLL 0.6 WL3 *PDELTA R
79)1. DL
1. COLL 0.6 WL4 *PDELTA L
80)1. DL
1. COLL 0.6 WL4 *PDELTA R
77
81) 1. DL
0.75 LL 1. COLL 0.45 WL1 *PDELTA L
11/03/2015
82)1. DL 0.75 LL 1. COLL 0.45 WL1
'83)1.'DL 0.75 LL 1. COLL 0.45 WL2
84)1. DL 0.75 LL 1. COLL 0.45 WL2
85)1. DL 0.75 LL 1. COLL 0.45 LWL
86)1. DL 0.75 LL 1. COLL 0.45 LWL
87)1. DL 0.75 LL 1. COLL 0.45 LWL
88)1. DL 0.75 LL 1. COLL 0.45 LWL
89)1. DL 0.75 LL 1. COLL 0.45 LWL
90)1. DL 0.75 LL 1. COLL 0.45 LWL
91)1. DL 0.75 LL 1. COLL 0.45 LWL
92)1. DL 0.75 LL 1. COLL 0.45 LWL
93)1. DL 0.75 LL 1. COLL 0.45 WL3
94)1. DL 0.75 LL 1. COLL 0.45 WL3
95)1. DL 0.75 LL 1. COLL 0.45 WL4
96)1. DL 0.75 LL 1. COLL 0.45 WL4
97)1. DL 1. COLL 0.6 LWL1 0.6 RBD
98)1. DL 1. COLL 0.6 LWL1 0.6 RBD
99)1. DL 1. COLL 0.6 LWL2 0.6 RBD
100)1. DL 1. COLL 0.6 LWL2 0.6 RBD
101)1. DL 1. COLL 0.6 LWL3 0.6 RBD
102)1. DL 1. COLL 0.6 LWL3 0.6 RBD
103)1. DL 1. COLL 0.6 LWL4 0.6 RBD
104)1. DL 1. COLL 0.6 LWL4 0.6 RBD
105)1. DL 0.75 LL 1. COLL 0.45 LWL
106)1. DL 0.75 LL 1. COLL 0.45 LWL
107)1. DL 0.75 LL 1. COLL 0.45 LWL
108)1. DL 0.75 LL 1. COLL 0.45 LWL
109)1. DL 0.75 LL 1. COLL 0.45 LWL
110)1. DL 0.75 LL 1. COLL 0.45 LWL
111)1. DL 0.75 LL 1. COLL 0.45 LWL
112)1. DL 0.75 LL 1. COLL 0.45 LWL
113)1.07368 DL 1.07368 COLL 0.91 RB
114)1.07368 DL 1.07368 COLL 0.91 RB
115)1.30526 DL 1.30526 COLL 2. RBDW
116)1.30526 DL 1.30526 COLL 2. RBDW
117)1. LL *DEFL 60. 180. *TYPE D
118)0.6 WL1D *DEFL 60. 180. *TYP
119)0.6 WL2D *DEFL 60. 180. *TYP
120)0.6 LWL1D *DEFL 60. 180. *TY
121)0.6 LWL2D *DEFL 60. 180. *TY
122)0.6 LWL3D *DEFL 60. 180. *TY
123)0.6 LWL4D *DEFL 60. 180. *TY
124)0.6 WL3D *DEFL 60. 180. *TYP
125)0.6 WL4D *DEFL 60. 180. *TYP
126)1.30526 DL 1. EQ *DEFL 40.
127)1.30526 DL -1. EQ *DEFL 40.
128)0.79474 DL 1. EQ *DEFL 40.
129)0.79474 DL -1. EQ *DEFL 40.
130)1.30526 DL 1.30526 COLL 1. EQ
131)1.30526 DL 1.30526 COLL -1. EQ
132)1.30526 DL -1. LEQ1 1. RBUPEQ
133)1.30526 DL 1. LEQ1 1. RBDWEQ
134)1.30526 DL 1. LEQ1 1. RBUPEQ 0
3.0
135)1.30526 DL 0.3 LEQ1 1. RBDWEQ
3.0
LOADS
RC EQDW GLOB M C 18.00000
*PDELTA R
*PDELTA L
*PDELTA R
1 0.45 RBUPLW *PDELTA L
1 0.45 RBUPLW *PDELTA R
2 0.45 RBUPLW *PDELTA L
2 0.45 RBUPLW *PDELTA R
3 0.45 RBUPLW *PDELTA L
3 0.45 RBUPLW *PDELTA R
4 0.45 RBUPLW *PDELTA L
4 0.45 RBUPLW *PDELTA R
*PDELTA L
*PDELTA R
*PDELTA L
*PDELTA R
WLW *PDELTA L
WLW *PDELTA R
WLW *PDELTA L
WLW *PDELTA R
WLW *PDELTA L
WLW *PDELTA R
WLW *PDELTA L
WLW *PDELTA R
1 0.45 RBDWLW *PDELTA L
1 0.45 RBDWLW *PDELTA R
2 0.45 RBDWLW *PDELTA L
2 0.45 RBDWLW *PDELTA R
3 0.45 RBDWLW *PDELTA L
3 0.45 RBDWLW *PDELTA R
4 0.45 RBDWLW *PDELTA L
4 0.45 RBDWLW *PDELTA R
DWEQ *PDELTA L
DWEQ *PDELTA R
EQ *TYPE R *APP C *PDELTA L
EQ *TYPE R *APP C *PDELTA R
E D
E D
PE D
PE D
PE D
PE D
E D
E D
0. *TYPE D *EQCD 3.0
0. *TYPE D *EQCD 3.0
0. *TYPE D *EQCD 3.0
0. *TYPE D *EQCD 3.0
*DEFL 40. 0. *TYPE D *EQCD 3.0
*DEFL 40. 0. *TYPE D *EQCD 3.0
*DEFL 40. 0. *TYPE D *EQCD 3.0
*DEFL 40. 0. *TYPE D *EQCD 3.0
3 EQ *DEFL 40. 0. *TYPE D *EQCD \
1. EQ *DEFL 40. 0. *TYPE D *EQCD \
0 0.790000 0.000000 \
# PANEL/GIRT SELF -WEIGHT FOR E
LC EQDW GLOB M C 18.000000 0.790000 0.000000 \
# PANEL/GIRT SELF -WEIGHT FOR E
LC RBUPLW GLOB Y C 0.010000 4.438000 0.250000 \
78
11/03/2015
79
11/03/2015
# WIND BRACE FORCE
ILC
'RBUPLW GLOB L
C
0.010000
7.397000
0.000000
\
-'.#
WIND BRACE FORCE
LC
RBDWLW GLOB Y
C
18.000000
-4.438000
0.250000
\
# WIND BRACE FORCE
RC
RBDWLW GLOB Y
C
18.000000
-1.901000
-0.250000
\
# WIND BRACE FORCE
RC
RBUPLW GLOB Y
C
0.010000
1.901000
-0.250000
\
# WIND BRACE FORCE
RC
RBUPLW GLOB L
C
0.010000
3.169000
0.000000
\
# WIND BRACE FORCE
LC
RBUPEQ GLOB Y
C
0.010000
3.459000
0.250000
\
# SEISMIC BRACE FORCE
LC
RBUPEQ GLOB L
C
0.010000
5.765000
0.000000
\
# SEISMIC BRACE FORCE
LC
RBDWEQ GLOB Y
C
18.000000
-3.459000
0.250000
\
# SEISMIC BRACE FORCE
RC
RBDWEQ GLOB Y
C
18.000000
-1.558000
-0.250000
\
# SEISMIC BRACE -FORCE
RC
RBUPEQ GLOB Y
C
0.010000
1.558000
-0.250000
\
# SEISMIC BRACE FORCE
RC"
RBUPEQ GLOB L
C
0.010000
2.596000
0.000000
\.
# SEISMIC BRACE FORCE
LC
DL GLOB Y
C
16.871700
-1.681700
0.000000
\
# LC LEANTO VERT.
DL
LC
DL GLOB X
C
16.871700
-0.826900
0.000000
\
# LC LEANTO HORZ.
DL
LC
COLL GLOB Y
C
16.871700
-1.835500
0.000000
\
# LC LEANTO VERT.
COLL
LC
COLL GLOB X
C
16.871700
0.086000
0.000000
\
# LC LEANTO HORZ.
COLL
LC
PLLL1 GLOB Y
C
16.871700
-6.292900
0.000000
\
# LC LEANTO VERT.
PLLL1
LC
PLLL1 GLOB X
C
16.871700
0.298300
0.000000
\
# LC LEANTO HORZ.
PLLL1
LC
LL GLOB Y
C
16.871700
-6.566600
0.000000
\
# LC LEANTO VERT.
LL
LC
LL GLOB X
C
16.871700
-2.984400
0.000000
\
# LC LEANTO HORZ.
LL
LC
EQ GLOB Y
C
16.871700
0.080300
0.000000
\
# LC LEANTO VERT.
EQ
LC
EQ GLOB X
C
16.871700
0.962800
0.000000
\
# LC LEANTO HORZ.
EQ
LC
WL1 GLOB Y
C
16.871700
11.143500
0.000000
\
# LC LEANTO VERT.
WL1
LC
WL1 GLOB X
C
16.871700
5.174700
0.000000
\
# LC LEANTO HORZ.
WL1
LC
WL2 GLOB Y
C
16.871700
6.960100
0.000000
\
# LC LEANTO VERT.
WL2
LC
WL2 GLOB X
C
16.871700
8.163500
0.000000
\
# LC LEANTO HORZ.
WL2
LC
LWL1 GLOB Y
C
16.871700
10.503400
0.000000
\
# LC LEANTO VERT.'LWL1
LC
LWL1 GLOB X
C
16.871700
-2.502000
0.000000
\
# LC LEANTO.HORZ.
LWL1
LC
LWL2 GLOB Y
C
16.871700
6.504800
0.000000
\
# LC LEANTO VERT.
LWL2
LC
LWL2 GLOB X
C
16.871700
-3.204500
-0.000000
\
# LC LEANTO HORZ.
LWL2
LC
LWL3 GLOB Y
C
16.871700
6.173200
0.000000
\
# LC LEANTO VERT.
LWL3
-
LC
LWL3 GLOB X
C
16.871700
-1.274000
0.000000
\
79
11/03/2015
80
11/03/2015
# LC LEANTO HORZ.
LWL3
'LC
LWL4 GLOB Y
C
16.871700
2.174500
0.000000
\
# LC LEANTO VERT.
LWL4
LC
LWL4 GLOB X
C
16.871700
-1.977400
0.000000
\
# LC LEANTO HORZ.
LWL4
LC
WL3 GLOB Y
C
16.871700
6.579600
0.000000
\
# LC LEANTO VERT.
WL3
LC
WL3 GLOB X
C
16.871700
-2.307400
0.000000
\
# LC LEANTO HORZ.
WL3
LC
WL4 GLOB Y
C
16.871700
2.396200
0.000000
\
# LC LEANTO VERT.
WL4
LC
WL4 GLOB X
C
16.871700
0.681400
0.000000
\
# LC LEANTO HORZ.
WL4
LC
MWL1 GLOB Y
C
16.871700
0.720000
0.000000
\
# LC LEANTO VERT.
MWL1
LC
MWL1 GLOB X
C
16.871700
8.949900
0.000000
\
# LC LEANTO HORZ.
MWL1
LC
MWL2 GLOB Y
C
16.871700
-0.044900
0.000000
\
# LC LEANTO VERT.
MWL2
LC
MWL2 GLOB X
C
16.871700
-0.853100
0.000000
\
# LC LEANTO HORZ.
MWL2
LC
WL1D GLOB Y
C
16.871700
4.774200
0.000000
\
# LC LEANTO VERT.
WL1D
LC
WL1D GLOB X
C
16.871700
2.217100
0.000000
\
# LC LEANTO HORZ.
WL1D
LC
WL2D GLOB Y
C
16.871700
2.981900
0.000000
\
# LC LEANTO VERT.
WL2D
LC
WL2D GLOB X
C
16.871700
3.497600
0.000000
\
# LC LEANTO'HORZ.
WL2D'
LC
LWL1D GLOB Y
C
16.871700
4.500000
0.000000
\
# LC LEANTO VERT.
LWL1D
LC
LWL1D GLOB X
C
16.871700
-1.072100
0.000000
\
# LC LEANTO HORZ.
LWL1D
LC
LWL2D GLOB Y
C
16.871700
2.786900
0.000000
\
# LC LEANTO VERT.
LWL2D
LC
LWL2D GLOB X
C
16.871700
-1.372600
0.000000
\
# LC LEANTO HORZ.
LWL2D
LC
LWL3D GLOB Y'
C
16.871700
2.644800
0.000000
\
# LC LEANTO VERT.
LWL3D
LC
LWL3D GLOB X
C
16.871700
-0.546000
0.000000
\
# LC LEANTO HORZ.
LWL3D
LC
LWL4D GLOB Y
C
16.871700
0.931600
0.000000
\
# LC LEANTO VERT.
LWL4D
LC
LWL4D GLOB X
C
16.871700
-0.847400
0.000000
\
# LC LEANTO HORZ.
LWL4D
LC
WL3D GLOB Y
C
16.871700
2.818900
0.000000
\
# LC LEANTO VERT.
WL3D
LC
WL3D GLOB X
C
16.871700
-0.988300
0.000000
\
# LC LEANTO HORZ.
WL3D
LC
WL4D GLOB Y
C
16.871700
1.026600
0.000000
\
# LC LEANTO VERT.
WL4D
LC
WL4D GLOB X
C
16.871700
0.292200
0.000000
\
# LC LEANTO HORZ.
WL4D
LC
DL GLOB Y
L
16.871700
-4.002800
0.000000
\
# LC LEANTO (SOA)
DL
LC
COLL GLOB Y
L
16.871700
-2.000100
0.000000
\
# LC LEANTO (SOA)
COLL
LC
PLLL1 GLOB Y
L
16.871700
-6.563600
0.000000
\
# LC LEANTO (SOA)
PLLL1
LC
LL GLOB Y
L
16.871700
-13.754100
0.000000
\
# LC LEANTO (SOA)
LL
LC
EQ . GLOB Y
L
16.871700
-0.080300
0.000000
\
80
11/03/2015
81
11/03/2015
#
LC LEANTO (SOA)
EQ
'LC
'WL1 GLOB Y
L
16.871700
27.461201
0.000000 \
#
LC LEANTO (SOA)
WL1
LC
WL2 GLOB Y
L
16.871700
22.481701
0.000000 \
#
LC LEANTO (SOA)
WL2
LC
LWL1 GLOB Y
L
16.871700
20.479300
0.000000 \
#
LC LEANTO (SOA)
LWL1
LC
LWL2 GLOB Y
L
16.871700
12.234100
0.000000 \
#
LC LEANTO (SOA)
LWL2
LC
LWL3 GLOB Y
L
16.871700
11.034500
0.000000 \
#
LC LEANTO (SOA)
LWL3
LC
LWL4 GLOB Y
L
16.871700
2.789400
0.000000 \
#
LC LEANTO (SOA)
LWL4
LC
WL3 GLOB Y
L
16.871700
12.159300
0.000000 \
#
LC LEANTO (SOA)
WL3
LC
WL4 GLOB Y
L
16.871700
7.179800
0.000000 \
#
LC LEANTO (SOA)
WL4
LC
MWL1 GLOB Y
L
16.871700
15.741000
0.000000 \
#
LC LEANTO (SOA)
MWL1
LC
MWL2 GLOB Y
L
16.871700
4.784900
0.000000 \
#
LC LEANTO (SOA)
MWL2
LC
WL1D GLOB Y
L
16.871700
11.765800
0.000000 \
#
LC LEANTO (SOA)
WL1D
LC
WL2D GLOB Y
L .
16.871700
9.632400
0.000000 \
#
LC LEANTO (SOA)
WL2D
LC
LWL1D GLOB Y
L
16.871700
8.774100
0.000000 \
#
LC LEANTO (SOA)
LWL1D
LC
LWL2D GLOB Y
L
16.871700
5.241700
0.000000 \
#
LC LEANTO (SOA)
LWL2D
LC
LWL3D GLOB Y
L
16".871700
4.727600
0.000000 \
#
LC LEANTO (SOA)
LWL3D
LC
LWL4D GLOB Y
L
16.871700
1.195300
0.000000 \
#
LC LEANTO (SOA)
LWL4D
LC
WL3D GLOB Y
L
16.871700
5.209600
0.000000 \
#
LC LEANTO (SOA)
WL3D
LC
WL4D GLOB Y
L
16.871700
3.076200
0.000000 \
#
LC LEANTO (SOA)
WL4D
LC
LEQ1 GLOB X
C
18.000000
1.260000
0.000000
# SEISMIC ROTATINAL FORCE
LC
LWL1 GLOB X
C
18.000000
-1.100000
0.000000
# WIND ROTATINAL
FORCE
LC
LWL2 GLOB X
C
18.000000
-1.100000
0.000000
# WIND ROTATINAL
FORCE
LC
LWL3 GLOB X
C
18.000000
-1.100000
0.000000
# WIND ROTATINAL
FORCE
LC
LWL4 GLOB X
C
18.000000
-1.10.0000
0.000000
# WIND ROTATINAL
FORCE
END
81
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai' Page: F4- 2
RL-Frame Design Program - Version V5.08 Job : 14501A
Building Grid label legend File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
Building Grid Label Legend
Building A
Frame Number 4
No. of Frames 1
Left Column Column @ * - C
Right Column Column @ * - A
*Frames located @ 2
Star Building Systems, OKC, OK
R2Frame' Design Program - Version V5.08
Code Summary Report
cs 40./18./29.417 20./110./0.
User: yxyanothai Page: F4- 3
Job : 14501A
File: frame_2_3.fra Date: 11/ 2/15
Start Time: 15:59:25
Building :A
Frame Number :4 Location: frame lines 2 3
No. of Frames: 1
2013 CALIFORNIA BUILDING CODE
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) ..................................... 18.000
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)................................... 1.000
Column Slope Left & Right(lat:12)............................. a.... 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) ....................... 0.000
Tributary Width left side (feet) .................................... 1.000
..................................from Height 0.00 to Height 18.00
Tributary Width right side (feet) .................................... 29.417
..................................from Height 0.00 to Height 18.00
Tributary Width roof (feet) .......................... 29.417
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)..................................... 2.645
Frame Rafter Dead Weight (psf)...................................... 0.636
Total Roof Dead Weight (psf)........................................ 3.281
Collateral Load to Frame Rafter (psf) ............................... 3.500
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 Entered [Ce] .................................. 0.900
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)
-------------------------- 83
11/03/2015
No Unbalanced Roof Snow Loadings.
PATTERN LIVE LOADING(s)
-----------------------
1)' Alternate spans loaded with 100°% of +the roof load & all the remaining
spans loaded with 0°% (min. of 2 spans).
100°% 0% 100% 0% 100%
84
11/03/2015
i
84
11/03/2015
Star Building Systems, OKC, OK
User: yxyanothai Page:
F4- 4
R=Frame Design Program - Version V5.08
Job :
14501A
Wind Summary Report
File: frame_2_3.fra Date:
11/ 2/15
cs 40./18./29.417 20./110./0.
--------------------------------------------------------------------------------
Start Time:
15:59:25
2013 CALIFORNIA BUILDING CODE
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
Eave height Left & Right (feet) .....................................
18.000
Wind Elevation -on left column (feet) ................................
18.000
Wind Elevation on right column (feet).......
......................
18.000
Total frame width (feet) ..............................................
40.000
Total building length (feet) ........................................
90.000,
Number of'primary wind loadings ............
....... ..............
18
85
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 5
RLFrame Design Program - Version V5.08 Job : 14501A
Continue Wind Summary Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
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)
-0.150
-1.240( 12.5%)
-0.920( 87.5%)
-0.840
--------------------------------------------------------------------------------
Wind Load WL2
Wind from left direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.950
-0.140( 12.5%)
0.180( 87.5%)
0.260
--------------------------------------------------------------------------------
Wind Load LWL1
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-1.000
-1.240( 12.5%)
-0.920( 87.5%)
-1.000
--------------------------------------------------------------------------------
Wind Load LWL2
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
I (Cp)
-1.000
-0.920( 50.0%)
-1.240( 50.0%)
-1.000
--------------------------------------------------------------------------------
Wind Load LWL3
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.100
-0.140( 12.5%)
0.180( 87.5%)
0.100
--------------------------------------------------------------------------------
Wind Load LWL4
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.100
0.180( 50.0%)
-0.140( 50.0%)
0.100
--------------------------------------------------------------------------------
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
------------------------------------------------
Load WL3
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall,
Primary Coeff.
(Cp)
-0.840
-0.920( 50.0%)
-1.240( 50.0%)
-0.150
--------------------------------------------------------------------------------
Wind Load WL4
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.260
0.180( 50.0%)
-0.140( 50.0%)
0.950
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 86
applied fully to their respective rafter. 11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 6
R=Frama Design Program - Version V5.08 Job : 14501A
Load Combinations Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
Load Combination
1)
DL +COLL
+PLLL1 (SOA -L)
N
A
P
2)
DL +COLL
+PLLL1 (SOA -R)
N
A
P
3)
DL +COLL
+PLL1 (SOA -L)
N
A
P
4)
DL +COLL
+PLL1 (SOA -R)
N
A
P
5)
DL +LL +COLL (SOA -L)
N
A
P
6)
DL +LL +COLL' (SOA -R)
N
A
P
7)
1.0737DL
+0.91EQ (SOA -L)
N
A
P
8)
1.0737DL
+0.91EQ (SOA -R)
N
A
P
9)
1.0737DL
-0.91EQ (SOA -L)
N
A
P
10)
1.0737DL
-0.91EQ (SOA -R)
N
A
P
11)
1.0737DL
+1.0737COLL +0.91EQ
(SOA -L)
N
A
P
12)
1.0737DL
+1.0737COLL +0.91EQ
(SOA -R)
N
A
P
13)
1.0737DL
+1.0737COLL-0.91EQ
(SOA -L)
N
A
P
14)
1.0737DL
+1.0737COLL-0.91EQ
(SOA -R)
N
A
P
15)
0.5263DL
+0.91RBUPEQ (SOA -L)
N
A
P
16)
0.5263DL
+0.91RBUPEQ (SOA -R)
N
A
P
17)
0.5263DL
+0.91EQ (SOA -L)
N
A
P
18)
0.5263DL
+0.91EQ (SOA -R)
N
A
P
19)
0.5263DL
-0.91EQ (SOA -L)
N
A
P
20)
0.5263DL
-0.91EQ (SOA -R)
N
A
P
21)
0.7947DL
+2.RBUPEQ (SOA -L)
N
C
R
P
22)
0.7947DL
+2.RBUPEQ .(SOA -R)
N
C
R
P
23)
0.7947DL
+2.5EQ (SOA -L)
N
C
R
P
24)
0.7947DL
+2.5EQ (SOA -R)
N
C
R
P
25)
0.7947DL
-2.5EQ (SOA -L)
N
C
R
P
26)
0.7947DL
-2.5EQ (SOA -R)
N
C
R
P
27)
1.3053DL
+1.3053COLL +2.5EQ
(SOA -L)
N
C
R
P
28)
1.3053DL
+1.3053COLL +2.5EQ
(SOA -R)
N
C
R
P
29)
1.3053DL
'+1.3053COLL -2.5EQ
(SOA -L)
N
C
R
P
30)
1.3053DL
+1.3053COLL -2.5EQ
(SOA -R)
N
C
R
P
31)
0.7947DL
+2.5EQ (SOA -L)
N
B
R
P
32)
0.7947DL.+2.5EQ
(SOA -R)
N
B
R
P
33)
0.7947DL
-2.5EQ (SOA -L)
N
B
R
P
34)
0.7947DL
-2.5EQ' (SOA -R)
N
B
R
P
35)
1.3053DL
+1.3053COLL +2.5EQ
(SOA -L)
N
B
R
P
36)
1.3053DL
+1.3053COLL +2.5EQ
(SOA -R)
N
B
R
P
37)
1.3053DL
+1.3053COLL -2.5EQ
(SOA -L)
N
B
R
P
38)
1.3053DL
+1.3053COLL -2.5EQ
(SOA -R)
N
B
R
P
39)
0.794.7DL
+3.5EQ (SOA -L)
N
K
R
P
40)
0.7947DL
+3.5EQ (SOA -R)
N
K
R
P
41)
0.7947DL
-3.5EQ (SOA -L)
N
K
R
P
42)
0.7947DL
-3.5EQ (SOA -R)
N
K
R
P
43)
1.3053DL
+1.3053COLL +3.5EQ
(SOA -L)
N
K
R
P
44)
1.3053DL
+1.3053COLL +3.5EQ
(SOA -R)
N
K
R
P
45)
1.3053DL
+1.3053COLL -3.5EQ
(SOA -L)
N
K
R
P
46)
1.3053DL
+1.3053COLL -3.5EQ
(SOA -R)
N
K
R
P
47)
DL +0.6WL1 (SOA -L)
N
A
P
48)
DL +0.6WL1 (SOA -R)
N
A
P
49)
DL +0.6WL2 (SOA -L)
N
A
P
50)
DL +0.6WL2 (SOA -R)
N
A
P
87
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 7
R' -Frame Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
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 +0.6W41 (SOA -R)
57) 0.6DL +0.6WL2 (SOA -L)
58) 0.6DL +0.6WL2 (SOA -R)
59) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -.L)
60) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA -R)
61) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -L)
62) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA -R)
63) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -L)
64) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA -R)
65) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA -L)
66) 0.6DL +0.6LWL4 +0.6RBUPLW (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 +0.6WL3 (SOA -L)
78) DL +COLL +0.6WL3 (SOA -R)
79) DL +COLL +0.6WL4 (SOA -L)
80) DL +COLL +0.6WL4 (SOA -R)
81) DL +0.75LL +COLL +0.45WL1 (SOA -L)
82) DL +0.75LL +COLL +0.45WL1 (SOA -R)
83) DL +0.75LL +COLL +0.45WL2 (SOA -L)
84) DL +0.75LL +COLL +0.45WL2 (SOA -R)
85) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW
86) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW
87) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW
88) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW
89) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW
90) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW
91) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW
92) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW
93) DL +0.75LL +COLL +0.45WL3 (SOA -L)
94) DL +0.75LL +COLL +0.45WL3 (SOA -R)
95) DL +0.75LL +COLL +0.45WL4 (SOA -L)
96) DL +0.75LL +COLL +0.45WL4 (SOA -R)
97) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -L)
98) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA -R)
99) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA -L)
100) DL +COLL +0.6LWL2 +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 A P
N A P
N A P
N A P
N M
N M
N A P
N A P
N A P
NA 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
88
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai • Page: F4- 8
R=Frame'Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_2_3.fra Date: 11/ 2/15
cs .40./18./29.417 20./110./0. Start Time: 15:59:25
----------- --------------------------------------------------------------------
Load Combination
101) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -L)
102) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA -R)
103) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -L)
104). DL +COLL +0.6LWL4 +0.6RBDWLW (SOA -R)
105) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -L)
.106) DL +0.75LL +COLL +0.45LWL1 +0.45RBDWLW (SOA -R)
i 107) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -L)
108) DL +0.75LL +COLL +0.45LWL2 +0.45RBDWLW (SOA -R)
109) DL +0:75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -L)
110) DL +0.75LL +COLL +0.45LWL3 +0.45RBDWLW (SOA -R)•
111) DL +0.75LL'+LOLL +0.45LWL4 +0.45RBDWLW (SOA -L)
112) DL +0.75LL +COLL +0.45LWL4 +0.45RBDWLW (SOA -R)
113) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -L)
114) 1.0737DL +1.0737COLL +0.91RBDWEQ (SOA -R)
115) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -L)
116) 1.3053DL +1.3053COLL +2.RBDWEQ (SOA -R)
117 ) LL
118) 0.6WL1D
119) 0.6WL2D
120) 0.6LWL1D
121) 0.6LWL2D
122) 0.6LWL3D
123) 0.6LWL4D
124) 0.6WL3D
125) 0.6WL4D '
126) 1.3053DL +EQ
127),1.3053DL -EQ
128) 0.7947DL +EQ
129) 0.7947DL -EQ
130) 1.3053DL +1.3053COLL +EQ
•131) 1.3053DL +1.3053COLL -EQ
132) 1.3053DL -LEQ1 +RBUPEQ
133) 1.3053DL +LEQ1 +RBDWEQ
134) 1.3053DL +LEQ1 +RBUPEQ +0.3EQ
135) 1.3053DL +0.3LEQ1 +RBDWEQ +EQ
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
D
D
D
D
D
D
D
D
D
D E
D E
D E
D E
D E
D E
D E,
D E
D E
D E
89
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 9
R'Frame Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29:417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
Where
DL =
Roof Dead Load
COLL =
Roof Collateral Load
PLLL1 =
Pattern Live Load Left Leanto/Canopy [PLLLxx]
PLL1 =
Pattern Live Load [PLLxx]
LL =
Roof Live 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 a
RBDWEQ=
Downward Acting Rod Brace
Load from Long. Seismic
WL1D =
Lateral Primary Wind
Load
at Service Level
WL2D =
Lateral Primary Wind
Load
at Service Level
LWL1D =
Longitudinal Primary
Wind
Load at Service Level
LWL2D =
Longitudinal Primary
Wind
Load at Service Level
LWL3D =
Longitudinal Primary
Wind
Load at Service Level
LWL4D =
Longitudinal Primary
Wind
Load at Service Level
WL3D =
Lateral Primary Wind
Load'at
Service Level
WL4D =
Lateral Primary Wind
Load
at Service Level
LEQ1 =
Longitudinal Seismic
Load
[located in perp. plane]
Combination Descriptions :
7 -------------------------
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
90
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 10
R=Frame Design Program - Version V5.08 Job : 14501A
User Load Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
* USER INPUT LOADS
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
18.000
0.7900
0.0000
0.000
2
LC
EQDW
GLOB
M
C
18.000
0.7900
0.0000
0.000
3
LC
RBUPLW
GLOB
Y
C
0.010
4.4380
0.0000
0.250
4
LC
RBUPLW
GLOB
L
C
0.010
7.3970
0.0000
0.000
5
LC
RBDWLW
GLOB
'Y
C
18.000
-4.4380
0.0000
0.250
6
RC
RBDWLW
GLOB
Y
C
18.000
-1.9010
0.0000
-0.250
7
RC
RBUPLW
GLOB
Y
C
0.010,
1.9010
0.0000
-0.250
8
RC
RBUPLW
GLOB
L
C
0.010
3.1690
0.0000
0.000
9
LC
RBUPEQ
GLOB
Y
C
0.010
3.4590
0.0000
0.250
10
LC
RBUPEQ
GLOB
L
C
0.010
5.7650
0.0000
0.000
11
LC
RBDWEQ
GLOB
Y
C
18.000
-3.4590
0.0000
0.250
12
RC
RBDWEQ
GLOB
Y
C
18.000
-1.5580
0.0000
-0.250
13
RC
RBUPEQ
GLOB
Y
C
0.010
1.5580
0.0000
-0.250
14
RC
RBUPEQ
GLOB
L
C
0.010
2.5960,
0.0000
0.000
15
LC
DL
GLOB
Y
C
16.872
-1.6817
0.0000
0.000
-16
LC
DL
GLOB
X
C
16.872
-0.8269
0.0000
0.000
17
LC
COLL
GLOB
Y
C
16.872
-1.8355
0.0000
0.000
18
LC
COLL
GLOB
X
C
16.872
0.0860
0.0000
0.000
19
LC
PLLL1
GLOB
Y
C
16.872
-6.2929
0.0000
0.000
20
LC
PLLL1
GLOB
X
C
16.872
0.2983
0.0000
0.000
21
LC
LL
GLOB
Y
C
16.872
-6.5666
0.0000
0.000
22
LC
LL
GLOB
X
C
16.872
-2.9844
0.0000
0.000
23
LC
EQ
GLOB
Y
C
16.872
0.0803
0.0000
0.000
24
LC
EQ
GLOB
X
C
16.872
0.9628
0.0000
0.000
25
LC
WL1
GLOB
Y
C
16.872
11.1435
0.0000
0.000
26
LC
WL1
GLOB
X
C
16.872
5.1747
0.0000
0.000
27
LC
WL2
GLOB
Y
C
16.872
6.9601
0.0000
0.000
28
LC
WL2
GLOB
X
C
16.872
8.1635
0.0000
0.000
29
LC
LWL1
GLOB
Y
C
16.872
10.5034
0.0000
0.000
30
LC
LWL1
GLOB
X
C
16.872
-2.5020
0.0000
0.000
31
LC
LWL2
GLOB
Y
C
16.872
6.5048
0.0000
0.000
32
LC
LWL2
GLOB
X
C
16.872
-3.2045
0.0000
0.000
33
LC
LWL3
GLOB
Y
C
16.872
6.1732
0.0000
0.000
"34
LC
LWL3
GLOB
X
C
16.872
-1.2740
0.0000
0.000
35.
LC
LWL4
GLOB
Y
C
16.872
2.1745
0.0000
0.000
•36
LC
LWL4
GLOB
X
C
16.872
-1.9774
0.0000
0.000
37
LC
WL3
GLOB
Y
C
16.872
6.5796
0.0000
0.000
38
LC
WL3
GLOB
X
C
16.872
-2.3074
0.0000
0.000
39
LC
WL4
GLOB
Y
C
16.872
2.3962
0.0000
0.000
40
LC
WL4
GLOB
X
C
16.872
0.6814
0.0000
0.000
41
LC
MWL1
GLOB
Y
C
16.872
0.7200
0.0000
0.000
42
LC
MWL1
GLOB
X
C
16.872
8.9499
0.0000
0.000
43
LC
MWL2
GLOB
Y
C
16.872
-0.0449
0.0000
0.000
44
LC
MWL2
GLOB
X
C
16.872
-0.8531
0.0000
0.000
45
LC
WL1D
GLOB
Y
C
16.872
4.7742
0.0000
0.000
46
LC
WL1D
GLOB
X
C
16.872
2.2171
0.0000
0.000
47
LC
WL2D
GLOB
Y
C
16.872
2.9819
0.0000
0.000
48
LC
WL2D
GLOB
X
C
16.872
3.4976
0.0000
0.000
49
LC
LWL1D
GLOB
Y
C
16.872
4.5000
0.0000
0.000
50
LC
LWL1D
GLOB
X
C
16.872
-1.0721
0.0000
0.000
51
LC
LWL2D
GLOB
Y
C
16.872
2.7869
0.0000
0.000
52
LC
LWL2D
GLOB
X
C
16.872
-1.3726
0.0000
0.000
91
11/03/2015
53
LC
LWL3D
GLOB
Y
C
16.872
2.6448
0.0000
0.000
54
LC
LWL3D
GLOB
X
C
16.872
-0.5460
0.0000
0.000
55
,LC
LWL4D
GLOB
Y
C
16.872
0.9316
0.0000
0.000
56
LC
LWL4D
GLOB
X
C
16.872
-0.8474
0.0000
0.000
57
LC
WL3D
GLOB
Y
C
16.872
2.8189
0.0000
0.000
58
LC
WL3D
GLOB
X
C
16.872
-0.9883
0.0000
0.000
59
LC
WL4D
GLOB
Y
C
16.872
1.0266
0.0000
0.000
60
LC
WL4D
GLOB
X
C
16.872
0.2922
0.0000
0.000
61
LC
DL
GLOB
Y
L
16.872
-4.0028
0.0000
0.000
62
LC
COLL
GLOB
Y
L
16.872
-2.0001
0.0000
0.000
63
LC
PLLL1
GLOB
Y
L
16.872
-6.5636
0.0000
0.000
64
LC
LL
GLOB
Y
L
16.872
-13.7541
0.0000
0.000
65
LC
EQ
GLOB
Y
L
16.872
-0.0803
0.0000
0.000
66
LC
WL1
GLOB
Y
L
16.872
27.4612
0.0000
0.000
67
LC
WL2
GLOB
Y
L
16.872
22.4817
0.0000
0.000
68
LC
LWL1
GLOB
Y
L
16.872
20.4793
0.0000
0.000
69
LC
LWL2
GLOB
Y
L
16.872
12.2341
0.0,000
0.000
70
LC
LWL3
GLOB
Y
L
16.872
11.0345
0.0000
0.000
71
LC
LWL4
GLOB
Y
L
16.872
2.7894
0.0000
0.000
72
LC
WL3
GLOB
Y
L
16.872
12.1593
0.0000
0.000
73
LC
WL4
GLOB
Y
L
16.872
7.1798
0.0000
0.000
74
LC
MWL1
GLOB
Y
L
16.872.
15.7410
0.0000
0.000
75
LC
MWL2
GLOB
Y
L
16.872
4.7849
0.0000
0.000
76
LC
WL1D
GLOB
Y
L
16.872
11.7658
0.0000
0.000
77
LC
WL2D
GLOB
Y
L
16.872
9.6324
0.0000
0.000
78
LC
LWL1D
GLOB
Y
L
16.872
8.7741
0.0000
0.•000
79
LC
LWL2D
GLOB
Y
L
16.872
5.2417
0.0000
0.000
80
LC
LWL3D
GLOB
Y
L
16.872
4.7276
0.0000
0.000
81
LC
LWL4D
GLOB
Y
L
16.872
1.1953
0.0000
0.000
82
LC
WL3D
GLOB
Y
L
16.872
5.2096
0.0000
0.000
83
LC
WL4D
GLOB
Y
L
16.872
3.0762
0.0000
0.000
84
LC
LEQ1
GLOB
X
C
18.000
1.2600
0.0000
0.000
85
LC
LWL1
GLOB
X
C
18.000
-1.1000
0.0000
0.000
86
LC
LWL2
GLOB
X
C
18.000
-1.1000
0.0000
0.000
87
LC
LWL3
GLOB
X
C
18.000
-1.1000
0.0000
0.000
88
LC
LWL4
GLOB
X
C
18.000
-1.1000
0.0000
0.000
92
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 11
R'Fram2 Design Program - Version V5.08 Job : 14501A
Load Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
----------------------------------------------- --------------------------------
* LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
18.000
0.7900
N/A
0.000
2
LC
EQDW
GLOB
M
C
18.000
0.7900
N/A
0.000
3
LC
RBUPLW
GLOB
Y
C
0.010
4.4380
N/A
0.250
4
LC
RBUPLW
GLOB
L
C
0.010
7.3970
N/A
0.000
5
LC
RBDWLW
GLOB
Y
C
18.000
-4.4380
N/A
0.250
6
RC
RBDWLW
GLOB
Y
C
18.000
-1.9010
N/A
-0.250
7
RC
RBUPLW
GLOB
Y
C
0.010
1.9010
N/A
-0.250
8
RC
RBUPLW
GLOB
L
C
0.010
3.1690
N/A
0.000
9
LC
RBUPEQ
GLOB
Y
C
0.010
3.4590
N/A
0.250
10
LC
RBUPEQ
GLOB
L
C
0.010
5.7650
N/A
0.000
11
LC
RBDWEQ
GLOB
Y
C
18.000
-3.4590
N/A
0.250
12
RC
RBDWEQ
GLOB
Y
C
18.000
-1.5580
N/A
-0.250
13
RC
RBUPEQ
GLOB
Y
C
0.010
1.5580
N/A
-0.250
14
RC
RBUPEQ
GLOB
L
C
0.010
2.5960
N/A
0.000
15
LC
DL
GLOB
Y
C
16.872
-1.6817
N/A
0.000
16
LC
DL
GLOB
X
C
16.872
-0.8269
N/A
0.000
17
LC
COLL
GLOB
Y
C
16.872
-1.8355
N/A
0.000
18
LC
COLL
GLOB
X
C
16.872
0.0860
N/A
0.000
19
LC
PLLL1
GLOB
Y
C
16.872
-6.2929
N/A
0.000
20
LC
PLLL1
GLOB
X
C
16.872
0.2983
N/A
0.000
21
LC
LL
GLOB
Y
C
16.872
-6.5666
N/A
0.000
22
LC
LL
GLOB
X
C
16.872
-2.9844
N/A
0.000
23
LC
EQ
GLOB
Y
C
16.872
0.0803
N/A
0.000
24
LC
EQ
GLOB
X
C
16.872
0.9628
N/A
0.000
25
LC
WL1
GLOB
Y
C
16.872
11.1435
N/A
0.000
26
LC
WL1
GLOB
X
C
16.872
5.1747
N/A
0.000
27
LC
WL2
GLOB
Y
C
16.872
6.9601
N/A
0.000
28
LC
WL2
GLOB
X
C
16.872
8.1635
N/A
0.000
29
LC
LWL1
GLOB
Y
C
16.872
10.5034
N/A
0.000
30
LC
LWL1
GLOB
X
C
16.872
-2.5020
N/A
0.000
31
LC
LWL2
GLOB
Y
C
16.872
6.5048
N/A
0.000
32
LC
LWL2
GLOB
X
C
16.872
-3.2045
N/A
0.000
33
LC
LWL3
GLOB
Y
C
16.872
6.1732
N/A
0.000
34
LC
LWL3
GLOB
X
C
16.872
-1.2740
N/A
0.000
35
LC
LWL4
GLOB
Y
C
16.872
2.1745
N/A
0.000
36
LC
LWL4
GLOB
X
C
16.872
-1.9774
N/A
0.000
37
LC
WL3
GLOB
Y
C
16.872
6.5796
N/A
0.000
38
LC
WL3
GLOB
X
C
16.872
-2.3074
N/A
0.000
39
LC
WL4
GLOB
Y
C
16.872
2.3962
N/A
0.000
40
LC
WL4
GLOB
X
C
16.872
0.6814
N/A
0.000
41
LC
MWL1
GLOB
Y
C
16.872
0.7200
N/A
0.000
42
LC
MWL1
GLOB
X
C
16.872
8.9499
N/A
0.000
43
LC
MWL2
GLOB
Y
C
16.872
-0.0449
N/A
0.000
44
LC
MWL2
GLOB
X
C
16.872
-0.8531
N/A
0.000
45
LC
WL1D
GLOB
Y
C
16.872
4.7742
N/A
0.000
46
LC
WL1D
GLOB
X
C
16.872
2.2171
N/A
0.000
47
LC
WL2D
GLOB
Y
C
16.872
2.9819
N/A
0.000
48
LC
WL2D
GLOB
X
C
16.872
3.4976
N/A
0.000
49
LC
LWL1D
GLOB
Y
C
16.872
4.5000
N/A
0.000
50
LC
LWL1D
GLOB
X
C
16.872
-1.0721
N/A
0.000
93
11/03/2015
Star
Building Systems,
OKC,
OK
User:
yxyanothai
Page:
F4- 12
R-Fram6
Design Program
- Version
V5.08
Job :
14501A
Load
Report
File: frame_2_3.fra
Date:
11/ 2/15
cs 40./18./29.417
20./110./0.
Start
Time:
15:59:25
--------------------------------------------------------------------------------
51
LC
LWL2D
GLOB
Y
C
16.872
2.7869
N/A
0.000
52
LC
LWL2D
GLOB
X
C
16.872
-1.3726
N/A
0.000
53
LC
LWL3D
GLOB
Y
C
16.872
2.6448
N/A
0.000
54
LC
LWL3D
GLOB
X
C
16.872
-0.5460
N/A
0.000
55
LC
LWL4D
GLOB
Y
C
16.872
0.9316
N/A
0.000
56
LC
LWL4D
GLOB
X
C
16.872
-0.8474
N/A
0.000
57
LC
WL3D
GLOB
Y
C
16.872
2.8189
N/A
0.000
58
LC
WL3D
GLOB
X
C
16.872
-0.9883
N/A
0.000
59
LC
WL4D
GLOB
Y
C
16.872
1.0266
N/A
0.000
60
LC
WL4D
GLOB
X
C
16.872
0.2922
N/A
0.000
61
LC
DL
GLOB
Y
L
16.872
74.0028
N/A
0.000
62
LC
COLL
GLOB
Y
L
16.872
-2.0001
N/A
0.000
63
LC
PLLL1
GLOB
Y
L
16.872
-6.5636
N/A
0.000
64
LC
LL
GLOB
Y
L
16.872
-13.7541
N/A
0.000
65
LC
EQ
GLOB
Y
L
16.872
-0.0803
N/A
0.000
66
LC
WL1
GLOB
Y
L
16.872
27.4612
N/A
0.000
67
LC
WL2
GLOB
Y
L
16.872
22.4817
N/A
0.000
68
LC
LWL1
GLOB
Y
L
16.872
20.4793
N/A
0.000
69
LC
LWL2
GLOB
Y
L
16.872
12.2341
N/A
0.000
70
LC
LWL3
GLOB
Y
L
16.872
11.0345
N/A
0.000
71
LC
LWL4
GLOB
Y
L
16.872
2.7894
N/A
0.000
72
LC
WL3
GLOB
Y
L
16.872
12.1593
N/A
0.000
73
LC
WL4
GLOB
Y
L
16.872
7.1798
N/A
0.000
74
LC
MWL1
GLOB
Y
L
16.872
15.7410
N/A
0.000
75
LC
MWL2
GLOB
Y
L
16.872
4.7849
N/A
0.000
76
LC
WL1D
GLOB
Y
L
16.872
11.7658
N/A
0.000
77
LC
WL2D
GLOB
Y
L
16.872
9.6324
N/A
0.000
78.
LC
LWL1D
GLOB
Y
L
16.872
8.7741
N/A
0.000
79
LC
LWL2D
GLOB
Y
L
16.872
5.2417
N/A
0.000
80
LC
LWL3D
GLOB
Y
L
16.872
4.7276
N/A
0.000
81
LC
LWL4D
GLOB
Y
L
16.872
1.1953
N/A
0.000
82
LC
WL3D
GLOB
Y
L
16.872_
5.2096
N/A
0.000
83
LC
WL4D
GLOB
Y
L
16.872
3.0762
N/A
0.000
84
LC
LEQ1
GLOB
X
C
18.000
1.2600
N/A
0.000
85
LC
LWL1
GLOB
X
C
18.000
-1.1000
N/A
0.000
86
LC
LWL2
GLOB
X
C
18.000
-1.1000
N/A
0.000
87
LC
LWL3
GLOB
X
C
18.000
-1.1000
N/A
0.000
88
LC
LWL4
GLOB
X
C
18.000
-1.1000
N/A
0.000
89
LR
DL
XREF
Y
U
0.000
-0.0778
N/A
0.000
90
RR
DL
XREF
Y
U
0.000
-0.0778
N/A
0.000
91
LC
SW
GLOB
Y
U
0.000
-0.0191
N/A
0.000
92
LR
SW
GLOB
Y
U
0.000
-0.0201
N/A
0.000
93
RC
SW
GLOB
Y
U
0.000
-0.0155
N/A
0.000
94
RR
SW
GLOB
Y
U
0.000
-0.0173
N/A
0.000
95
LR
LL
XREF
Y
U
0.000
-0.3530
N/A
0.000
96
RR
LL
XREF
Y
U
0.000
-0.3530
N/A
0.000
97
LR
PLL1
XREF
Y
U
0.000
-0.3530
N/A
20.000
98
RR
PLL1
XREF
Y
U
0.000
-0.3530
N/A
20.000
99
LR
COLL
XREF
Y
U
0.000
-0.1030
N/A
0.000
100
RR
COLL
XREF
Y
U
0.000
-0.1030
N/A
0.000
94
11/03/2015
Star
Building Systems,
OKC,
OK
User:
yxyanothai
Page:
F4- 13
R4Frame,Design
Program
- Version
V5.08
Job :
14501A
Load'Report
File: frame_2_3.fra
Date:
11/ 2/15
cs 40./18./29.417
20./110./0.
Start
Time:
15:59:25
--------------------------------------------------------------------------------
101
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0:000
102
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
103
LC
WL1
MEMB
Y
U
0.000
0.0035
N/A
0.000
104
RC
WL1
MEMB
Y
U
0.000
0.5739
N/A
0.000
105
LR
WL1
MEMB
Y
U
0.000
0.8472
N/A
0.000
106
RR
WL1
MEMB
Y
U
0.000
0.6286
N/A
0.000
107
LR
WL1
MEMB
Y
U
4.160
-0.2186
N/A
0.000
108
LC
WL2
MEMB
Y
U
0.000
-0.0221
N/A
0.000
109
RC
WL2
MEMB
Y
U
0.000
-0.1776
N/A
0.000
.110
LR
WL2
MEMB
Y
U
0.000
0.0956
N/A
0.000
111
RR
WL2
MEMB
Y
U
0.000
-0.1230
N/A
0.000
112
LR
WL2
MEMB
Y
U
4.160
-0.2186
N/A
0.000
113
LC
LWL1
MEMB
Y
U
0.000
0.0232
N/A
0.000
114
RC
LWL1
MEMB
Y
U
0.000
0.6832
N/A
0.000
115
LR
LWL1
MEMB
Y
U
0.000
0.8472
N/A
0.000
116
RR
LWL1
MEMB
Y
U
0.000
0.6286
N/A
0.000
117
LR
LWL1
MEMB
Y
U
4.160
-0.2186
N/A
0.000
118
LC
LWL2
MEMB
Y
U
0.000
0.0232
N/A
0.000
119
RC
LWL2
MEMB
Y
U
0.000
0.6832
N/A
0.000
120
LR
LWL2
MEMB
Y
U
0.000
0.6286
N/A
0.000
121
RR
LWL2
MEMB
Y
U
0.000
0.8472
N/A
0.000
122
LC
LWL3
MEMB
Y
U
0.000
-0.0023
N/A
0.000
123
RC
LWL3
MEMB
Y
U
0.000
-0.0683
N/A
0.000
124
LR
LWL3
MEMB
Y
U
0.000
0.0956
N/A
0.000
125
RR
LWL3
MEMB
Y
U
0.000
-0.1230
N/A
0.000
126
LR
LWL3
MEMB
Y
U
4.160
-0.2186
N/A
0.000
127
LC
LWL4'
MEMB
Y
U
0.000
-0.0023
N/A
0.000
128
RC
LWL4
MEMB
Y
U
0.000
-0.0683
N/A
0.000
129
LR
LWL4
MEMB
Y
U
0.000
-0.1230
N/A
0.000
130
RR
LWL4
MEMB
Y
U
0.000
0.0956
N/A
0.000
131
LC
MWL1
MEMB
Y
U
0.000
-0.0080
N/A
0.000
132
RC
MWL1
MEMB
Y
U
0.000
0.2353
N/A
0.000
133
LR
MWL1
GLOB
X
U
0.000
0.0098
N/A
0.000
134
RR
MWL1
GLOB
X
U
0.000
0.0098
N/A
0.000
135
LC
MWL2
MEMB
Y
U
0.000
0.0080
N/A
0.000
136
RC
MWL2
MEMB
Y
U
0.000
-0.2353
N/A
0.000
137
LR
MWL2
GLOB
X
U
0.000
-0.0098
N/A
0.000
138
RR
MWL2
GLOB
X
U
0.000
-0.0098
N/A
0.000
139
LC
WL3
MEMB
Y
U
0.000
0.0195
N/A
0.000
140
RC
WL3
MEMB
Y
U
0.000
0.1025
N/A
0.000
141
LR
WL3
MEMB
Y
U
0.000
0.6286
N/A
0.000
142
RR
WL3
MEMB
Y
U
0.000
0.8472
N/A
0.000
143
LC
WL4
MEMB
Y
U
0.000
-0.0060
N/A
0.000
144
RC
WL4
MEMB
Y
U
0.000
-0.6490
N/A
0.000
145
LR
WL4
MEMB
Y
U
0.000
-0.1230
N/A
0.000
146
RR
WL4
MEMB
Y
U
0.000
0.0956
N/A
0.000
147
LC
WL1D
MEMB
Y
U
0.000
0.0015
N/A
0.000
148
RC
WL1D
MEMB
Y
U
0.000
0.2459
N/A
0.000
149
LR
WL1D
MEMB
Y
U
0.000
0.3629
N/A
0.000
150
RR
WL1D
MEMB
Y
U
0.000
0.2693
N/A
0.000
95
11/03/2015
Star
Building Systems,
OKC,
OK
User:
yxyanothai
Page:
F4- 14
R,Frame
Design Program
- Version
V5.08
Job :
14501A
Load
Report
File: frame_2_3.fra
Date:
il/ 2/15
cs 40./18./29.417
20./110./0.
Start
Time:
15:59:25
---------------------------------------------------------------
151
LR
WL1D
MEMB
Y
U
4.160
-0.0937
N/A
----------------
0.000
152
LC
WL2D
MEMB
Y
U
0.000
-0.0095
N/A
0.000
153
RC
WL2D
MEMB
Y
U
0.000
-0.0761
N/A
0.000
154
LR
WL2D
MEMB
Y
U
0.000
0.0410
N/A
0.000
155
RR
WL2D
MEMB
Y
U
0.000
-0.0527
N/A
0.000
156
LR
WL2D
MEMB
Y
U
4.160
-0.0937
N/A
0.000
157'LC
LWL1D
MEMB
Y
U
0.000
0.0099
N/A
0.000
158
RC
LWL1D
MEMB
Y
U
0.000
0.2927
N/A
0.000
159
LR
LWL1D
MEMB
Y
U
0.000
0.3629
N/A
0.000
160
RR
LWL1D
MEMB
Y
U
0.000
0.2693
N/A
0.000
161
LR
LWL1D
MEMB
Y
U
4.160
-0.0937
N/A
0.000
162
LC
LWL2D
MEMB
Y
U
0.000
0.0099
N/A
0.000
163
RC
LWL2D
MEMB
Y
U
0.000
0.2927
N/A
0.000
164
LR
LWL2D
MEMB
Y
U
0.000
0.2693
N/A
0.000
165
RR
LWL2D
MEMB
Y
U
0.000
0.3629
N/A
0.000
166
LC
LWL3D
MEMB
'Y
U
0.000
-0.0010
N/A
0.000
167
RC
LWL3D
MEMB
Y
U
0.000
-0.0293
N/A
0.000'
168
LR
LWL3D
MEMB
Y
U
0.000
0.0410
N/A
0.000
169
RR
LWL3D
MEMB
Y
U
0.000
-0.0527
N/A
0.000
170
LR
LWL3D
MEMB
Y
U
4.160
-0.0937
N/A
0.000
171
LC
LWL4D
MEMB
Y
U
0.000
-0.0010
N/A
0.000
172
RC
LWL4D
MEMB
Y
U
0.000
-0.0293
N/A
0.000
173
LR
LWL4D
MEMB
Y
U
0.000
-0.0527
N/A
0.000
174
RR
LWL4D
MEMB
Y
U
0.000
0.0410
N/A
0.000
175
LC
WL3D
MEMB
Y
U
0.000
0.0084
N/A
0.000
176
RC
WL3D
MEMB
Y
U
0.000
0.0439
N/A
0.000
177
LR
WL3D
MEMB
Y
U
0.000
0.2693
N/A
0.000
178
RR
WL3D
MEMB
Y
U
0.000
0.3629
N/A
0.000
179
LC
WL4D
MEMB
Y
U
0.000
-0.0026
N/A
0.000
180
RC
WL4D
MEMB
Y
U
0.000
-0.2781
N/A
0.000
181
LR
WL4D
MEMB
Y
U
0.000
-0.0527
N/A
0.000
182
RR
WL4D
MEMB
Y
U
0.000
0.0410
N/A
0.000
96
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 15
R'Frame Design Program - Version V5.08 Job : 14501A
Seismic Summary Report File: frame_2_3'.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
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) ..........
59.7000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) .........
26.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3224
Seismic Site Coefficient [Fv] ......................................
1.8800
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7895
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4888
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.5263
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.3259
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) ...................................
18.8333
Seismic Fundamental Period [T] Used (seconds) ......................
0.2932
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] (s) ......................
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) .....................................
5.4000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1504
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
3.224
Theta [Px*Ie*Delta/Vx/hx/Cd]........................................
0.011
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load =
6.699
Wall Weight =
0.000
Collateral Load =
5.954
Snow Load =
0.000
Rafter Crane Weight =
0.000
-------------------------------------
Total Roof Weight =
12.653 kips
User Mass Load (1) = 1.580
------------------------------------
Total User Mass = 1.580 kips 97
11/03/2015
Total Roof
Weight =
12.653
Total User
Mass =
1.580
Mezzanine Weight =
,0.000
Col. Crane
Weight =
0.000
-------------------------------------
TOTAL Bldg
Weight =
14.233 kips
X
in TOTAL =
X
Seismic Coeff. =
0.1504
BASE SHEAR = 2.1402 kips
Seismic
Load for
Roof
at col # 1 =
1.2888
kips
Seismic•Load
for
Roof
at col # 2 =
0.6067
kips
---------------------------------------------------
SEISMIC
LOAD for
Roof
in TOTAL =
1.8954
kips
Seismic
Ld for Mass #
1 @ col # 1 =
0.1224
kips
Seismic
Ld for Mass #
1 @ col # 2 =
0.1224
kips
---------------------------------------------------
SEISMIC
LOAD for
Mass
in TOTAL =
0.2448
kips
98
11/03/2015
Star Building Systems,
OKC, OK
User:
yxyanothai
Page:
F4- 16
R -•Frame Design Program
- Version
V5.08
Job :
14501A
Continued Seismic Load
Report
File: frame
-2 3.fra
Date:
11/ 2/15
cs 40./18./29.417 20./110./0.
--------------------------------------------------------------------------------
Start
Time:
15:59:25
* SEISMIC GENERAL LOAD
CARDS GENERATED
--------------------------------------
LOAD MEM NAME SYS
DIR TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
183 LC EQ YREF
X C
16.608
1.2888
N/A
0.000
184 LC EQ YREF
X C
18.000
0.1224
N/A
0.000
185 RC EQ YREF
X C
16.601
0.6067
N/A
0.000
186 RC EQ YREF
X C
18.000
0.1224
N/A
0.000
99
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 17
R=Frame Design Program - Version V5.08 Job : 14501A
Forces and Allowable Stresses Summary File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
---------------------------------------------------------------------------------
Left Column Analysis Length = 16.62 ft Kx = 1.00 Weight = 318. lbs
Effective Ix = 314.2 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 8.000 15.857 6.00x 0.2500 0.1560 6.00x 0.2500 3.75 55.0
2 5.91 15.857 20.500 6.00x 0.3125 0.1850 6.00x 0.2500 3.75 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 -20.2 -57.6 -6.4 20.4 37.1 30.3 7.6 0.21 0.72 0.86 0.86 95
206 -20.1 -92.1 -6.4 15.7 36.2 29.4 6.4 0.16 0.71 0.93 0.93 95
Left Rafter Analysis Length = 19.21 ft Kx = 1.00 Weight = 387. lbs
Effective Ix = 294.5 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 8.43 18.000 18.000 5.00x 0.2500 0.2500 5.00x 0.2500 0.00 55.0
4 10.00 18.000 18.000 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
--------------------------------------------------------------------------------
301 -3.8 -92.7 11.6 19.9 39.8 37.5 15.2 0.16 0.80 0.85 0.85 95
401 -2.0 -2.8 7.4 10.7 37.5 30.9 4.4 0.69 0.05 0.06 0.69 5
--------------------------------------------------------------------------------
Right Column Analysis Length = 16.61 ft Kx = 1.00 Weight = 258. lbs
Effective Ix = 192.5 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 8.000 13.979 5.00x 0.2500 0.1340 5.00x 0.2500 2.85 55.0
6 5.89 13.979 17.500 5.00x 0.2500 0.1850 5.00x 0.2500 2.85 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 • -3.0 -35.4 -2.9 22.3 36.9 33.3 7.2 0.12 0.55 0.61 0.61 71
606 -3.0 -49.6 -2.1 15.3 37.5 29.9 8.8 0.03 0.53 0.66 0.66 71
--------------------------------------------------------------------------------
100
11/03/2015
Star Building Systems,- OKC, OK User: yxyanothai Page: F4- 18
R=Frame Design Program - Version V5.08 Job : 14501A
Forces and Allowable Stresses Summary' File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 19.30 ft Kx = 1.00 Weight = 335. lbs
Effective Ix = 294.5 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 8.69 18.000 18.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0
8 10.00 18.000 18.000 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
--------------------------------------------------------------------------------
711 2.8 -32.6 -0.2 32.9 38.0 20.7 5.9 0.01 0.34 0.62 0.62 56
807 -1.3 47.9 -0.1 10.7 29.4 37.5 4.4 0.01 0.68 0.53 0.68 5
TOTAL MEMBER WEIGHT = 1298. lbs
101
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 19
R=Frame'Design Program - Version V5.08 Job : 14501A
Anchor Rod and Base Plate Design File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
LEFT EXTERIOR COLUMN 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 Q 4.0000, 1.5000
Plate Size : 6.0000x 8.5000x 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
15.217
38.436
60
0.40
Rod Shear
6.808
0.000
23.061
89
0.30
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Weld
Weld
Weld
Design
Check
Weld
Weld
Size
Length
Capacity
Force
Load
Check
Location
(in.)
(in.)
(kips)
(kips)
No.
Ratio
Inner Flg
0.25000
6.000
22.274
8.306
5
0.37
Outer Flg
0.25000
6.000
22.274
6.179
60,
0.2;8
Web Plate
0.18750
8.000
22.274
7.034
56
0.32
RIGHT EXTERIOR COLUMN 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 Q 4.0000, 1.5000
Plate Size 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Standard Base Plate Welding >> (Using 970 Electrodes)
Fillet
Shear
Tension
Allowable
Load
Check
Loading Type
-----------------------------------------------------------------
(kips)
(kips)
(kips)
No.
Ratio
Rod Tension
0.000
8.961
38.436
61
0.23
Rod Shear
4.459
0.000
23.061
69
0.19
Standard Base Plate Welding >> (Using 970 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
3.856
4
0.21
Outer Flg
0.25000
5.000
18.562
3.398
61
0.18
Web Plate
0.18750
8.000
22.274
4.465
69
0.20
102
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 20
R=Frame Design Program - Version V5.08 Job : 14501A
Connection Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
Vertical Knee Connection @ Left Rafter Depth 1
--------------'------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.6250 in.
Fy(Min) 50.0 ksi
Fu 65.0 ksi
Flanges:
O.S. - 6.00 x
0.2500 in.
I.S. - 5.68 x
0.3125 in.
Web Depth
- 18.062
in.
Web Thickness
0.185 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.990
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.128
in.
XTO top (out)
- 1.938
in.
Pf top (ins)
- 2.260
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.128
in.
XTI top (ins)
- 2.312
in.
Pf bot (out)
- 1.750
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.000
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.938
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.000
in.
XBI bot (ins)
- 1.938
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 85.2
degrees
Angle bot - 90.0
degrees
Controlling
Load Combinations:
-----------------------------
45) 1.3053DL +1.3053COLL -3.5
56) 0.6DL +0.6WL1 (SOA -R)
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.
Bolt Unity Check (I.S.) = 0.
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.6250 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
- 18.062
in.
Web Thickness
0.250 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.885
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.128
in.
XTO top (out)
- 1.938
in.
Pf top (ins)
- 2.364
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.128
in.
XTI top (ins)
- 2.312
in.
Pf bot (out)
- 1.864
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.128
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.885
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.128
in.
XBI bot (ins)
- 1.938
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 94.8
degrees
Angle bot - 85.2
degrees
Left Side Conn Right Side Conn
Moments. Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
-134.90 1.93 10.48 -134.90 1.93 10.48
80.80 2.45 -8.89 80.80 2.45 -8.89
6466 Plate Unity Check (O.S.) = 0.6466
5683 Plate Unity Check (I.S.) = 0.5683
103
11/03/2015
Star Building Systems, OKC, OK
Weld
User: yxyanothai Pager F4- 21
R�Frame Design Program - Version V5.08
Design
Weld
Job : 14501A
Connection Report
File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0.
--------------------------------------------------------------------------------
Force
Load Check
Start Time: 15:59:25
Peak Connection Q Left Rafter Depth
3
(kips)
(kips)
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
------------------------------------------------------------------------------
Left Side of Conn
(O.S.) 3 rows Extended - 3/4 in.
Dia.
- Standard (2 bolts per row)
(I.S.) 3 rows Extended - 3/4 in.
Dia.
- Standard (2 bolts per row)
Left Side of Conn Data:
29.0325
Right Side of Conn Data:
-----------------------
Plate: 6.00 x 0.3750 in.
------------------------
Plate: 6.00 x
0.3750 in.
Fy(Min) 55.0 ksi
Fy(Min)
55.0 ksi
Fu 70.0 ksi
Fu
70.0 ksi
Flanges:
Flanges:
O.S. - 5.00 x 0.2500 in.
O.S. - 5.00 x
0.2500 in.
I.S. - 5.00 x 0.2500 in.
I.S. - 5.00 x
0.2500 in.
Web Depth - 18.062
in.
Web Depth
- 18.062 in.
Web Thickness 0.134 in.
Web Thickness
0.134 in.
Gage - 3.000
in.
Gage
- 3.000 in.
Center of Bolt to Flange:
Center of Bolt
to Flange:
Pf top (out) - 1.781
in.
Pf top (out)
- 1.781 in.
BFCD top (out) - 1.750
in.
BFCD top (out)
- 1.750 in.
Rise top (out) - 0.107
in.
Rise top (out)
- 0.107 in.
XTO top,(out) - 1.750
in.
XTO top (out)
- 1.750 in.
Pf top (ins) - 1.968
in.
Pf top (ins)
- 1.968 in.
BFCD top (ins) - 1.750
in.
BFCD top (ins)
- 1.750 in.
Rise top (ins) - 0.107
in.
Rise top (ins)
- 0.107 in.
XTI top (ins) ' -_ 1.999
in.
XTI top (ins)
- 1.999 in.
Pf bot (out) - 1.844
in.
Pf bot (out)
- 1.844 in.
BFCD bot (out) - 1.750
in.
BFCD bot (out)
- 1.750 in.
Rise bot (out) - 0.107
in.
Rise bot (out)
- 0.107 in.
XBO bot (out) - 1.875
in.
XBO bot (out)
- 1.875 in.
Pf bot (ins) - 1.905
in.
Pf bot (ins)
- 1.905 in.
BFCD bot (ins) - 1.750
in.
BFCD bot (ins)
- 1.750 in.
Rise bot (ins) - 0.107
in.
Rise bot (ins)
- 0.107 in.
XBI bot (ins) - 1.874
in.
XBI bot (ins)
- 1:874 in.
Bolt Spacing - 3.000
in.
Bolt Spacing
- 3.000 in.
Angle top - 85.2 degrees
Angle top - 85.2 degrees
Angle bot - 94.8 degrees
Angle bot - 94.8 degrees
Left
Side Conn
Right Side Conn
Controlling Moments
Axial Shear Moments Axial Shear
Load Combinations: (k -ft)
(kips) (kips)
(k -ft). (kips) (kips)
----------------------------- -------------------------------------------------
67) 0.6DL +0.6WL3 (SOA -L) -30.38
4.30 -0.16
-30.38 4.30 0.16
4) DL +COLL +PLL1 (SOA -R) 45.47
-3.01 0.25
45.47, -3.01 -0.25
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.5826
Plate Unity Check (O.S.) = 0.5826
Bolt Unity Check (I.S.) = 0.7481
Plate Unity Check (I.S.) = 0.7481
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
29.0325
4 0.6952
104
11/03/2015
Outer Flg Fillet -BS
0.1875
10.0000
41.7635
20.9968
67
0.5028
',Web Plate Fillet -BS
0.1875
36.1248
100.5798
3.4828
61
0.0346
Right.Side of Conn
Inner Flg Fillet -BS
0.1875
10.0000
41.7635
29.0325
4
0.6952
Outer Flg Fillet -BS
0.1875
10.0000
41.7635
20.9968
167
0.5028
Web Plate Fillet -BS
0.1875
36.1248
100.5798
3.4828
61
0.0346
------------------------------------------------------------------------------
NS - Near side weld, FS - Far
side
weld, BS -
Both sides
weld.
105
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 22
R'Frame Design Program - Version V5.08 Job : 14501A
Connection Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29..417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
Vertical Knee Connection Q Right Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.5000 in.
Fy(Min) 50.0 ksi
Fu 65.0 ksi
Flanges:
O.S. - 5.00 x
0.2500 in.
I.S. - 4.68 x
0'.2500 in.
Web Depth
- 18.062
in.
Web Thickness
0.185 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.917
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.832
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.751
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.000
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.999
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.000
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing•
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Controlling
Load Combinations:
-----------------------------
44) 1.3053DL +1.3053COLL +3.5
41) 0.7947DL -3.5EQ (SOA -L)
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.
Bolt Unity Chedk (I.S.) = 0.
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.5000 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
- 18.062
in.
Web Thickness
0.156 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.833
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.916
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.792
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.117
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.957
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.117
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 94.8 degrees
Angle bot - 85.2 degrees
Left Side Conn Right Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
-99.98 -3.56 9.54 -99.98 -3.56 9.54
80.41 2.54 -3.81 80.41 2.54 -3.81
6968 Plate Unity Check (O.S.) = 0.6968
5878 Plate Unity Check (I.S.) = 0.5878
106
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 23
R`Frame Design Program - Version V5.08 Job : 14501A
Knee and Stiffener Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
Left Knee Design
Knee Web Thickness Use 0.1850 in. Thick Web
Bearing Stiffener Type Horizontal
Bearing Stiffener at Knee 2.7500 X 0.3125 in.
Column Cap Plate 6.0000 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
20.571
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.1875
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:,
0.1875
in.
x
20.500
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
16.354
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
16.354
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection Pl.:
0.1875
in.
x
18.062
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
---------------------------------------
0.2500 in. x 2.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
Right Knee Design
Knee Web Thickness Use 0.1850 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
17.561
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.1875
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.
x
17.500
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
16.604
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
16.604
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection Pl.:
0.1875
in.
x
18.062
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.
107
11/0312015
I
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 24
R"Frame Design Program - Version V5.08 Job : 14501A
Flange Brace Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 716 @ FLOOR 1 @ 716 @ FLOOR
1 @ 2110 1 @ 2110
1 @ 718 @ EAVE 1 @ 718 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 4'4-3/8" @ EAVE 2 @ 4'4-3/8" @ EAVE
2 @ 5'0 2 @ 5'0
1 @ 113-1/4" @ PEAK 1 @ 113-1/4" @ 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 10.33
(C) (C)
LFT RAFTER 4.38 8.76 13.78 18.79
(C) (C) (N) (C)
RGT COLUMN 7.50 10.33
(C) (C)
RGT RAFTER 4.38 8.76 13.78 18.79
(C) (C) (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
--------------------------------------------------------------------------------
108
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F4- 25
R' -Frame Design'Program Version V5.08 Job : 14501A
Primary Deflection Report File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.417 20./110./0. Start Time: 15:59:25
----------------=---------------------------------------------------------------
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 -1.226 in. 20.36 ft. 0.413 in. 20.00 ft.
Load Comb 3 124'
Defl. L/376 L/999
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
Pos. Max 0.413 in.
Load Comb 124
Defl. L/999
-------------------
Neg. Max -1.225 in.
Load Comb 4
Deft. L/377
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
126
3.0
Ext:
Left Col
Ext Right Col
3.0
129
X -Def
Y -Def
X -Def
Y -Def
------------------------------------------------------------------------------
Pos.
Max
2.886
0.032
3.001
0.026
Load
Comb
135
127
135
118
Defl.
H/ 69
H/ 66
------------------------------------------------------------------------------
Neg.
Max
-3.937
-0.036
-3.864
-0.037
Load
Comb
127
135
127
5
Defl.
H/ 50
H/ 51
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 -1.226 in. 20.36 ft. 0.413 in. 20.00 ft.
Load Comb 3 124'
Defl. L/376 L/999
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
Pos. Max 0.413 in.
Load Comb 124
Defl. L/999
-------------------
Neg. Max -1.225 in.
Load Comb 4
Deft. L/377
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
126
3.0
127
3.0
128
3.0
129
3.0
130
3.0
131
3.0
132
3.0
133
3.0
134
3.0
135
3.0'
109
11/03/2015
Star Building Systems,
OKC, OK
User: yxyanothai Page: F4- 26
R -Frame Design Program
- Version V5.08
Job : 14501A
Stiffener Design for Leanto
File: frame_2_3.fra Date: 11/ 2/15
cs 40./18./29.4i7 20./i10./0.
--------------------------------------------------------------------------------
Start Time: 15:59:25
Leanto Stiffener on Left
Column
Web Thickness
Use 0.1850 inches
Thick Web
Bearing Stiffener Type
No stiffeners are
required
.Bottom Bearing Stiffener
Bearing Stiffener Size
Not Required`
Control Case
71
Allowable At Ctrl Case
16.958 kips
Check Ratio
0.3167
Panel Stiffener Size
Not Required
Control Case
0
Allowable Shear Cap.
0.000 kips
.
Check Ratio
0.0000
Vertical Clearance at
the Left Knee is.
' 15.9163 feet
Vertical Clearance at
the Right Knee is
15.8933 feet
110
11/03/2015
Star Building Systems_ OKC, OK User: yxyanothai Page: F6- 1
R'Frams Design Program -. Version V5.08 Job : 14501A
Input Data Echo File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time:. 15:21:50
J:\Active\eng\15-B-14501\ver01-yxyanothai\Bldg-A\
VERSION V5.08
BRAND STAR
DESCRIPTION cs 40./18./15.583 20./110./0.
FRAME_ID 6
# 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 14501A
ANALYZE all *DATASET members brace combinations wind array connection base
BUILDING LABEL A
LOCATION frame lines 4
LATERAL GRID LABEL 4
LONGITUDINAL GRID LABEL C A
NUMBER FRAMES 1 *PRICE complete
TYPE LEFT cs t cs 6.0. 60.
TYPE RIGHT cs t cs 60. 60.
WIDTH 40. 20.
LENGTH 90.
EAVE 18. *ROOF SLOPE 1.
GIRT DEPTH 8. 0. *PURLIN DEPTH 8. 8.25
GIRT THICKNESS LEFT 0.059 *PURLIN THICKNESS 0.105
GIRT THICKNESS RIGHT 0.105
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 8.673 12.789 2.478 4.575
CODE LABEL 2013 CALIFORNIA BUILDING CODE
BUILDING CODE IB12 U=Normal
DEAD LOAD 2.645 *COLLATERAL LOAD 3.5
LIVE LOAD 20. reduce
SNOW R=O. E=0.9 T=1. S=N WEL=20. WER=20. WML=50. WMR=20.
WIND CODE AS10
SEISMIC CODE AS10
SEISMIC LOAD S1=26. SS=59.7 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= 15.583
WALL TRIBUTARY LEFT TR= 1. S=O. E=18.
WALL -TRIBUTARY RIGHT TR= 15.583.S=0. E=18.
DESIGN ASD10
LATERAL BRACE LENGTH 28.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. 5=180. W=180. G=120.
DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=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 LEFT
GIRT SPACING RIGHT.7.5 2.8333
GIRT BRACE LEFT
GIRT BRACE RIGHT C1 C1
PURLIN SPACING LEFT 2@4.3642 2@5. 111
PURLIN SPACING RIGHT 2@4.3646 2@5. 11/03/2015
PURLIN BRACE C C N C
L2FT COLUMN
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 0. 10. 6. 0.25 0.134 6. 0.25
0. 16. 0. 6. 0.375 0.185 6. 0.25
LEFT RAFTER
CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75
11.5 0. 0. 5. 0.25 0.134 5. 0.25
0. 1.1.5 10. 5. 0.25 0.134 5. 0.25
CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75
RIGHT COLUMN
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 0. 10. 5. 0.25 0.134 5. 0:25
0. 13. 0. 5. 0.25 0.185 5. 0.25
RIGHT RAFTER
CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75
11.5 0. 0. 5. 0.25 0.134 5. 0.25
0. 11.5 10. 5. 0.25 0.134 5. 0.25
WIND LOAD WL1 23.225 0.0600 -1.6200 -1.0800 -0.9800 20.000 Left
WIND LOAD WL2 23.225 1.1600 -0.5200 0.0200 0.1200 20.000 Left
WIND LOAD LWL1 23.225 -1.0300 -1.6200 -1.0800 -1.0300 20.000
WIND LOAD LWL2 23.225 -1.0300 -1.0800 -1.6200 -1.0300 20.000
WIND LOAD LWL3 23.225 0.0700 -0.5200 0.0200 0.0700 20.000
WIND LOAD LWL4 23.225 0.0700 0.0200 -0.5200 0.0700 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_ 23.225 -0.9800 -1.0800 -1.6200 0.0600 20.000 Right
WIND LOAD WL4 23.225 0.1200 0.0200 -0.5200 1.1600 20.000 Right
WIND LOAD WL1D 9.950 0.0600 -1.6200 -1.0800 -0.9800 20.000 Left
WIND LOAD WL2D 9.950 1.1600 -0.5200 0.0200 0.1200 20.000 Left
WIND LOAD LWL1D 9.950 -1.0300 -1.6200 -1.0800 -1.0300 20.000
WIND LOAD LWL2D 9.950 -1.0300 -1.0800 -1.6200 -1.0300 20.000
WIND LOAD LWL3D 9.950 0.0700 -0.5200 0.0200 0.0700 20.000
WIND LOAD LWL4D 9.950 0.0700 0.0200 -0.5200 0.0700 20.000
WIND LOAD WL3D 9.950 -0.9800 -1.0800 -1.6200 0.0600 20.000 Right
WIND LOAD WL4D 9.950 0.1200 0.0200 -0.5200 1.1600 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)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
4)1.07368 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
5)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA.L
6)1.07368 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
7)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. *PDELTA L
8)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120. *PDELTA R
9)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. *PDELTA L
10)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120. *PDELTA.R
11)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
12)0.52632 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
13)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
14)0.52632 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
15)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA L
16)0.79474 DL 2.5 EQ *TYPE R *APP C *PDELTA R
17)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA L
18)0.79474 DL -2.5 EQ *TYPE R *APP C *PDELTA R
19)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA L
20)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C *PDELTA R
21)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA L
22)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C *PDELTA R
23)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA L
24)0.79474 DL 2.5 EQ *TYPE R *APP B *PDELTA R 112
25) 0.79474 DL -2.5 EQ *TYPE R *APP B *PDELTA L 11/03/2015
j
26)0.79474 DL -2.5 EQ *TYPE R *APP B'*PDELTA R
'27)1:30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B
28)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B
29)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B
30)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B
31)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA L
32)0.79474 DL 3.5 EQ *TYPE R *APP K *PDELTA R
33)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA L
34)0.79474 DL -3.5 EQ *TYPE R *APP K *PDELTA R
35)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K
36)1.30526 DL 1.30526 COLL 3.5 EQ *TYPE R *APP K
37)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K
38)1.30526 DL 1.30526 COLL -3.5 EQ *TYPE R *APP K
39)1. DL 0.6 WL1 *PDELTA L
40)1. DL 0.6 WL1 *PDELTA R
41)1. DL 0.6 WL2 *PDELTA L
42)1. DL 0.6 WL2 *PDELTA R
43)1. DL 0.6 LWL1 *PDELTA L
44)1. DL 0.6 LWL1 *PDELTA R
45)1. DL 0.6 LWL2 *PDELTA L
46)1. DL 0.6 LWL2 *PDELTA R
47)1. DL0.6 LWL3 *PDELTA L
48)1. DL 0.6 LWL3 *PDELTA R
49)1. DL 0.6 LWL4 *PDELTA L
50)1. DL 0.6 LWL4 *PDELTA R
51)1. DL 0.6 WL3 *PDELTA L
52)1. DL 0.6 WL3 *PDELTA R
53)1. DL 0.6 WL4 *PDELTA L
54)1: DL 0.6 WL4 *PDELTA R
55)0.6 DL 0.6 WL1 *PDELTA L
56)0.6 DL 0.6 WL1 *PDELTA R
57)0.6 DL 0.6 WL2 *PDELTA L
58)0.6 DL 0.6 WL2 *PDELTA R
59)0.6 DL 0.6 LWL1 *PDELTA L
60)0.6 DL 0.6 LWL1 *PDELTA R
61)0.6 DL 0.6 LWL2 *PDELTA L
62)0.6 DL 0.6 LWL2 *PDELTA R
63)0.6 DL 0.6 LWL3 *PDELTA L
64)0.6 DL 0.6 LWL3 *PDELTA R
65)0.6 DL 0.6 LWL4 *PDELTA L
66)0.6 DL 0.6 LWL4 *PDELTA R
67)0.6 DL 0.6 WL3 *PDELTA L
68)0.6 DL 0.6 WL3 *PDELTA R
69)0.6 DL 0.6 WL4 *PDELTA L
70)0.6 DL 0.6 WL4 *PDELTA R
71)0.6 MWL1 *TYPE M
72)0.6 MWL2 *TYPE M
73)1. DL 1. COLL 0.6 WL1 *PDELTA L
74)1. DL 1. COLL 0.6 WL1 *PDELTA R.
75)1. DL 1. COLL 0.6 WL2 *PDELTA L
76)1. DL 1. COLL 0.6 WL2 *PDELTA R
77)1. DL 1. COLL 0.6 LWL1 *PDELTA L
78)1. DL 1. COLL 0.6 LWL1 *PDELTA R
79)1. DL 1. COLL 0.6 LWL2 *PDELTA L
80)1. DL 1. COLL 0.6 LWL2 *PDELTA R
81)1. DL 1. COLL 0.6 LWL3 *PDELTA L
82)1. DL 1. COLL 0.6 LWL3 *PDELTA R
83)1. DL 1. COLL 0.6 LWL4 *PDELTA L
84)1. DL 1. COLL 0.6 LWL4 *PDELTA R
85)1. DL 1. COLL 0.6 WL3 *PDELTA L
86)1. DL 1. COLL 0.6 WL3 *PDELTA R
87)1. DL 1. COLL 0.6 WL4 *PDELTA L
*PDELTA L
*PDELTA R
*PDELTA L
*PDELTA R
*PDELTA L
*PDELTA R
*PDELTA L
*PDELTA R
113
11/03/2015
88)1. DL 1. COLL 0.6
WL4
*PDELTA R
'89)1.' DL 0.75
LL 1.
COLL
0.45.WL1
*PDELTA L
90)1. DL 0.75
LL 1.
COLL
0.45
WL1
*PDELTA R
91)1. DL 0.75
LL 1.
COLL
0.45
WL2
*PDELTA L
92)1. DL 0.75
LL 1.
COLL
0.45
WL2
*PDELTA R
93)1. DL 0.75
LL 1.
COLL
0.45
LWL1
*PDELTA L
94)1. DL 0.75
LL 1.
COLL
0.45
LWL1
*PDELTA R
95)1. DL 0.75
LL 1.
COLL
0.45
LWL2
*PDELTA L
96)1. DL 0.75
LL 1.
COLL
0.45
LWL2
*PDELTA R
'97)1. DL 0.75
LL 1.
COLL
0.45
LWL3
*PDELTA L
98)1. DL 0.75
LL 1.
COLL
0.45
LWL3
*PDELTA R
99)1. DL 0.75
LL 1.
COLL
0.45
LWL4
*PDELTA L
100)1. ,DL 0.75
LL 1".
COLL
0.45
LWL4
*PDELTA R
101)1. DL 0.75
LL 1.
COLL
0.45
WL3
*PDELTA L
102)1. DL 0.751L
1.
COLL
0.45
WL3
*PDELTA R
103)1. DL 0.75
LL 1.
COLL
0.45
WL4
*PDELTA L
104)1. DL 0.75
LL 1.
COLL
0.45
WL4
*PDELTA R
105)1. LL *DEFL 60. 180.
*TYPE D
106)0.6 WL1D
*DEFL
60.
180.
*TYPE
D
107)0.6 WL2D
*DEFL
60.
180.
*TYPE
D
108)0.6 LWL1D
*DEFL 60.
180.
*TYPE
D
109)0.6 LWL2D
*DEFL 60.
180.
*TYPE
D
110)0.6 LWL3D
*DEFL 60.
180.
*TYPE
D
111)0.6 LWL4D
*DEFL 60.
180.
*TYPE D
112)0.6 WL3D
*DEFL
60.
180.
*TYPE
D
113)0.6 WL4D
*DEFL
60.
180.
*TYPE
D
114)1.30526 DL
1. EQ
*DEFL
40.
0. *TYPE D *EQCD
3.0
115)1.30526 DL
-1. EQ
*DEFL
40.
0. *TYPE D *EQCD
3.0
116)0.79474 DL
1. EQ
*DEFL
40.
0. *TYPE D *EQCD
3.0
117)0.79474 DL
-1. EQ
*DEFL
40.
0. *TYPE D *EQCD
3.0
118)1.30526 DL
1.30526 COLL
1.
EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
119)1.30526 DL
1.30526 COLL
-1.
EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
LOADS
RC EQDW GLOB M
C
18.000000
0.420000 0.000000
\
# PANEL/GIRT SELF -WEIGHT FOR
E
END
114
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6 -
R' -Frame Design Program = Version V5.08 Job : 14501A
Building Grid label legend File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
-------------------------------------------------------------------------------
Building Grid Label Legend
Building A
Frame Number 6
No. of Frames 1
Left Column Column @ * - C
Right Column Column @ * - A
*Frames located @ 4
115
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 3
R=Frame Design Program - Version V5.08 Job : 14501A
Code Summary Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
Building :A
Frame Number :6 Location: frame lines 4
No. of Frames: 1
2013 CALIFORNIA BUILDING CODE
Main Code Requirements Per
International Building Code
2012 Edition
Supporting Design Manual(s):
2010 RISC Specification for Structural Steel Buildings,Allowable Strength Design
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ..................................... 18.000
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)................................... 1.00.0
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).. ..................... 0.000
Tributary Width left side (feet) .................................... 1.000
..................................from Height 0.00 to Height 18.00
Tributary Width right side (feet).... 15.583
from Height 0.00 to Height 18.00
Tributary Width roof (feet) ......................................... 15.583
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).....................................
2.645
Frame Rafter Dead Weight (psf)......................................
0.881
Total Roof Dead Weight (psf).........................................
3.526
Collateral Load to Frame Rafter (psf) ...............................
3.500
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 Entered [Ce] ..................................
0.900
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)
-------------------------- 116
11/03/2015
No Unbalanced Roof Snow Loadings.
117
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 4
R"Frame Design Program - Version V5.08 Job : 14501A
Wind Summary Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
Eave
height Left &
Right (feet) .....................................
18.000
Wind
Elevation on
left column (feet) ................................
18.000
Wind
Elevation on
right column (feet) ...............................
18.000
Total
frame width
(feet) .............................................
40.000
Total
building length (feet) ........................................
90.000
Number of primary wind loadings ..................................... 18
118
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 5
R-'Frame'Design Program - Version V5.08 Job : 14501A
Continue Wind Summary Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
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)
0.060
-1.620( 50.0%)
-1.080( 50.0%)
-0.980
--------------------------------------------------------------------------------
Wind Load WL2
Wind from left direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
1.160
-0.520( 50.0%)
0.020( 50.0%)
0.120
--------------------------------------------------------------------------------
Wind Load LWL1
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-1.030
-1.620( 50.0%)
-1.080( 50.0%)
-1.030
--------------------------------------------------------------------------------
Wind Load LWL2
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-1.030
-1.080( 50.0%)
-1.620( 50.0%)
-1.030
-=------------------------------------------------------------------------------
Wind Load LWL3
Longitudinal
wind
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.070
-0.520( 50.0%)
0.020( 50.0%)
0.070
--------------------------------------------------------------------------------
Wind Load LWL4
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.070
0.020( 50.0%)
-0.520( 50.0%)
0.070
--------------------------------------------------------------------------------
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)
-0.980
-1.080( 50.0%)
-1.620( 50.0%)
0.060
------------------
Wind Load WL4
-------------------------------------------------------------
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
--------------------------------------------------------------------------------
(Cp)
0.120
0.020( 50.0%)
-0.520( 50.0%)
1.160
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 119
applied fully to their respective rafter. 11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 6
R -Frame Design Program - Version V5.08 Job : 14501A
Load -Combinations Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
Load Combination
1)
DL +LL +COLL (SOA -L)
N
A
P
2)
DL +LL +COLL (SOA -R)
N
A
P
3)
1.0737DL +0.91EQ (SOA -L)
N
A
P
4)
1.0737DL +0.91EQ (SOA -R)
N
A
P
5)
1.0737DL-0.91EQ (SOA -L)
N
A
P
6)
1.0737DL=0.91EQ (SOA -R)
N
A
P
7)
1.0737DL +1.0737COLL +0.91EQ
(SOA -L)
N
A
P
8)
1.0737DL +1.0737COLL +0.91EQ
(SOA -R)
N
A
P
9)
1.0737DL +1.0737COLL-0.91EQ
(SOA -L)
N
A
P
10)
1.0737DL +1.0737COLL-0.91EQ
(SOA -R)
N
A
P
11)
0.5263DL +0.91EQ (SOA -L)
N
A
P
12)
0.5263DL +0.91EQ (SOA -R)
N
A
P
13)
0.5263DL-0.91EQ (SOA -L)
N
A
P
14)
0.5263DL-0.91EQ (SOA -R)
N
A
P
15)
0.7947DL +2.5EQ (SOA -L)
N
C
R P
16)
0.7947DL +2.5EQ (SOA -R)
N
C
R P
17)
0.7947DL -2.5EQ (SOA -L)
N
C
R P
18)
0.7947DL -2.5EQ (SOA -R)
N
C
R P
19)
1.3053DL +1.3053COLL +2.5EQ
(SOA -L)
N
C
R P
20)
1.3053DL +1.3053COLL +2.5EQ
(SOA -R)
N
C
R P
21)
1.3053DL +1.3053COLL -2.5EQ
(SOA -L)
N
C
R P
22)
1.3053DL +1.3053COLL -2.5EQ
(SOA -R)
N
C
R P
23)
0.7947DL +2.5EQ (SOA -L)
N
B
R P
24)
0.7947DL +2.5EQ (SOA -R)
N
B
R P
25)
0.7947DL -2.5EQ (SOA -L)
N
B
R P
26)
0.7947DL-2.5EQ (SOA -R)
N
B
R P
27)
1.3053DL +1.3053COLL +2.5EQ
(SOA -L)
N
B
R P
28)
1.3053DL +1.3053COLL +2.5EQ
(SOA -R)
N
B
R P
29)
1.3053DL +1.3053COLL -2.5EQ
(SOA -L)
N
B
R P
30)
1.3053DL +1.3053COLL -2.5EQ
(SOA -R)
N
B
R P
31)
0.7947DL +3.5EQ (SOA -L)
N
K
R P
32)
0.7947DL +3.5EQ (SOA -R)
N
K
R P
33)
0.7947DL -3.5EQ (SOA -L)
N
K
R P
34)
0.7947DL -3.5EQ (SOA -R)
N
K
R P
35)
1.3053DL +1.3053COLL +3.5EQ
(SOA -L)
N
K
R P
36)
1.3053DL +1.3053COLL +3.5EQ
(SOA -R)
N
K
R P
37)
1.3053DL +1.3053COLL -3.5EQ
(SOA -L)
N
K
R P
38)
1.3053DL +1.3053COLL -3.5EQ
(SOA -R)
N
K
R P
39)
DL +0.6WL1 (SOA -L)
N
A
P
40)
DL +0.6WL1 (SOA -R)
N
A
P
41")
DL +0.6WL2 (SOA -L)
N
A
P
42)
DL +0.6WL2 (SOA -R)
N
A
P
43)
DL +0.6LWL1 (SOA -L)
N
A
P
44)
DL +0.6LWL1 (SOA -R)
N
A
P
45)
DL +0.6LWL2 (SOA -L)
N
A
P
4.6)
DL +0.6LWL2 (SOA -R)
N
A
P
47)
DL +0.6LWL3 (SOA -L)
N
A
P
48)
DL +0.6LWL3 (SOA -R)
N
A
P
49)
DL +0.6LWL4 (SOA -L)
N
A
P
50)
DL +0.6LWL4 (SOA -R)
N
A
P
120
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai ' Page: F6- 7
R=Frame Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
Load Combination :
51)
DL +0.6WL3 (SOA -L)
N
A
P
52)
DL +0.6WL3 (SOA -R)
N
A
P
53)
DL +0.6WL4 (SOA -L)
N
A
P
54)
DL +0.6WL4 (SOA -R)
N
A
P
55)
0.6DL +0.6WL1 (SOA -L)
N
A
P
56)
0.6DL +0.6WL1 (SOA -R)
N
A
P
57)'
0.6DL +0.6WL2 (SOA -L)
N
A
P
58)
0.6DL +0.6WL2 (SOA -R)
N
A
P
59)
0.6DL +0.6LWL1 (SOA -L)
N
A
P
60)
0.6DL +0.6LWL1 (SOA -R)
N
A
P
61)
0.6DL +0.6LWL2 (SOA -L)
N
A
P
62)
0.6DL +0.6LWL2 (SOA -R)
N
A
P
63)
0.6DL +0.6LWL3 (SOA -L)
N
A
P
64)
0.6DL +0.6LWL3 (SOA -R)
N
A
P
65)
0.6DL +0.6LWL4 (SOA -L)
N
A
P
66)
0.6DL +0.6LWL4 (SOA -R)
N
A
P
67)
0.6DL +0.6WL3 (SOA -L)
N
A
P
68)
0.6DL +0.6WL3 (SOA -R)
N
A
P
69)
0.6DL +0.6WL4 (SOA -L)
N
A
P
70)
0.6DL +0.6WL4 (SOA -R)
N
A
P
71)
0.6MWL1
N
M
72)
0.6MWL2'
N
M
73)
DL +COLL +0.6WL1 (SOA -L)
N
A
P
74)
DL +COLL +0.6WL1 (SOA -R)
N
A
P
75)
DL +COLL +0.6WL2 (SOA -L)
N
A
P
76)
DL +COLL +0.6WL2 (SOA -R)
N
A
P
77)
DL +COLL +0.6LWL1 (SOA -L)
N
A
P
78)
DL +COLL +0.6LWL1 (SOA -R)
N
A
P
79)
DL +COLL +0.6LWL2 (SOA -L)
N
A
P
80)
DL +COLL +0.6LWL2 (SOA -R)
N
A
P
81)
DL +COLL +0.6LWL3 (SOA -L)
N
A
P
82)
DL +COLL +0.6LWL3 (SOA -R)
N
A
P
83)
DL +COLL +0.6LWL4 (SOA -L)
N
A
P
84)
DL +COLL +0.6LWL4 (SOA -R)
N
A
P
85)
DL +COLL +0.6WL3 (SOA -L)
N
A
P
86)
DL +COLL +0.6WL3 (SOA -R)
N
A
P
87)
DL +COLL +0.6WL4 (SOA -L)
N
A
P
88)
DL +COLL +0.6WL4 (SOA -R)
N
A
P
89)
DL +0.75LL +COLL +0.45WL1
(SOA -L)
N
A
P.
90)
DL +0.75LL +LOLL.+0.45WL1
(SOA -R)
N
A
P
91)
DL +0.75LL +COLL +0.45WL2
(SOA -L)
N
A
P
92)
DL +0.75LL +COLL +0.45WL2
(SOA -R)
N
A
P
93)
DL +0.75LL +COLL +0.45LWL1
(SOA -L)
N
A
P
94)
DL +0.75LL +COLL +0.45LWL1
(SOA -R)
N
A
P
95)
DL +0.75LL +COLL +0.45LWL2
(SOA -L)
N
A
P
96)
DL +0.75LL +COLL +0.45LWL2
(SOA -R)
N
A
P
97)
DL +0.75LL +COLL +0.45LWL3
(SOA -L)
N
A
P
98)
DL +0.75LL +COLL +0.45LWL3.
(SOA -R)
N
A
P
99)
DL +0.75LL +COLL +0.45LWL4
(SOA -L)
N
A
P
100)
DL +0.75LL +COLL +0.45LWL4
(SOA -R)
N
A
P
121
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 8
R=Frame Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
Load Combination
101) DL +0.75LL +COLL +0.45WL3 (SOA -L)
102) DL +0.75LL +COLL +0.45WL3 (SOA -R)
103) DL +0.75LL +COLL +0.45WL4 (SOA -L)
104) DL +0.75LL +COLL +0.45WL4 (SOA -R)
105) LL
106) 0.6WL1D
107) 0.6WL2D
108) 0.6LWL1D
109) 0.6LWL2D
-110) 0.6LWL3D
111) 0.6LWL4D
112) 0.6WL3D
113) 0.6WL4D
114) 1.3053DL +EQ
115) 1.3053DL -EQ
116) 0.7947DL +EQ
117) 0.7947DL -EQ
118) 1.3053DL +1.3053COLL +EQ
119) 1.3053DL +1.3053COLL -EQ
N A P
N A P
N A P
N A P
D
D
D
D
D
D
D
D
D
D E
D E
D E
D E
D E
D E
122
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 9
R -Frame Design Program - Version V5.08 Job : 14501A
Continue Load Comb Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
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 `
WL1D =
Lateral Primary Wind
Load
at Service Level
WL2D =
Lateral Primary Wind
Load
at Service Level
LWL1D =
Longitudinal Primary
Wind
Load at Service Level
LWL2D.=
Longitudinal Primary
Wind
Load at Service Level
LWL3D =
Longitudinal Primary
Wind
Load at Service Level
LWL4D =
Longitudinal Primary
Wind
Load at Service Level
WL3D .=
Lateral Primary Wind
Load
at Service Level
WL4D
Lateral Primary Wind
Load
at Service Level
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
123
11/03/2015
Star Building. Systems, OKC, OK User: yxyanothai Page:. F6--10
R'Frame Design Program - Version V5.08 Job : 14501A
User Load Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
* USER INPUT LOADS
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH.
NO. START END
1 RC EQDW GLOB M C 18.000 0.4200 0.0000 0.000
124
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 11
R-Fr4me'Design Program - Version V5.08 Job : 14501A
Load Report File: frame_4.fra Date: il/ 2/15
cs 40./18./15..583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
18.000
0.4200
N/A
0.000
2
LR
DL
XREF
Y
U
0.000
-0.0412
N/A
0.000
3
RR
DL
XREF
Y
U
0.000
-0.0412
N/A
0..000
4
LC
SW
GLOB
Y
U
0.000
-0.0178
N/A
0.000
5
LR
SW
GLOB
Y
U
0.000
-0.0137
N/A
0.000
6
RC
SW
GLOB
Y
U
0.000
-0.0142
N/A
0.000
7
RR
SW
GLOB
Y
U
0.000
-0.0137
N/A
0.000
8
LR
LL
XREF
Y
U
0.000
-0.1870
N/A
0.000
9
RR
LL
XREF
Y
U
0.000
-0.1870
N/A
0.000
10
LR
COLL
XREF
Y
U
0.000
-0.0545
N/A
0.000
11
RR
COLL
XREF
Y
U
0.000
-0.0545
N/A
0.000
12
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
13
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
14
LC
WL1
MEMB
Y
U
0.000
-0.0014
N/A
0.000
15
RC
WL1
MEMB
Y
U
0.000
0.3547
N/A
0.000
16
LR
WL1
MEMB
Y
U
0.000
0.5863
N/A
0.000
17
RR
WL1
MEMB
Y
U
0.000
0.3909
N/A
0.000
18
LC
WL2
MEMB
Y
U
0.000
-0.0269
N/A
0.000
19
RC
WL2
MEMB
Y
U
0.000
-0.0434
N/A
0.000
20
LR
WL2
MEMB
Y
U
0.000
0.1882
N/A
0.000
21
RR
WL2
MEMB
Y
U
0.000
-0.0072
N/A
0.000
22
LC
LWL1
MEMB
Y
U
0.000
0.0239
N/A
0.000
23
RC
LWL1
MEMB
Y
U
0.000
0.3728
N/A
0.000
24
LR
LWL1
MEMB
Y
U
0.000
0.5863
N/A
0.000
25
RR
LWL1
MEMB
Y
U
0.000
0.3909
N/A
0.000
26
LC
LWL2
MEMB
Y
U
0.000
0.0239
N/A
0.000
27
RC
LWL2
MEMB
Y
U
0.000
0.3728
N/A
0.000
28
LR
LWL2
MEMB
Y
U
0.000
0.3909
N/A
0.000
29
RR
LWL2
MEMB
Y
U
0.000
0.5863
N/A
0.000
30
LC
LWL3
MEMB
Y
U
0.000
-0.0016
N/A
0.000
31
RC
LWL3
MEMB
Y
U
0.000
-0.0253
N/A
0.000
32
LR
LWL3
MEMB
Y
U
0.000
0.1882
N/A
0.000
33
RR
LWL3
MEMB
Y
U
0.000
-0.0072
N/A
0.000
34
LC
LWL4
MEMB
Y
U
0.000
-0.0016
N/A
0.000
35
RC
LWL4
MEMB
Y
U
0.000
-0.0253
N/A
0.000
36
LR
LWL4
MEMB
Y
U
0.000
-0.0072
N/A
0.000
37
RR
LWL4
MEMB
Y
U
0.000
0.1882
N/A
0.000
38
LC
MWL1
MEMB
Y
U
0.000
-0.0080
N/A
0.000
39
RC
MWL1
MEMB
Y
U
0.000
0.1247
N/A
0.000
40
LR
MWL1
GLOB
X
U
0.000
0.0052
N/A
0.000
41
RR
MWL1
GLOB
X
U
0.000
0.0052
N/A
0.000
42
LC
MWL2
MEMB
Y
U
0.000
0.0080
N/A
0.000
43
RC
MWL2
MEMB
Y
U
0.000
-0.1247
N/A
0.000
44
LR
MWL2
GLOB
X
U
0.000
-0.0052
N/A
0.000
45
RR
MWL2
GLOB
X
U
0.000
-0.0052
N/A
0.000
46
LC
WL3
MEMB
Y
U
0.000
0.0228
N/A
0.000
47
RC
WL3
MEMB
Y
U
0.000
-0.0217
N/A
0.000
48
LR
WL3
MEMB
Y
U
0.000
0.3909
N/A
0.000
49
RR
WL3
MEMB
Y
U
0.000
0.5863
N/A
0.000
501C
WL4
MEMB
Y
U
0.000
-0.0028
N/A
0.000
125
11/03/2015
Star
Building Systems,
OKC,
OK
User:
yxyanothai •
Page:
F6- 12
R-'Frame'Design Program
- Version
V5.08
Job :
14501A
Load
Report
File: frame_4.fra
Date:
11/ 2/15
cs 40./18./15.583
20./110./0.
Start
Time:
15:21:50
--------------------------------------------------------------------------------
51
RC
WL4
MEMB
Y
U
0.000
-0.4198
N/A
0.000
52
LR'
WL4
MEMB
Y
U
0.000
-0.0072
N/A
0.000
53
RR
WL4
MEMB
Y
U
0.000
0.1882
N/A
0.000
54
LC
WL1D
MEMB
Y
U
0.000
-0.0006
N/A
0.000
55
RC
WL1D
MEMB
Y
U
0.000
0.1519
N/A
0.000
56
LR.
WL1D
MEMB
Y
U
0.000
0.2512
N/A
0.000
57
RR
WL1D
MEMB
Y
U
0.000
0.1675
N/A
0.000
58
LC
WL2D
MEMB
Y
U
0.000
-0.0115
N/A
0.000
59
RC
WL2D
MEMB
Y
U
0.000
-0.0186
N/A
0.000
60
LR
WL2D
MEMB
Y
U
0.000
0.0806
N/A
0.000
61
RR
WL2D
MEMB
Y
U
0.000
-0.0031
N/A
0.000
62
LC
LWLiD
MEMB
Y
U
0.000
0.0102
N/A
0.000
63
RC
LWL1D
MEMB
Y
U
0.000
0.1597
N/A
0.000
64
LR
LWL1D
MEMB
Y
U
0.000
0.2512
N/A
0.000
65
RR
LWL1D
MEMB
Y
U
0.000
0.1675
N/A
0.000
66
LC
LWL2D
MEMB
Y
U
0.000
0.0102
N/A
0.000
67
RC
LWL2D
MEMB
Y
U
0.000
0.1597
N/A
0.000
68
LR
LWL2D
MEMB
Y
U
0.000
0.1675
N/A
0.000
69
RR
LWL2D
MEMB
Y
U
0.000
0.2512
N/A
0.000
70
LC
LWL3D
MEMB
Y
U
0.000
-0.0007
N/A
0.000
71
RC
LWL3D
MEMB
Y
U
0.000
-0.0109
N/A
0.000
72
LR
LWL3D
MEMB
Y
U
0.000
0.0806
N/A
0.000
'73
RR
LWL3D
MEMB
Y.
U
0.000
-0.0031
N/A
0.000
74
LC
LWL4D
MEMB
Y
U
0.000
-0.0007
N/A
0.000
75
RC
LWL4D
MEMB
Y
U
0.000
-0.0109
N/A
0.000
76
LR
LWL4D
MEMB
Y
U
0.000
-0.0031
N/A
0.000
77
RR
LWL4D
MEMB
Y
U
0.000
0.0806
N/A
0.000
78
LC
WL3D
MEMB
Y
U
0.000
0.0098
N/A
0.000
79
RC
WL3D
MEMB
Y
U
0.000
-0.0093
N/A
0.000
80
LR
WL3D
MEMB
Y
U
0.000
0.1675
N/A
0.000
81
RR
WL3D
MEMB
Y
U
0.000
0.2512
N/A
0.000
82
LC
WL4D
MEMB
Y
U
0.000
-0.0012
N/A
0.000
83
RC
WL4D
MEMB
Y
U
0.000
-0.1799
N/A
0.000
84,LR
WL4D
MEMB
Y
U
0.000
-0.0031
N/A
0.000
85
RR
WL4D
MEMB
Y
U
0.000
0.0806
N/A
0.000
126
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 13
R-'Frame"Design Program - Version V5.08 Job : 14501A
Seismic Summary Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
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) ..........
59.7000
Response Acceleration Coeff., for 1 sec. Periods (S1] (%g) .........
26.0000
Long -period Transition Period Time (TL] (seconds) ..................
16.0000
Seismic Performance Category ......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3224
Seismic Site Coefficient [Fv]......................................
1.8800
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7895
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4888
Design Spectral Response Accel., for Short Periods (Sds] (g) .......
0.5263
Design Spectral Response Accel., for 1 sec. Periods (Shc] (g) ......
0.3259
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) ...................................
18.8333
Seismic Fundamental Period (T] Used (seconds) ...................
0.2932
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] M .............
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) .....................................
5.4000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient (Cs) Used .............................
0.1504
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
2.113
Theta (Px*Ie*Delta/Vx/hx/Cd]........................................
0.009
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load =
2.994
Wall Weight =
0.000
Collateral Load =
2.182
Snow Load =
0.000
Rafter Crane Weight =
0.000
-------------------------------------
Total Roof Weight =
5.176 kips
User Mass Load (1) = 0.420
-------------------------------------
Total User Mass = 0.420 kips
127
Total Roof Weight = 5.176 11/03/2015
Total User Mass
0.420
Mezzanine Weight =
0.000
Col. Crane Weight =
0.000
-------------------------------------
TOTAL Bldg Weight =
5.596 kips
X
X
Seismic Coeff. =
0.1504
-------------------------------------
BASE SHEAR =
0.8415 kips
Seismic Load for Roof
at col # 1 =
0.3936
kips
Seismic Load for Roof
at col # 2 =
0.3836
kips
---------------------------------------------------
SEISMIC LOAD for Roof
in TOTAL =
0.7773
kips
Seismic Ld for Mass #
1 @ col # 1 =
0.0000
kips
.Seismic Ld for Mass #
1 @ col # 2 =
0.0643
kips
---------------------------------------------------
SEISMIC LOAD for Mass
in TOTAL =
0.0643
kips
128
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai. Page: F6- 14
R'Frame Design Program - Version V5.08 Job : 14501A
Continued Seismic Load Report Filer frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD�MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
86 LC
EQ
YREF
X
C
16.861
0.3936
N/A
0.000
.87 RC
EQ
YREF
X
C
16.856
0.3836
N/A
0.000
88 RC
EQ
YREF
X
C
18.000
0.0643
N/A
0.000
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 15
R`Frame Design Program - Version V5.08 Job : 14501A
Forces and Allowable Stresses Summary File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
----------------------------------------------------------------------------- --
Left Column Analysis Length = 16.86 ft Kx = 1.00 Weight = 300. lbs
Effective Ix = 208.1 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 8.000 12.871 6.00x 0.2500 0.1340 6.00x 0.2500 2.32 55.0
2 6.42 12.871 16.000 6.00x 0.3750 0.1850 6.00x 0.2500 2.32 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
-----------------------------------------------------------------------
107 5.5 26.6 2.8 32.9 15.4 35.6 8.5. 0.13 0.92 0.41 0.92 61
206 -5.4 -36.2 -2.3 5.8 33.3 14.6 10.5 0.05 0.39 0.96 0.96 103
--------------------------------------------------------------------------------
Left Rafter Analysis Length = 19.44 ft Kx = 1.00 Weight = 267. lbs
Effective Ix = 103.3 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 8.76 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
4 10.00 11.500 11.500 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
----------------------------------=---------------------------------------------
301 3.4 42.0 -5.0 32.9 34.5 36.6 10.7 0.29 0.86 0.81 0.86 61
409 -1.9 22.6 0.2 13.0 34.5 31.4 10.7 0.01 0.48 0.52 0.52 2
--------------------------------------------------------------------------------
Right Column Analysis Length = 16.86 ft Kx = 1.00 Weight = 239. lbs
Effective Ix = 112.3 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 8.000 11.049 5.00x 0.2500 0.1340 5.00x 0.2500. 1.46 55.0
6 6.40 11.049 13.000 5.00x 0.2500 0.1850 5.00x 0.2500 1.46 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
--------------------------------------------------------------------------------
507 1.9 17.8 1.3 35.0' 34.5 31.4 13.2 0.05 0.41 0.46 0.46 69
606 -6.0 -30.2 -1.9 17.9 37.7 33.7 15.9 0.03 0.49 0.54 0.54 2
----------------=-----------------------'----------------------------------------
130
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 16
R -Frame Design Program - Version V5.08 Job : 14501A
Forces and Allowable Stresses Summary File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 19.50 ft Kx = 1.00 Weight = 268. lbs
Effective Ix = 103.3 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 9.02 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
8 10.00 ; 11.500 11.500 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
--------------------------------------------------------------------------------
701 -2.3 -28.0 5.5 22.9 36.6 34.5 10.7 0.32 0.55 0.58 0.58 2
805 3.2 -21.5 -0.1 .35.0 31.4 24.1 10.7 0.01 0.51 0.64 0.64 61
TOTAL MEMBER WEIGHT = 1075. lbs
131
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6- 17
R'Frame Design Program - Version V5.08 Job : 14501A
Anchor Rod and Base Plate Design File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
LEFT EXTERIOR COLUMN 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, 1.5000
Plate Size : 6.0000x 8.5000x 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
6.420
38.436
55
0.17
Rod Shear
2.683
0.000
23.061
61
0.12
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Weld
Weld
Weld
Design
Loading Type (kips)
-----------------------------------------------------------------
Weld
Weld
Size
Length
Capacity
Force
Load
Check
.Location
(in.)
(in.)
(kips)
(kips)
No.
Ratio
Inner Flg
0.25000
6.000
22.274
2.365
55
0.11
Outer Flg
0.25000
6.000
22.274
2.365
55
0.11
Web Plate
0.18750
8.000
22.274
3.124
55
0.14
RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN
-------------------------------------------------------
-------------------------------------------------------
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.150 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 1.5000
Plate Size 6.0000x 8.5000x 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
5.682
38.436
67
0.15
Rod Shear 3.299
0.000
23.061
69
0.14
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.
-----------------------
2.169
2
0.12
Outer Flg
0.25000
5.000
18.562
1.988
67
0.11
Web Plate
0.18750
8.000
22.274
3.345
69
0.15
132
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai, Page: F6- 18
R'Frame Design Program - Version V5.08 Job : 14501A
Connection Report . File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
Vertical Knee Connection Q Left 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:
0.2500 in.
-----------------------
Plate: 6.00 x
0.5000 in.
0.2500 in.
Fy(Min)
50.0 ksi
- 11.540
Fu.
65.0 ksi
0.134 in.
Flanges:
Gage
- 3.000
O.S. - 6.00 x
0.2500 in.
to Flange:
I.S. - 5.68 x
0.2500 in.
- 1.833
Web Depth
- 11.540
in.
Web Thickness
0.185 in.
- 0.117
Gage
- 3.000
in.
Center of Bolt
to Flange:
- 1.916
Pf top (out)
- 1.917
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.832
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top'(ins)
- 1.874
in.
Pf bot (out)
- 1.751
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.000
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.999
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.000
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 85.2
degrees
Angle bot - 90.0
degrees
Controlling
Load Combinations:
-----------------------------
103) DL +0.75LL +COLL +0.45WL4
61) 0.6DL +0.6LWL2 (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 0.5000 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
- 11.540
in.
Web Thickness
0.134 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.833
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.916
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.792
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.117
in.
XBO bot (out)
- •1.750
in.
Pf bot (ins)
- 1.957
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.117
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 94.8 degrees
Angle bot - 85.2
degrees
Left Side Conn Right Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k-ft�) (kips) (kips)
-------------------------------------------------
-33.42 -2.19 5.06 -33.42 -2.19 5.06
42.00 2.97 -5.28 42.00 2.97 -5.28
6714 Plate Unity Check (O.S.) = 0.6714
8993 Plate Unity Check (I.S.) = 0.8993
133
11/03/2015
Star Building Systems,- OKC, OK User: yxyanothai Page: F6- 19
R-FrqLme Design Program - Version V5.08 Job : 14501A
Connection ReportFile: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
-------------------- -----------------------------------------------------------
Peak Connection @ Left 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
Fu 70.0 ksi
Flanges:
O.S. - 5.00 x
0.2500 in.
Weld
I.S. - 5.00 x
0.2500 in.
Weld
Web Depth
- 11.540
in.
Web Thickness
0.134 in.
Load Check
Gage
- 3.000
in.
Center of Bolt
to Flange:
No. Ratio
Pf top (out)
- 1.781
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.107
in.
XTO top (out)
- 1.750
in.
Pf top (ins)
- 1.968
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.107
in.
XTI top (ins)
- 1.999
in.
Pf bot (out)
- 1.844
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.107
in.
XBO bot (out)
- 1.875
in.
Pf bot (ins)
- 1.905
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.107
in.
XBI bot (ins)
- 1.874
in.
Bolt Spacing
- 3.000
in.
Angle top - 85.2 degrees
degrees
Angle bot - 94.8 degrees
Angle bot - 94.8
Controlling
Load Combinations:
-----------------------------
67) 0.6DL +0.6WL3 (SOA -L)
2) DL +LL +COLL (SOA -R)
Connection Design Summary:
Bolt Unity Check (O.S.) = 0
Bolt Unity Check (I.S.) = 0
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 5.00 x
0.2500 in.
Weld
I.S. - 5.00 x
0.2500 in.
Weld
Web Depth
- 11.540
in.
Web Thickness
0.134 in.
Load Check
Gage
- 3.000
in.
Center of Bolt
to Flange:
No. Ratio
Pf top (out)
- 1.781
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.107
in.
XTO top (out)
- 1.750
in.
Pf top (ins)
- 1.968
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0:107
in.
XTI top (ins)
- 1.999
in.
Pf bot (out)
- 1.844
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.107
in.
XBO bot (out)
- 1.875
in.
Pf bot (ins)
- 1.905
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.107
in.
XBI bot (ins)
- 1.874
in.
Bolt Spacing
- 3.000
in.
Angle top - 85.2
degrees
Angle bot - 94.8
degrees
Left Side Conn Right Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
-19.57 2.12 -0.55 -19.57 2.12 0.55
22.61 -1.87 -0.04 22.61 -1.87 0.04
.6890 Plate Unity Check (O.S.) = 0.6890
.7261 Plate Unity Check (I.S.) = 0.7261
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
22.4347
2 0.5372
134
11/03/2015
Outer Flg
Fillet -BS
0.1875
10.0000
41.7635 •
20.5715
67
0.4926
' Web Plate
Fillet -BS
0.1875
23.0797
64.2593
1.9893
61
0.0310
Right Side of Conn
Inner Flg
Fillet -BS
0.1875
10.0000
41.7635
22.4347
2
0.5372
Outer Flg
Fillet -BS
0.1875
10.0000
41.7635
20.5716
67
0.4926
Web Plate
Fillet -BS
0.1875
23.0797
64.2593
1.9893
61
0.0310
------------------------------------------------------------------------------
NS - Near side
weld, FS.- Far
side
weld, BS -
Both sides
weld.
135
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6-20
R-`Frame'Design Program - Version V5.08 Job : 14501A
Connection Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
Vertical Knee Connection @ 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: 6.00 x
0.5000 in.
Fy(Min)
50.0 ksi
Fu
65.0 ksi
in.
Flanges:
0.134 in.
O.S. - 5.00 x
0.2500 in.
in.
I.S. - 4.68 x
0.2500 in.
Web Depth
- 11.540
in.
Web Thickness
0.185 in.
in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
in.
Pf top (out)
- 1.917
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.832
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.751
in.
BFCD bot (out)
- 1.75.0
in.
Rise bot (out)
- 0.000
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.999
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.000
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 85.2
degrees
Angle bot - 90.0
degrees
Controlling
Load Combinations:
2) DL +LL +COLL (SOA -R)
67) 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 0.5000 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
- 11.540
in.
Web Thickness
0.134 in.
Gage
- 3.000
in.
Center of Bolt
to Flange:
Pf top (out)
- 1.833
in.
BFCD top (out)
- 1.750
in.
Rise top (out)
- 0.117
in.
XTO top (out)
- 1.875
in.
Pf top (ins)
- 1.916
in.
BFCD top (ins)
- 1.750
in.
Rise top (ins)
- 0.117
in.
XTI top (ins)
- 1.874
in.
Pf bot (out)
- 1.792
in.
BFCD bot (out)
- 1.750
in.
Rise bot (out)
- 0.117
in.
XBO bot (out)
- 1.750
in.
Pf bot (ins)
- 1.957
in.
BFCD bot (ins)
- 1.750
in.
Rise bot (ins)
- 0.117
in.
XBI bot (ins)
- 1.999
in.
Bolt Spacing
- 3.000
in.
Controlling Mode Thick
Plate
Angle top - 94.8
degrees
Angle bot - 85.2
degrees
Left Side Conn Right Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
-27.96 -1.87 5.63 -27.96 -1.87 5.63
23.84 1.57 -5.46 23.84 1.57 -5.46
.5612 Plate Unity Check (O.S.) = 0.5612
.5092 Plate Unity Check (I.S.) = 0.5092
136
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page F6- 21
R'Fr4me Design Program - Version V5.08 Job : 14501A
Knee and Stiffener Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
Left Knee Design
Knee Web Thickness
Bearing Stiffener Type
Bearing Stiffener at Knee
Column Cap Plate
Use 0.1850 in. Thick Web
Horizontal
2.7500 X 0.2500 in.
6.0000 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
16.055
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.1875
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.
x
16.000
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
10.207
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
10.207
in.
GMAW
on
FAR
Side
(STD.
WELD) .
Column Connection P1.:
0.1875
in.
x
11.540
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
---------------------------------------
0.1875 in. x 2.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
4
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
Right Knee Design
Knee Web Thickness
Bearing Stiffener Type
Bearing Stiffener at Knee
Column Cap Plate
Use 0.1850 in. Thick Web
Horizontal
2.2500 X 0.2500 in.
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
13.045
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.1875
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.
x
13.000
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
10.457
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:.
0.1875
in.
x
10.457
in.
GMAW
on
FAR
Side
(STD.'WELD)
Column Connection P1.:
0.1875
in.
x
11.540
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.
137
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F6--22
R-Prame�Design Program - Version V5.08 Job : 14501A
Flange Brace Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20./110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 1810 @ FLOOR 1 @ 716 @ FLOOR
1 @ 2'10
1 @ 718 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 4'4-3/8" @ EAVE 2 @ 414-3/8" @ EAVE
2 @ 510 2 @ 510
1 @ 113-1/4" @ PEAK 1 @ 113-1/4" @ 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 RAFTER 4:38 8.76 13.78 18.79
(C) (C) (N) (C)
RGT COLUMN 7.50 10.33
RGT RAFTER 4.38 8.76 13.78 18.79
(C) (C) (N) (C)
--------------------------------------------------------------------------------
"N" Indicates that No flange braces are located at the brace point
"C" Indicates that One 21lx2"x14 ga flange brace is located at the brace point
"$" Indicates that point is braced by a girt
--------------------------------------------------------------------------------
138
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F67. 23
R -Frame Design Program - Version V51.08 Job.: 14501A
Primary Deflection Report File: frame_4.fra Date: 11/ 2/15
cs 40./18./15.583 20../110./0. Start Time: 15:21:50
--------------------------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches)
PEAK DEFLECTIONS (Positive = Y:Upward)
------------------
y Y -Def
--------------------
Pos: Max 0.660 in.
Load Comb 112 ~
Defl. L/708
---------------------
Neg. Max -1.561 in.
` Load Comb 2
Def 1. L/299 ~
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
116 3.0
117 3.0
118 3.0
119 3.0
Vertical Clearance at the Left Knee is 16.4273 feet
Vertical Clearance at the Right Knee•is 16.4056 feet
139
11/03/2015
Ext. Left Col
Ext Right Col
X -Def
Y -Def
X -Def Y -Def
------------------------------------------------------------------------------
•Pos.
Max
2.354
0.013
2.652 0.014
Load
Comb
118
113
118 109
Defl.
H/ 85
H/ 76
--------------------------------------=---------------------------------------
.Neg.'
Max
-1.987•
-0.015
-1.897 -0.010
Load
Comb
117'
118
117 119
Defl.
H/101
H/106
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
-1.561
in: 20.00 ft.
0.661 in. 20.99 ft.
" Load
Comb
1
112
Defl.
------------------------------------------------------------------------------
------------------------------------------------------------------------------
L/299
L/706
PEAK DEFLECTIONS (Positive = Y:Upward)
------------------
y Y -Def
--------------------
Pos: Max 0.660 in.
Load Comb 112 ~
Defl. L/708
---------------------
Neg. Max -1.561 in.
` Load Comb 2
Def 1. L/299 ~
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
116 3.0
117 3.0
118 3.0
119 3.0
Vertical Clearance at the Left Knee is 16.4273 feet
Vertical Clearance at the Right Knee•is 16.4056 feet
139
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai •Page: F1- 1
R`Frame'Design Program - Version V5.08 Job : 14501A
Input Data Echo File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
J:\Active\eng\15-B-14501\ver01-yxyanothai\Bldg-A\
--------------------------------------------------------------------------------
VERSION V5.08
BRAND STAR
DESCRIPTION It 30./15.5/36.771 20./110./0.
FRAME_ID 1
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE
PRINT echo code loads base connection deflection boss profile seismic detail \
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT atw *JOB 14501A
ANALYZE none *DATASET members brace combinations wind -array connection base
BUILDING LABEL B
LOCATION frame lines 1 2 3
LATERAL GRID LABEL 1 2 3
LONGITUDINAL GRID LABEL D C
NUMBER FRAMES 1 *PRICE complete
TYPE It p cs 60. 60. left
MAIN GEOMETRY
WIDTH 40.20.
LENGTH 90.
EAVE 18. *ROOF SLOPE 1.
LEANTO LEFT GEOMETRY
WIDTH 30. 30.
LENGTH 61.1667
EAVE 15.5 *ROOF SLOPE 1.
GIRT DEPTH 8. 0. *PURLIN DEPTH B. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.105
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 34.225 13.971 5.728 4.601
CODE LABEL 2013 CALIFORNIA BUILDING CODE
BUILDING CODE IB12 U=Normal
DEAD LOAD 2.623 *COLLATERAL LOAD 3.5
LIVE LOAD 20. reduce
SNOW R=O. E=0.9 T=1. S=N WEL=65. WER=20. WML=50. WMR=20.
WIND CODE AS10
SEISMIC CODE AS10
SEISMIC LOAD S1=26. SS=59.7 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= 36.7712
WALL TRIBUTARY LEFT TR= 1. S=O. E=15.5
WALL TRIBUTARY RIGHT TR= 1. S=O. E=18.
DESIGN ASD10
LATERAL BRACE LENGTH 30.00
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. C=100. G=60. TE=50.
CANOPYL CFT=C FL=N PR=15. LEN=66.167 HT=15.5 CS=1. PD=8.25 FT=0.25 WH=23. \
CT=0.625 MN=8. 0.625 BAY=36.7712 DL=3.583 LL=20. WL1=-29.8446 -1.285 \
WL2=-29.8446 -1.285 LWL1=-16.0255 -0.69 LWL2=-8.5934 -0.37 LWL3=-7.6644 -0.33 \
LWL4=-0.2323 -0:01 MWL1=-29.8446 -1.285 MWL2=-8.5934 -0.37 WL3=-8.5934 -0.37 \
WL4=-8.5934 -0.3.7 WL1D=-12.7863 -1.285 WL2D=-12.7863 -1.285 LWL1D=-6.8658 \
-0.69 LWL2D=-3.6817 -0.37 LWL3D=-3.2836 -0.33 LWL4D=-0.0995 -0.01 \
WL3D=-3.6817 -0.37 WL4D=-3.6817 -0.37 140
SPLICE GUSSETS NA 11/03/2015
BRACING SIDES LC=3 RA=1 RC=1
BRACT ATTACHMENT FLANGE
FLANGE BRACE ATTACHMENT LC=O RA=O
GIRT SPACING
GIRT BRACE
PURLIN SPACING 2@4.1667 2@4.9167 4.8333 5.
PURLIN BRACE •C N C N C C
LEFT COLUMN
BASE W=8. T=0.375 L=12.5625 N=2 D=0.75
12. 0. 10. 8. 0.3125
0. 12. 0. 8. 0.625
LEFT RAFTER
CONNECTION 0=2P W=8. 6. T=0.375 0.25 D=0.5
10. 0. 0. 6. 0.25
0. 17. 10. 6. 0.25
17. 0. 10. 6. 0.25
0. 10. 4.6267 6. 0.25
CONNECTION 0=2P W=6. T=0.25 D=0.5
WIND LOAD WL1 23.225 0.2200 -0.8700 -0.5500
WIND LOAD WL2 23.225 0.5800 -0.5100 -0.1900
WIND LOAD LWL1 23.225 -0.6300 -0.8700 -0.5500
WIND LOAD LWL2 23.225 -0.6300 -0.5500 -0.8700
WIND LOAD LWL3 23.225 -0.2700 -0.5100 -0.1900
WIND LOAD LWL4 23.225 -0.2700 -0.1900 -0.5100
WIND LOAD MWL1 16.000 0.5000 0.5000 0.5000
WIND LOAD MWL2 16.000 -0.5000 -0.5000 -0.5000
WIND LOAD WL3 23.225 -0.4700 -0.5500 -0.8700
WIND LOAD WL4 23.225 -0.1100 -0.1900 -0.5100
WIND LOAD WL1D 9.950 0.2200 -0.8700 -0.5500
WIND LOAD WL2D 9.950 0.5800 -0.5100 -0.1900
WIND LOAD LWL1D 9.950 -0.6300 -0.8700 -0.5500
WIND LOAD LWL2D 9.950 -0.6300 -0.5500 -0.8700
WIND LOAD LWL3D 9.950 -0.2700 -0.5100 -0.1900
WIND LOAD LWL4D 9.950 -0.2700 -0.1900 -0.5100
WIND LOAD WL3D 9.950 -0.4700 -0.5500 -0.8700
WIND LOAD WL4D. 9.950 -0.1100 -0.1900 -0.5100
0.156
8.
0.25
0.25
8.
0.375
0.134
6.
0.25
0.134
6.
0.25
0.134
6.
0.25
0.134
6.
0.25
-0.4700
-0.1100
-0.6300
-0.6300
-0.2700
-0.2700
-0.5000
0.5000
0.2200
0.5800
-0.4700
-0.1100
-0.6300
-0.6300
-0.2700
-0.2700
0.2200
0.5800
LOAD COMBINATIONS
1)1. DL 1. COLL 1. PLLL1 *DEFL 60. 120.
2)1. DL 1. COLL *DEFL 60. 120.
3)1. DL 1. LL 1. COLL *DEFL 60. 120.
4)1.07368 DL 0.91 EQ *DEFL 50. 120.
5)1.07368 DL -0.91 EQ *DEFL 50. 120.
6)1.07368 DL 1.07368 COLL 0.91 EQ *DEFL 50. 120.
7)1.07368 DL 1.07368 COLL -0.91 EQ *DEFL 50. 120.
8)0.52632 DL 0.91 EQ *DEFL 50. 120.
9)0.52632 DL -0.91 EQ *DEFL 50. 120.
10)0.79474 DL 2.5 EQ *TYPE R *APP C
11)0.79474 DL -2.5 EQ *TYPE R *APP C
12)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP C
13)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP C
14)0.79474 DL 2.5 EQ *TYPE R *APP B
15)0.79474 DL -2.5 EQ *TYPE R *APP B
16)1.30526 DL 1.30526 COLL 2.5 EQ *TYPE R *APP B
17)1.30526 DL 1.30526 COLL -2.5 EQ *TYPE R *APP B
18)1. DL 0.6 WL1
19)1. DL 0.6 WL2
20)1. DL 0.6 LWL1
21)1. DL 0.6 LWL2
22)1. DL 0.6 LWL3
23)1. DL 0.6 LWL4
24)1. DL 0.6 WL3
25)1. DL- 0.6 WL4
30.000 Left
30.000 Left
30.000
30.000
30.000
30.000
0.000
0.000
30.000 Right
30.000 Right
30.000 Left
30.000 Left
30.000
30.000
30.000
30.000
30.000 Right
30.000 Right
141
11/03/2015
26)0.6 DL 0.6 WL1
27) 0.6 DL 0.6 WL2
28)0.6 DL 0.6 LWL1
29)0.6 DL 0.6 LWL2
30)0.6 DL 0.6 LWL3
31)0.6 DL 0.6 LWL4
32)0.6 DL 0.6 WL3
33)0.6 DL 0.6 WL4
34)0.6 MWL1 *TYPE M
35)0.6 MWL2 *TYPE M
36)1. DL 1. COLL 0.6
WL1
37)1. DL 1. COLL 0.6
WL2
38)1. DL 1. COLL 0.6
LWL1'
39)1. DL 1. COLL 0.6
LWL2
40)1. DL 1. COLL 0.6
LWL3
41)1. DL 1. COLL 0.6
LWL4
42)1. DL 1. COLL 0.6
WL3
43)1. DL 1. COLL 0.6
WL4
44)1. DL 0.75 LL 1.
COLL
0.45
WL1
45)1. DL 0.75 LL 1.
COLL
0.45
WL2
46)1. DL 0.75 LL 1.
COLL
0.45
LWL1
47)1. DL 0.75 LL 1.
COLL
0.45
LWL2
48)1. DL 0.75 LL 1.
COLL
0.45
LWL3
49)1. DL 0.75 LL 1.
COLL
0.45
LWL4
50)1. DL 0.75 LL 1.
COLL
0.45
WL3
51)1. DL. 0.75 LL 1.
COLL
0.45
WL4
52)1. DL 1. COLL
53)1. DL 1. COLL
54)1. LL *DEFL 60.
180.
*TYPE D
55)0.6 WL1D *DEFL
60.
180.
*TYPE D
56)0.6 WL2D *DEFL
60.
180.
*TYPE D
57)0.6 LWL1D *DEFL.
60.
180.
*TYPE D
58)0.6 LWL2D *DEFL
60.
180.
*TYPE D
59)0.6 LWL3D *DEFL
60.
180.
*TYPE D
60)0.6 LWL4D *DEFL
60.
180.
*TYPE D
61)0.6 WL3D *DEFL
60.
180.
*TYPE D
62)0.6 WL4D *DEFL
60.
180.
*TYPE D
63)1.30526 DL 1. EQ
*DEFL
40.
0. *TYPE D
*EQCD 3.0
64)1.30526 DL -1. EQ
*DEFL
40. 0. *TYPE D
*EQCD 3.0
65)0.79474 DL 1. EQ
*DEFL
40.
0. *TYPE D
*EQCD 3.0
66)0.79474 DL -1. EQ
*DEFL
40. 0. *TYPE D
*EQCD 3.0
67)1.30526 DL 1.30526
COLL
1.
EQ *DEFL 40.
0. *TYPE D *EQCD 3.0
68)1.30526 DL 1.30526
COLL
-1.
EQ *DEFL 40.
0. *TYPE D *EQCD 3.0
END
142
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page F1- 2
R'Frame' Design Program - Version V5.08 Job : 14501A
Building Grid label legend File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
Building Grid Label Legend
Building B
Frame Number 1
No. of Frames 1
Left Column Column @ * - D
Right Support Support @ * - C
*Frames 'located'-@ 1
_ a
143
11/03/2015
+
143
11/03/2015
Star Building Systems, OKC, OK
RIFra:me Design Program -.Version V5.08
Code Summary Report
It 30./15.5/36.771 20./110./0.
User: yxyanothai Page: F1- 3
Job : 14501A
File: ltfral_1_2_3.fra Date: 11/ 2/15
Start Time: 16:00:21
Building :B
Frame Number :1 Location: frame lines 1 2 3
No. of Frames: 1
2013 CALIFORNIA BUILDING CODE
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 (feet) ............................................. 15.500
Horizontal width from left to'right steel line (feet) ............... 30.000
Horizontal distance to ridge from left side (feet).................. 30.000
Roof Slope Left (rise:12)........................................... 1.000
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). ...................... 0.000
Tributary Width left side (feet) .................................... 1.000
..................................from Height 0.00 to Height 15.50
Tributary Width roof (feet) ......................................... 36.771
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').....................................
2.623
Frame Rafter Dead Weight (psf)......................................
0.444
Total Roof Dead Weight (psf)........................................
3.067
Collateral Load to Frame Rafter (psf) ...............................
3.500
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 Entered (Ce] ..................................
0.900
Snow Importance Factor [I] -- Standard Use Category .................
1.000
Snow Thermal Factor Entered [Ctl -- 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
PATTERN LIVE LOADING(s)
-----------------------
1) Any two adjacent spans loaded with 100% of the roof load & all the 144
remaining spans loaded with 0% (min. of 3 spans) . 11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 4
R'Frame Design Program - Version V5.08 Job : 14501A
Wind Summary Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
2013 CALIFORNIA BUILDING CODE
Main Windforce-resisting system Per
ASCE 7 Standard .
2010 Edition
Eave height Left (feet) ..............................................
Wind Elevation on -left column (feet) ................................
Wind Elevation on right column (feet) ...............................
Total frame width (feet) ............................................
Total building length (feet)............ ......... .
Number of primary wind loadings ....................................
15.500
18.000
18.000
30.000
61.167
18
146
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 5
R_Frame Design Program - Version V5.08 Job : 14501A
Continue Wind Summary Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
------------------------------------ --------------------------------------------
2013 CALIFORNIA BUILDING CODE
Main Windforce-resisting system Per
ASCE 7 Standard
2010 Edition
*** PRIMARY WIND COEFFICIENTS FOR LEAN-TO FRAME ***
--------------------------------------------------------------------------------
Wind Load WL1
Wind from left direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
--------------------------------------------------------------------------------
(Cp)
0.220
-0.870(100.0%)
-0.550( 0.0%).
-0.470
Wind Load WL2
Wind from left direction
*******************
Left Wall
Left Rafter
Right.Rafter
Right Wall
Primary Coeff.
(Cp)
0.580
-0.510(100.0%)
-0.190( 0.0%)
-0.110
Wind Load LWL1
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
.(Cp)
-0.630
-0.870(100.0%).
-0.550( 0.0%)
-0.630
--------------------------------------------------------------------------------
Wind Load LWL2
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.630
-0.550(100.0°%)
-0.870( 0.0%)
-0.630
--------------------------------------------------------------------------------
Wind Load LWL3
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary .Coeff.
(Cp)
-0.270
-0.510(100.0%)
-0.190( 0.0%)
-0.270
--------------------------------------------------------------------------------
Wind Load LWL4
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
' (Cp)
-0.270
-0.190(100.0%)
-0.510( 0.0%)
7-0.270
--------------------------------------------------------------------------------
Wind Load MWL1
Min. Wind from left dir.
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.500
0.500
0.500
-0.500
--------------------------------------------------------------------------------
Wind Load MWL2
Min. wind from right dir.
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.500
-0.500
-0.500
0.500
--------------------------------------------------------------------------------
Wind Load WL3
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.470
-0.550(100.0%)
-0.870( 0.0%)
0.220
--------------------------------------------------------------------------------
Wind Load WL4
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
--------------------------------------------------------------------------------
(Cp)
-0.110
-0.190(100.0%)
-0.510( 0.0%)
0.580
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 147
applied fully to their respective rafter. 11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 6
R-Fr�Lme Design Program - Version V5.08 Job : 14501A
Load Combinations Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
Load Combination :
------------------
1) DL +COLL +PLLL1
2) DL +COLL
3) DL +LL +COLL
4) 1.0737DL +0.91EQ
5) 1.0737DL-0.91EQ
6) 1.0737DL +1.0737COLL +0.91EQ
7) 1.0737DL +1_0737COLL-0.91EQ
8) 0.5263DL +0.91EQ
9) 0.5263DL-0.91EQ
10) 0.7947DL +2.5EQ
11) 0.7947DL -2.5EQ
12) 1.3053DL +1.3053COLL +2.5EQ
13) 1.3053DL +1.3053COLL -2.5EQ
14) 0.7947DL +2.5EQ
15) 0.7947DL -2.5EQ
16) 1.3053DL +1.3053COLL +2.5EQ
17) 1.3053DL +1.3053COLL -2.5EQ
18) DL +0.6WL1
19) DL +0.6WL2
20) DL +0.6LWL1
21) DL +0.6LWL2
22) DL +0.6LWL3
23) DL +0.6LWL4
24) DL +0.6WL3
25) DL +0.6WL4
26) 0.6DL +0.6WL1
27) 0.6DL +0.6WL2
28) 0.6DL +0.6LWL1
29) 0.6DL +0.6LWL2
30) 0.6DL +0.6LWL3
31) 0.6DL +0.6LWL4
32) 0.6DL +0.6WL3
33) 0.6DL +0.6WL4
34) 0.6MWL1
35) 0.6MWL2
36) DL +COLL +0.6WL1
37) DL +COLL +0.6WL2.
38) DL +COLL +0.6LWL1
39) DL +COLL +0.6LWL2
40) DL +COLL +0.6LWL3
41) DL +COLL +0.6LWL4
42) DL +COLL +0.6WL3
43) DL +COLL +0.6WL4
44) DL +0.75LL +COLL +0.45WL1
45) DL +0.75LL +COLL +0.45WL2
46) DL +0.75LL +COLL +0.45LWL1
47) DL +0.75LL +COLL +0.45LWL2
48) DL +0.'75LL +COLL +0.45LWL3
49) DL +0.75LL +COLL +0.45LWL4
50) DL +0.75LL +COLL +0.45WL3
N A
N A
N A
N A
N A
N A
N A
N A
N A
N C R
N C R
N C R
N C R
N B R
N B R
N B R
N B R
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A.
N A
N A
N A
N A
N M
N M
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
N A
148
11/03/2015
Star Building Systems, OKC, OK
User: yxyanothai Page:
F1- 7
R -Frame Design Program - Version V5.08
Job :
14501A
Continue Load Comb Report
File: ltfral_1_2_3.fra Date:
11/ 2/15
It 30./15.5/36.771 20./110./0.
--------------------------------------------------------------------------------
Start Time:
16:00:21
Load Combination
------------------
51) DL +0.75LL +COLL +0.45WL4
N A
52) DL +COLL
N A
" 53) DL +COLL r
N A
54 ) LL
D
55) 0'.6WL1D
D
56) 0.6WL2D
D
51) 0.6LWL1D
D
58) 0.6LWL2D
D
59) 0.6LWL3D
D
60) 0.6LWL4D
D
61) 0.6WL3D
D
62) 0.6WL4D
D
63) 1.3053DL +EQ
D E
64) 1.3053DL -EQ
D E
65) 0.7947DL +EQ
D E
66) 0.7947DL -EQ
D E'
67) 1.3053DL +1.3053COLL +EQ
D E
'68) 1.3053DL +1.3053COLL -EQ
D E
0
149
11/03/2015
Star Building Systems, OKC, OK ,User: yxyanothai Page: F1- 8
R'Frame Design Program - Version V5.08 Job 14501A
Continue Load Comb Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
Where
DL = Roof Dead Load
COLL = Roof Collateral Load
PLLL1 = Pattern Live Load Left Leanto/Canopy [PLLLxx]
LL Roof Live 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
WL1D = Lateral Primary Wind Load at Service Level
WL2D = Lateral Primary Wind Load at Service Level
LWL1D = Longitudinal Primary Wind Load at Service Level
LWL2D = Longitudinal Primary Wind Load at Service Level
LWL3D = Longitudinal Primary Wind Load at Service Level
LWL4D = Longitudinal Primary Wind Load at Service Level.
WL3D = Lateral Primary Wind Load at Service Level
WL4D = Lateral Primary Wind Load at Service Level
.Combination Descriptions
--------------------------
N= No 1/3 Increase in Allowable for Combination
B=Base Only Combination
A= Allowable Strength Design Combination - ASD10
C= Column Only Combination for -Seismic
D= Deflection Only Combination
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
150
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 9
R -Frame Design Program - Version V5.08 Job : 14501A
Canopy Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
------------------------------------------=-------------------------------------
Left Side Canopy Data
Canopy #1 : At Eave Canopy w/ Non -Flush purlin
Width (horizontal projection from steel line) (feet)...... 15.0000
Length (used for drifting snow only) (feet) ............... 66.1670
Canopy bay site (feet) .................................... 36.7712
Roof height at the wall(feet)............................. 15.5000
Roof height at the free end (feet)..... ........... 14.2500
Roof slope (rise:12)...................................... 1.0000
Purlin depth (inches) .................................... 8.2500
Minimum column outer flange width (inches) ............... 8.0000
Minimum column outer flange thickness (inches) 0.6250
Canopy beam flange thickness (inches) ..................... 0.2500
Canopy beam vertical web height at the steel line (inches) 23.0000
Connection plate thickness (inches) ....................... 0.6250
Canopy Design Loads
Snow Thermal Factor (Ct] -- Unheated Canopy
1.2000
Slippery & Unobstructed Canopy Roof Surface
No
Canopy Snow Slope Factor (Cs]
1.0000
Total Canopy Dead Load (psf)..............................
3.5830
Canopy Collateral Load (psf)..............................
0.0000
Canopy Live Load Entered (psf)............................
20.0000
Canopy Live Load Used (psf) ...............................
13.0000
Design Snow Load Used (psf) ...............................
0.0000
Unbalanced Snow Load Used (psf)...........................
0.0000
Canopy wind elevation (feet) ..............................
17.3750
Number of wind arrays ............................... ...
18
Canopy wind coefficients and design loads
Wind
Wind Coeff.
Design Load
Array
(psf)
WL1
-1.285
-29.84
WL2
-1.285
-29.84
LWL1
-0.690
-16.03
LWL2.
-0.370
-8.59
LWL3
-0.330
-7.66
LWL4
-0.010
-0.23
MWL1
-1.285
-29.84
MWL2
-0.370
-8.59
WL3
-0.370
-8.59
WL4
-0.370
-8.59
WL1D
-1.285
-12.79
WL2D
-1.285
-12.79
LWL1D
-0.690
-6.87
LWL2D
-0.370
-3.68
LWL3D
-0.330
-3.28
LWL4D
-0.010
-0.10
WL3D
-0.370
-3.68
WL4D
-0.370
-3.68
151
* CANOPY LOADS GENERATED 11/03/2015
-------------------------
LOAD.MEM
NAME
SYS
DIR
TYP
DIST.
INTENSITY
ECCEN.
DESCRIPTION
NO.
1
LC
DL
GLOB
Y
C
13.83
-1.976
-7.50
CANOPY
LOAD
2
LC
LL
GLOB
Y
C
13.83
-7.170
-7.50
CANOPY
LOAD
3
LC
RS
GLOB
Y
C
13.83
0.000
-7.50
CANOPY
LOAD
4
LC
LS
GLOB
Y
C
13.83
0.000
-7.50
CANOPY
LOAD
5
LC
WL1
GLOB
Y
C
13.83
16.461
-7.50
CANOPY
LOAD
6
LC
WL1
GLOB
X
G
13.83
-1.372
0.00
CANOPY
LOAD
7
LC
WL2
GLOB
Y
C
13.83
16.461
-7.50
CANOPY
LOAD
8
LC
WL2
GLOB
X
C
13.83
-1.372
0.00
CANOPY
LOAD
9
LC
LWL1
GLOB
Y
C
13.83
8.839
-7.50
CANOPY
LOAD
10
LC
LWL1
GLOB
X
C
13.83
-0.737
0.00
CANOPY
LOAD
11
LC
LWL2
GLOB
Y
C
13.83
4.740
-7.50
CANOPY
LOAD
12
LC
LWL2
GLOB
X
C
13.83
-0.395
0.00
CANOPY
LOAD
13
LC
LWL3
GLOB
Y
C
13.83
4.227
-7.50
CANOPY
LOAD
14
LC
LWL3
GLOB
X
C
13.83
-0.352
0.00
CANOPY
LOAD
15
LC
LWL4
GLOB
Y,
C
13.83
0.128
-7.50
CANOPY
LOAD
16
LC
LWL4
GLOB
X
C
13.83
-0.011
0.00
CANOPY
LOAD
17
LC '
MWL1
GLOB
Y
C
13.83
16.461
-7.50
CANOPY
LOAD
18
LC
MWL1
GLOB
X
C
13.83
-1.372
0.00
CANOPY
LOAD
19
LC
MWL2
GLOB
Y
C
13.83
4.740
-7.50
CANOPY
LOAD
152
11/03/2015
153
t
11/03/2015
f
Star
Building
Systems,
OKC, OK
User: yxyanothai
Page:
F1- 10
R- 'Frame
Design
Program
-
Version
V5.08
Job :
14501A
Continued
Canopy
Report
File:
ltfral_1_2_3.fra
Date:
11/ 2/15
It
--------------------------------------------------------------------------------
30./15.5/36.771
20./110./0.
Start Time:
16:00:21
* CANOPY
LOADS GENERATED
(continued)
-------------------------
LOAD
MEM
NAME
SYS
DIR TYP
DIST.
INTENSITY ECCEN.
DESCRIPTION
NO.
20
LC
MWL2
GLOB
X
C
13.83
-0.395
0.00
CANOPY
LOAD
21
LC
WL3
GLOB
Y
C
13.83
4.740
-7.50
CANOPY
LOAD
22
LC
WL3
GLOB
X
C
13.83•
-0.395
0.00
CANOPY
LOAD
23
LC
WL4
GLOB
Y
C
13.83
4.740
-7.50
CANOPY
LOAD
24
LC
WL4
GLOB
X
C
13.83
-0.395
0.00
CANOPY
LOAD
25
LC
WL1D
GLOB
Y
C
13.83
7.053
-7.50
CANOPY
LOAD
26
LC
WL1D
GLOB
X
C
13.83
-0.588
0.00
CANOPY
LOAD
.27
LC
WL2D
GLOB
Y
C
13.83
7.053
-7.50
CANOPY
LOAD
28
LC
WL2D
GLOB
X
C
13.83
-0.588
0.00
CANOPY
LOAD
29
LC
LWL1D
GLOB
Y
C
13.83
3.787
-7.50
CANOPY
LOAD
30
LC
LWL1D
GLOB
X
C
13.83
-0.316
0.00
CANOPY
LOAD
31
LC
LWL2D
GLOB
Y
C
13.83
2.031
-7.50
CANOPY
LOAD
32
LC
LWL2D
GLOB
X
C
13.83
-0.169
0.00
CANOPY
LOAD
33
LC
LWL3D
GLOB
Y
C
13.83
1.811
-7.50
CANOPY
LOAD
34
LC
LWL3D
GLOB
X
C
13.83
-0.151
0.00
CANOPY
LOAD•
35
LC
LWL4D
GLOB
Y
C
13.83
0.055
-7.50
CANOPY
LOAD
36
LC
LWL4D
GLOB
X
C
13.83
-0.005
0.00
CANOPY
LOAD
37
LC
WL3D
GLOB
Y
C
13.83
2.031
-7.50
CANOPY
LOAD
38
• LC
WL3D
GLOB
X
C
13.83
-0.169
0.00
CANOPY
LOAD
39
LC
WL4D
GLOB
Y
C
13.83
2.031
-7.50
CANOPY
LOAD
40
LC
WL4D
GLOB
X
C
13.83
-0.169
0.00
CANOPY
LOAD
153
t
11/03/2015
f
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 11
R-FrgLme Design Program - Version V5.08 Job : 14501A
Load Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
LC
DL
GLOB
Y
C
13.831
-1.9760
N/A
-7.500
2
LC
LL
GLOB
Y
C
13.831
-7.1700
N/A
-7.500
3
LC
RS
GLOB
Y
C
13.831
0.0000
N/A
-7.500
4
LC
LS
GLOB
Y
C
13.831
0.0000
N/A
-7.500
5
LC
WL1
GLOB
Y
C
13.831
16.4610
N/A
-7.500
6
LC
WL1
GLOB
X
C
13.831
-1.3720
N/A
0.000
7
LC
WL2
GLOB
Y
C
13.831
16.4610
N/A
-7.500
8
LC
WL2
GLOB
X
C
13.831
-1.3720
N/A
0.000
9
LC
LWL1
GLOB
Y
C
13.831
8.8390
N/A
-7.500
10
LC
LWL1
GLOB
X
C
13.831
-0:7370
N/A
0.000
11
LC
LWL2
GLOB
Y
C
13.831
4.7400
N/A
-7.500
12
LC
LWL2
GLOB
X
C
13.831
-0.3950
N/A
0.000
13
LC
LWL3
GLOB
Y
C
13.831
4.2270
N/A
-7.500
14
LC
LWL3
GLOB
X
C
13.831
-0.3520
N/A
0.000
15
LC
LWL4
GLOB
Y
C
13.831
0.1280
N/A
-7.500
16
LC
LWL4
GLOB
X
C
13.831
-0.0110
N/A
0.000
17
LC
MWL1
GLOB
Y
C
13.831
16.4610
N/A
-7.500
18
LC
MWL1
GLOB
X
C
13.831
-1.3720
N/A
0.000
19
LC
MWL2
GLOB
Y
C
13.831
4.7400
N/A
-7.500
20
LC
MWL2
GLOB
X
C
13.831
-0.3950
N/A
0.000
21
LC
WL3
GLOB
Y
C
13.831
4.7400
N/A
-7.500
22
LC
WL'3
GLOB
X
C
13.831
70.3950
N/A
0.000
23
LC
WL4
GLOB
Y
C
13.831
4.7400
N/A
-7.500
24
LC
WL4
GLOB
X
C
13.831
-0.3950
N/A
0.000
25
LC
WL1D
GLOB
Y
C
13.831
7.0530
N/A
-7.500
26
LC
WL1D
GLOB
X
C
13.831
-0.5880
N/A
0.000
27
LC
WL2D
GLOB
Y
C
13.831
7.0530
N/A
-7.500
28
LC
WL2D
GLOB
X
C
13.831
-0.5880
N/A
0.000
29
LC
LWL1D
GLOB
Y
C
13.831
3.7870
N/A
-7.500
30
LC
LWL1D
GLOB
X
C
13.831
-0.3160
N/A
0.000
31
LC
LWL2D
GLOB
Y
C
13.831
2.0310
N/A
-7.500
32
LC
LWL2D
GLOB
X.
C
13.831
.-0.1690
N/A
0.000
33
LC
LWL3D
GLOB
Y
C
13.831
1.8110
N/A
-7.500
34
LC
LWL3D
GLOB
X
C
13.831
-0.1510
N/A
0.000
35
LC
LWL4D
GLOB
Y,
C
13.831
0.0550
N/A
-7.500
36
LC •
LWL4D
GLOB
X
C
13.831
-0.0050
N/A
0.000
37
LC
WL3D
GLOB
Y
C
13.831
2.0310
N/A
-7.500
38
LC
WL3D
GLOB
X
C
13.831
-0.1690
N/A
0.000
39
LC
WL4D
GLOB
Y
C
13.831
2.0310
N/A
-7.500
40
LC
WL4D
GLOB
X
C
13.831
-0.1690
N/A
0.000
41
LR
DL
XREF
Y
U
0.000
-0.0965
N/A
0.000
42
LC
SW
GLOB
Y
U
0.000
-0.0265
N/A
0.000
43
LR
SW
GLOB
Y
U
0.000
-0.0163
N/A
0.000
44
LR
LL
XREF
Y
U
0.000,
-0.4413
N/A
0.000
45
LR
PLLL1
XREF
Y
U
0.000
-0.4413
N/A
30.000
46
LR
COLL
XREF
Y
U
0.000
-0.1287
N/A
0.000
47
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
48
LC
WL1
MEMB
Y
U
0.000
-0.0051
N/A
0.000
49
LR
WL1
MEMB
Y
U
0.000
0.7430
N/A
0.000
50
LC
WL2
MEMB
Y
U
0.000
-0.0135
N/A
0.000
154
11/03/2015
Star
Building Systems,
OKC,-OK
User:
yxyanothai
Page:
F1- 12
R=Frame
Design Program
- Version
V5.08
Job :
14501A
Load
Report
File: ltfral_1
2_3.fra
Date:
11/ 2/15
It
30./15.5/36.771
20./110./0.
Start
Time:
16:00:21
--------------------------------------------------------------------------------
51
LR
WL2
MEMB
Y
U
0.000
0.4355
N/A
0.000
52
LC
LWL1
MEMB
Y
U
0.000
0.0146
N/A
0.000
53
LR
LWL1
MEMB
Y
U
0.000
0.7430 %
N/A
0.000
54
LC
LWL2
MEMB
Y
U
0.000
0.0146
N/A
0.000
55
LR
LWL2
MEMB
Y
U
0.000
0.4697
N/A
0.000
56
LC
LWL3
MEMB
Y
U
0.000
0.0063
N/A
0.000
57
LR
LWL3
MEMB
Y
U
0.000
0.4355
N/A
0.000
58
LC
LWL4
MEMB
Y
U
0.000
0.0063
N/A
0.000
59
LR
LWL4
MEMB
Y
U
.0.000
0.1623
N/A
0.000
60
LC
MWL1
MEMB
Y
U
0.000
-0.0080
N/A
0.000
61
LR
MWL1
GLOB
X
U
0.000
0.0244
N/A
0.000
62
LC
MWL2
MEMB
Y
U
0.000
0.0080
N/A
0.000
63
LR
MWL2
GLOB
X
U
0.000
-0.0244
N/A
0.000
64
LC
WL3
MEMB
Y
U
0.000
0.0109
N/A
0.000
65
LR
WL3
MEMB
Y
U
0.000
0.4697
N/A
0.000
66
LC
WL4
MEMB
Y
U
0.000
0.0026
N/A
0.000
67
LR
WL4
MEMB
Y
U
0.000
0.1623
N/A
0.000
68
LC
WL1D
MEMB
Y
U
0.000
-0.0022
N/A
0.000
69
LR
WL1D
MEMB
Y
U
0.000
0.3183
N/A
0.000
70
LC
WL2D
MEMB
Y
U
0.000
-0.0058
N/A
0.000
71
LR
WL2D
MEMB
Y
U
0.000
0.1866
N/A
0.000
72
LC
LWL1D
MEMB
Y
U
0.000
0.0063
N/A
0.000
73
LR
LWL1D
MEMB
Y
U
0.000
0.3183
N/A
0.000
74
LC
LWL2D
MEMB
Y
U
0.000
0.0063
N/A
0.000
75`LR
LWL2D
MEMB
Y
U
0.000
0.2012
N/A
0.000
76
LC
LWL3D
MEMB
Y
U
0.000
0.0027
N/A
0.000
77
LR
LWL3D
MEMB
Y
U
0.000
0.1866
N/A
0.000
78
LC
LWL4D
MEMB
Y
U
0.000
0.0027
N/A
0.000'
79
LR
LWL4D
MEMB
Y
U
0.000
0.0695
N/A
0.000
80
LC
WL3D
MEMB"
Y
U
0.000
0.0047
N/A
0.000
81
LR
WL3D
MEMB
Y
U
0.000
0.2012
N/A
0.000
82
LC
WL4D
MEMB
Y
U
0.000
0.0011
N/A
0.000
83
LR
WL4D
MEMB
Y
U
0.000
0.0695
N/A
0.000
155
11/03/2015
Star Building Systems, OKC, OK
R-!'rame'Design Program - Version V5.08
Seismic Summary Report
It 30./15.5/36.771 20./110./0.
2013 CALIFORNIA BUILDING CODE
Main Seismic Force Resisting System Per
ASCE 7 Standard
2010 Edition
User: yxyanothai Page: F1- 13
Job : 14501A
File: ltfral_1_2_3.fra Date: 11/ 2/15
Start Time: 16:00:21
Standard Risk Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) ..........
59.7000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) .......:.
26.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3224
Seismic Site Coefficient [Fv]......................................
1.8800
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7895
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4888
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.5263
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.3259
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) ...................................
16.7500
Seismic Fundamental Period [T] Used (seconds) ......................
0.2669
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] (s) .......................
0.00
Snow in Seismic Load Combinations [Min. Required] (%) ..............
0.00
Mezz. Live load in Seismic Force Calculations [Used] M ...........
0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (%) ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] (%) ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (°s) ...
100.00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .....................................
5.4000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1504
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
0.008
Theta [Px*Ie*Delta,/Vx/hx/Cd]........................................
0.000
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load =
4.418
Wall Weight =
0.000
Collateral Load =
1.999
Snow Load =
0.000
Rafter Crane Weight =
0.000
-------------------------------------
Total Roof Weight =
6.416 kips
Total Roof Weight = 6.416
Mezzanine Weight = 0.000
Col. Crane Weight = 0.000
-------------------------------------
156
11/03/2015
TOTAL Bldg Weight 6.416 kips
7{ X
Seismic Coeff. = 0.1504
-------------------------------------
BASE SHEAR = 0.9648 kips
Seismic Load for Roof at col # 1 = 0.9648 kips
Seismic Load for Roof at col # 2 = 0.0000 kips
---------------------------------------------------
SEISMIC LOAD for Roof in TOTAL = 0.9648 kips
* SEISMIC GENERAL LOAD CARDS GENERATED
---------------- - ---------------------
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH
NO. START END
84 LC EQ YREF X C 14.421 0.9648 N/A 0.000
157
11/03/2015
Star Building Systems, OKC, OK- User: yxyanothai Page: F1- 14
R'Frame!Design Program - Version V5.08 Job : 14501A
Forces and Allowable Stresses Summary File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
Left Column Analysis Length = 14.42 ft Kx = 1.00 Weight = 382. lbs
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 12.000 12.000 8.00x 0.3125 0.1560 8.00x 0.2500 0.00 55.0
2 4.02 12.000 12.000 8.00x 0.6250 0.2500 8.00x 0.3750 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
-------------------------------------------------------------- -----------------
107 9.5 -47.1 -4.8 32.9 33.0 25.6 13.3 0.18 0.55 0.80 0.80 34
204 9.5 -64.0 -4.8 32.9 29.5 37.1 19.8 0.07 0.44 0.48 0.48 34
Left Rafter Analysis Length 29.02 ft Kx = 1.00 Weight = 475. lbs
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
3 4.46 10.000 12.160 6.00x 0.2500 0.1340 6.00x 0.2500 2.31 55.0
4 10.00 12.160 17.000 6.00x 0.2500 0.1340 6.00x 0.2500 2.31 55.0
5 10.00 17.000 12.191 6.00x 0.2500 0.1340 6.00x 0.2500 -2.29 55.0
6 4.63 12.191 10.000 6.00x 0.2500 0.1340 6.00x 0.2500 ,-2.29 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
307 3.4 36.6 6.8 32.9 30.8 36.2 9.6 0.35 0.68 0.58 0.68 3
408 0.4 69.2 1.7 35.0 28.9 36.7 5.6 0.00 0.98 0.78 0.98 1
505 0.7 68.3 -2.0 35.0 29.1 36.7 5.8 0.02 0.99 0.79 0.99 1
601 4.5 37.6 -6.7 32.9 30.7 36.2 .9.5 0.34 0.70 0.59 0.70 3
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 858. lbs
158
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 15
R -'Frame Design Program - Version V5.08 Job : 14501A
Anchor Rod and Base Plate Design File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN
------------------------------------------------------
------------------------------------------------------
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)7 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 5.5625
Plate Size 8.0000x 12.5625x 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
14.109
38.436
26
0.37
Rod Shear
4.717
0.000
23.061
34
0.20
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
8.000
29.698
4.428
26
0.15
Outer Flg
0.31250
8.000
37.123
5.535
26
0.15
Web Plate
0.18750
12.000
33.411
5.724
26
0.17
159
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 16
R'Frame Design Program - Version V5.08 Job : 14501A
Connection Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5./36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
Vertical Knee Connection Q Left Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
. (O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data: Right Side of'Conn Data:
Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.2500 in.
Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi
Fu 70.0 ksi Fu 70.0 ksi
Flanges:
O.S. - 6.00.x 0.2500 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 10.052 in.
Web Thickness 0.134 in.
Gage - 2.500 in.
Center of Bolt to Flange:
Pf top (ins) - 1.645 in.
BFCD top (ins) - 1.500 in.
Rise top (ins) - 0.076 in.
XTI top (ins) - 1.624 in.
Bolt Spacing - 2.500 in.
Angle top - 94.8 degrees
Angle bot - 87.5 degrees
Plate Length - 5.645 in.
• y
Left Side Conn Right Side Conn
Controlling Moments Axial Shear Moments Axial Shear
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips).
------------------------------------------------------------------------------ -
3) DL +LL +COLL 0.00 3.94 9.54 0.00 3.94 9.54
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.4634 Plate Unity Check (O.S.) = 0.5305
Weld Unity Check = 0.6958
{
160
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 17
R'Frame'Design Program - Version V5.08 Job : 14501A
Connection Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21.
--------------------------------------------------------------------------------
Peak Connection @ Left Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows P. Depth - 1/2 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.2500 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 10.018 in
Web Thickness 0.134 in.
Gage - 2.500 in
Center of Bolt to Flange:
Pf top (ins) - 1.603 in
BFCD top (ins) - 1.500 in
Rise top (ins) - 0.076 in
XTI top (ins) - 1.624 in
Bolt Spacing - 2.500 in
Angle top - 85.2 degrees
Angle bot - 97.1 degrees
Plate Length - 5.645 in.
Controlling
Load Combinations:
-----------------------------
3) DL +LL +COLL
Connection Design Summary:
Bolt Unity Check (O.S.) = 0
Weld Unity Check = 0
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.2500 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 10.018 in.
Web Thickness 0.134 in.
Gage - 2.500 in.
Center of Bolt to Flange:
Pf top (ins) - 1.645 in.
BFCD top (ins) - 1.500 in.
Rise top (ins) - 0.076 in.
XTI top (ins) - 1.624 in.
Bolt Spacing - 2.500 in.
Angle top - 94.8 degrees
Angle bot - 90.0 degrees
Plate Length - 5.645 in.
Left Side Conn Right Side Conn
Moments Axial Shear Moments Axial Shear
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
-0.00 3.94 -10.20
.4811 Plate Unity Check (O.S.) = 0.5305
.7223
Required Connection Plate Welding >> (Using E70 Electrodes)
161
11/03/2015
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
12.0000
50.1162
1.3617
3
0.0272
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
1.3618
3
0.0272
Web Plate
Fillet -BS
0.1875
20.0358
55.7842
10.2737
3
0.1842
----------------------------------------------------
NS - Near side weld, FS - Far
side weld,
BS -
--------------------------
Both sides
weld.
161
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 18
R2Frame'Design Program - Version V5.08 Job : 14501A
Knee and Stiffener Report File: ltfral_1_2_3.fra Date: 11/ 2/15 .
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
---------------------------------------- ----------------------------------------
Left Knee Design
Knee Web Thickness Use 0.2500 in..Thick Web
Column Cap Plate 8.0000 X 0.2500 in.
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 19
R-"k'rame'Design Program - Version V5.08 Job : 14501A
Flange Brace Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 Q 1516 @ FLOOR
PURLIN SPACES - HORIZONTAL MEASUREMENTS
'LEFT RAFTER RIGHT RAFTER
2 Q 412 @ EAVE
2 Q 4'11
1 Q 4'10
1 Q 5'0
1 @ 210 Q 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 RAFTER 4.18 8.36 13.30 18.23 23.08 28.10
(C) (N) (C) (N) (C) (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
-------------------------------------------------------------------------------
163
11/03/2015
h
Star Building Systems, OKC, OK User: yxyanothai Page: F1- 20
R -Frame Design Program - Version V5.08 Job : 14501A
Primary Deflection Report File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. 1 Start Time: 16:00:21
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches)
Ext. Left Col Ext Right Col
X -Def Y -Def X -Def Y -Def
-------------------------------------------------------------------------------
Neg. Max -0.019 70.016
Load Comb 57 3
Defl. H/999
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 -1.803 in. 15.48 ft. 0.503 in. 15.48 ft.,
Load Comb - 1 57
Defl. L/193 L/692
164
11/03/2015
Star Building Systems, OKC, OK User: yxyanothai Page: Fi- 21
R- FrameLDesign Program - Version V5.08 Job : 14501A
Stiffener Design for Canopy File: ltfral_1_2_3.fra Date: 11/ 2/15
It 30./15.5/36.771 20./110./0. Start Time: 16:00:21
---------------------------------------------------------------------------=----
Canopy Stiffener on Left Column
-------------------------------
-------------------------------
Web Thickness Use 0.2500 inches Thick Web
Bearing Stiffener Type No stiffeners are required
Bottom Bearing Stiffener
Bearing Stiffener Size Not Required
Control Case 34
Allowable At Ctrl Case 39.531 kips
Check Ratio 0.9430
Panel Stiffener Size Not Required
Control Case 0
Allowable Shear Cap. 0.000 kips
Check Ratio 0.0000
Vertical Clearance at the Left Knee is 14.0242 feet
Vertical Clearance at the Right Knee is 16.3401 feet
165
11/03/2015
D
-
r � • ® 0 vV.P-ALl
:-- {{ID771,'LE IIEIGITI' GROUNDSr\011: `ROOFS'YO{{:' BZIDLOADa1iPlL EaPQSi%Ra ROOFPJ7i le _BUILDING CODE: ,DRA1{7NGNUIIBER
� ��� _ - .�O y .V� _
INCORPORATED 2X7® i�0 IY VY\I`O
t -
1 • s �
PHONE: 1-866-867-1674
ANCHOR "BOLT PLAN .r ~
t
- 4
O� •�- y f � a -fie - '
0 f { y
Flul4lT#m
W
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
COOIVI PLI C
E 22 i BY :F
ONLY
sTRUc�uwu-...
I� FOUND ERS
26786 ' K
N
.03131
DEVELOPMENT 101).
SERVICES - � _. - , 11 ; ,.. ,•< - .. •'
` F 14-0 -, 14-0 14-0
42-0 OUT TO OUT STEEL.
2/11 2Y4",.
2/
2/"
2/
r2W'
2% 2/11
uj
10"
3/4"x 14" J -Bolts
,.
.
BUTTE
.
COUNTY
.2-1/8"•
tYr,A �• -
� ' �
'_ `�,
,.
NOV 212016
`2-1/8"',
- -
2-1/8"
- 4
O� •�- y f � a -fie - '
0 f { y
Flul4lT#m
W
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
COOIVI PLI C
E 22 i BY :F
ONLY
sTRUc�uwu-...
I� FOUND ERS
26786 ' K
N
.03131
DEVELOPMENT 101).
SERVICES - � _. - , 11 ; ,.. ,•< - .. •'
` F 14-0 -, 14-0 14-0
42-0 OUT TO OUT STEEL.
2/11 2Y4",.
2/
2/"
2/
r2W'
2% 2/11
10"
3/4"x 14" J -Bolts
,.
.
.2-1/8"•
tYr,A �• -
� ' �
'_ `�,
,.
`2-1/8"',
- -
2-1/8"
- ^• .y •
2-1/8"
R�
04 _>
• - _ h
"
r..
- .. � • 1
£
e '
•
V
•
•211
!
_
}
`2%"
-'' 2%»
2Y2"
2%"
2'W41
- 4
O� •�- y f � a -fie - '
0 f { y
Flul4lT#m
W
BUTTE COUNTY DEVELOPMENT SERVICES
REVIEWED FOR
COOIVI PLI C
E 22 i BY :F
ONLY
sTRUc�uwu-...
I� FOUND ERS
26786 ' K
N
.03131
DEVELOPMENT 101).
SERVICES - � _. - , 11 ; ,.. ,•< - .. •'
` F 14-0 -, 14-0 14-0
42-0 OUT TO OUT STEEL.
II
"Mm'. LENCHI & IIEIGIM GRW,**'D SYOtf! ROOF &N'011! U ND MADIMP11. V EaPOSURE: I 1406F PM -11: . i BVILDb16lDDE: DRA{tINCNC,118EI! '
24X42X1® 20 15 f90 B 712 BC2006 76=10Iff
ROOF- FRAMING= �r-6 14-0
. ..............4. .,.... _ 4
DRAAZVGS,•.......r:... si—E l..,
FRAJB TYPE - -_ _I,i'SG7BD BDRA{W:_
` SGlli N ' S
r
- tr.�i•?►�—. `�.Ai...� - � A:s x"wri�T..��h:w�it®s.�Ina6..'4�e�.
INCORPORATED
PHONE: 1-866-867-1674
PURLINS ATTACH WITH -
'IMPAX #45 SCREWS -AC-4
8 PER CONNECTION
- . OG
y
�{17D77I LE11G711.�IIEIGIi9r:, `CROP:VDSNOii%r ;ROOFSVOi/'' {NNDLOADAWill `EXPOS[�RE:' ROOFPITCIL. !86ILDIJIG,COD& DRAliT1VCNCA1BERc
:. - .'f' +_ _...._ _..� _ . -._ w ..- .=-•, -_«- - - - F. -r _ ;�. :ter.,,:. -
�B 4 °r 24X42X'1�0 r20 L�5 90 B 7.; 2 'CB,C2006 ; =16=1077V11
XLP-7
O
' GABLE ANGLE
- w
FIELD DRILL HOLES BC6 ` • f • . - t+ e; y t.
13136 IN RAFTERS FOR
v
'ENDWALL COLUMNS
-G-2 I �, �� OC,
----------------- - ----- I 1
XLK=7
;.
'�
I
XLK-7
LI -6
1
1-6
.,
..
6.-1 .�.
--
G2
,G1
. -
-
r
�
� -
H 1'
� - FIELD LOCATE(2�)-3030
I:-1
.,�
I ,I
s 7
I
t- ti .
•Window Famed openings
I v
;
f
-
J-1
I
I
F
C-1
C-2
�' _-•"
i C-2
i
'C-1 RP
_
�
-
'
I I
BASEANGLE
BASE ANGLE
BAI
- 03131
----------------------
-
- - - - - ---- - - - - --
- -_
--------
--
------
--
-7-0
10=0
-
7-0
24-O:OUT_-TO-OUT STEEL
S`
. 5
ENDWALL FRAMING,a3n08ddb.
Typical Both Endwalls y �: '
NOISiA10-
aune
_
' x FR.L1i Mk.
• _ , -
Dl?al{ZYGSLVSPECTEDB}z
y :� v.__. _ .
SP
a
�
'Y
sclai ANT
DA7EDRA{1.V: CZzSlI�NERPN011B/F.AC
J . - - , - -
' ONE 707;'925-;0940
�s
4
•
•
•
-1C-1
,
C-1-
P
q
}CA
A'000
y
BASE ANGLE
'
C
786
------ --
_-
14-0
4M. -OUT -TO -OUT, STEEL'
BUTTE COUNTY
SIDEWALL FRAMING
BUILDING DIVISION;
TYPICAL
:-APPROVE®
Y .
a +
` .. . ♦ 1 - ='. -
'
f.�y
_ i�wYy..F..�•.+•We
.we.rwr�Wyi•uW
•
1
-
iFRA11�E-TSPS: „ .. -4
.
R/G/D;CEE
DRAIKVGSI�VSPEG7EDBl'!
DA7EDR4t1V,
Y
�CUSMUERPXAiE/F.9JIG
- _
�PHONE:707 925.,0940.,
=_._
_
-
.�
.._
s .
µ _
}..:. • e
®
O 1•
�
� �
.
-_ — - :.:
{KD77I;YLE�CM&/IEIGIff: GROLVDSnOtI SVO{i' ,1i2YDLOADAfPI! EaP_QS(+RE ROOFPI7i7I;T BUIf�/,VG[pDE: ,DRA{V7NCNU7IBER `!
,teINCORPORATEDa PAGE 6 f r :. -. - - -, -
QF �/ t
- ! `' "_
• - � 24X42X�t0 75 90 T Z 006 �6_�101�1
'�
�ZD�1Z •: ,CB
{{
PHONE:1-866-867-1674
`
AC -8 e o , o
ATTACH COLUMN TO
RAFTER WITH XLK=3 PLATE
.
ATTACH COLUMN TO • '
-
AND A325 BOLTS,
:_ RAFTER WITH XLK _3 PLATE.-
ND A325 BOLTS -
XLK-7
4 1.
•
"
PLATE
r XLK 7
PLATE,?
»
o
ATTACH COLUMN TO
•
',- -
ATTACH COLUMNTO
.7
�-
WITH BC6
Y. a .• 'r. a CONCRETE WITH BC6
.CONCRETE
f
PUNCHED CLIPS AND
• PUNCHED CLIPS AND
F.A P.
A307 BOLTS
X A307 BOLTS -
r
...
C-1
_ }. C-1
CIS'
24-0 OUT TO=OUT STEEL-
. BUTTE COUNTY
CENTER COLUMN FRAMING r BUILDING DIVISION
F
'
APPROVED
FRIA
,;?Ml LVG ,0SPECMD B_3i DAMM" CVSMVfERPH0NE1 XM -
S W7� S DSP �$-3 �S PHONE '707 925 40940
•
!.-.-:•-
g1D71I't�VG771&'If&IGII7'f•ROD)VDSVOR' (ROUFSVO{L' - 11Z1iDLOADMPII .•,EJCPQSL'REe ',RODFP1TC11 ;8[1p�LVGGIDDE:- URA111NGNUtifBERc
i ..:
PAGE% r2 �M /�7 90'. 8 /"�� /!!
4x42x�`0 20 r 2 CBC2006 '16-1011
® •
•M-4110iTtl
.
PHONE: 1-866-867-1674
• •�
-
-
0
h
-
-
r
•
O
CO
M
co
r ,•
LA
i
,
�. •
O
r:
a
_
9
'
TYPICAL ENDWALL`'SHEETING
- CAL SIDEW HEETING
TYPICAL ALL
,
• . �
a
.
.03131 7�
civiv
sfy
i• '
-r
O
O
Ms
r
-
O
M
M
,
•
,
1
~
- ~
- TYPICAL SIDE-WALL SHEETING
'
�� tTYPICAL ENDWALL'8HEETING � BUTTE COUNTY --�
U
A,r"
, BUILDING DIVISIONA `
}
,
RPR.c)NtF—n
:.
,�F�'� P1Z1r31EZYPE
rDRAIiLYGSLVSPEG7EDB};
S
DA7EDRi1{V
a CT/S7G1�1ERP90NE/Fta::
r s
r
,RIGID �CEE
_. • �T SP
_
�5 3:6PHONE.707
925 940,
t
L r ...
t -p
_--_
.
—
v
76, ale inti
{
,