HomeMy WebLinkAbout000-000-010ENGINEERING AND
PRODUCT DATA
®U'i'T1: OOUMY DEVELOPMENT 9EHVICE9
REVIEWED FOR
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STAR BUILDING SYSTEMS
BUTTE
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2012
DEVELU ra IVT
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DESIGN PACKAGE
BUILDER: CRANSTON STEEL STRUCTURES INC
CUSTOMER: SUNWEST MILLING COMPANY
JOB NUMBER: 12=B-73224
TABLE OF CONTEN'T'S
Original Design Completed thru Change Order # 1
Revision Histor
Rev #
Page
Design Criteria
1
Notes on Drawings
2-3
Deflection Criteria
NA
Project Layout
4
Building A
5-20
Building B
21-30
Building C
31-37
Building D
38-44
Special Details
45-48
Original Design Completed thru Change Order # 1
Revision Histor
Rev #
Update Date
Reactions Reason for Revision Pages Revised Revised Eng.
1
Y Rev. Grid Line A column base elev. 16-20 12/2/11 RM
Signing Engineer:
Francois Rambau, P.E. (Lockeford)
Project Engineer:
Russell Ma, P.E. (Lockeford)
Checking Engineer:
Francois Rambau, P.E. (Lockeford)
Signing Engineer:
Francois Rambau, P.E. (Lockeford)
December 07, 2011
03
CRANSTON STEEL STRUCTURES INC
1209 COMMERCE AVENUE
WOODLAND, CA 95776
12-B-73224
SUNWEST MILLING COMPANY
BIGGS, CA
MULTIPLE BUILDINGS
To Whom It May Concern:
t�
Star Building Systems
P.O. Box 1376
Lockeford, CA 95237
(209) 727-5504
1-800-685-7827
FAX (209) 727-5820
This is to certify that materials for the subject structure have been designed in
accordance with the order documents, specifically as shown per the.attached
Engineering Design Criteria Sheet.
Aspects of code compliance as related to use or occupancy, such as sprinkler
requirements, are not addressed by these documents.
These materials, when properly erected on an adequate foundation in accordance with
the erection drawings as supplied and using the components as furnished, 'will meet
the attached loading requirements.
This certification does not cover field modifications or the design of materials
not furnished by Star.Building Systems.
The attached design criteria and calculations are to remain with and form part of
this Letter of Certification.
The calculations and the metal building they represent are the product of Star
Building Systems or -a division of its affiliate NCI Building Systems. The engineer
whose seal appears hereon is employed by either Star Building Systems or a division
of its affiliate NCI Building Systems and is not the engineer of record for this
project.
Cordially,
Star Building Systems()FESS/p
Materials for Metal Buildings OQ o
An NCI Company yg �wQ'P�G
LU 53570 9G n, a' J
Francois Rambau, P.E. EXP. 6-30-2013
*
Manager of Engineering SCfVIL rancois Rambau
�. �P
9.OFCAL\F 12/07/11
12-B-73224 . . 12101 E. Brandt Road, Lockeford, CA 95237
Star Building Systems
MMV
Building Code 2010 California ,r
Occupancy Category ................ Normal (Category II)
Roof Dead Load
Superimposed ................. 2.39 psf (Bldg. A)
'2.43 psf (Bldg. B)
2.51 psf (Bldg. C)
2.09 psf (Bldg. D)
Collateral ................... 5.00 psf (Bldg. A, B and C)
(0.00 psf Ceiling 5.00 psf Other)
Roof Live Load .................... 20.00 psf reduction allowed
wind
Basic Wind Speed ............. 85.00 mph
Wind Importance Factor (I) ... 1.00
Wind Exposure Category ........ C
Bldg. A, from Grid Line A to Grid Line C
Internal Pressure Coef (GCpi) 0.55/-0.55
Loads for components not provided by building manufacturer
Corner Areas (within 9.73' of corner) 21.42 psf pressure -26
Other Areas 21.42 psf pressure -22
Bldg. A, from Grid Line C to Grid Line J, Bldg. B and C
Internal Pressure Coef (GCpi) 0.18/-0.18
Loads for components not provided by building manufacturer
P.O. Box 1376
Lockeford, CA 95237
(209) 727-5504
1-800-685-7827
FAX (209) 727-5820
74 .psf suction
75 psf suction
Corner Areas (within 3.00' of corner) 15.95 psf pressure -21..27 psf suction
Other Areas 15.95 psf pressure -17.28 psf suction
Bldg. D
Internal Pressure Coef (GCpi) 0.00/0.00
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 ........................... 0.540 g Sds ..... 0.492 g a/
S1 0.220 g Shc ..... 0.287 g
Analysis Procedure ........... Equivalent Lateral Force
Column Line 1 2-9,B.7,B.9 SWA & SWC
Basic Force Resisting System B �,C4_ /C� & B4
Response Modification Coefficient (R) 3.25 3.50 3.25•
Seismic Response Coefficient (Cs) 0.1 2 0.141 0.152
Design Base Shear in kips (V) 5.9 109.6 77.7
Basic Structural System (from ASCE 7-05 Table 12.2-1)
B4 - Ordinary Steel Concentrically Braced Frame
C4 - Ordinary Steel Moment Frame QROFESS/GN
�RQ�9�2�
LU C 53570 G m .
EXP. 6-30-2013
*
Francois Rambau s� ���
12/07/11 �rFO
-
ACCREDITED
AC472
12-B-13224 12101 E. Brandt Road, Lockeford, CA 95237
Material properties of Jee)bar, ,plate, and sheet use' -__.z the fabrication
of built-up structural framing members conform to ASTM A529, ASTM A572,
ASTM A1101 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, or ASTM A1011 HSLAS Class 1
grade 55, 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 A325-09 Type 1 bolts greater than 1/2" diameter
are specified as pretensioned joints in accordance with the
Specification for Structural Joints Using ASTM A325 or A490 Bolts,
June 30, 2004. Pre -Tensioning can be accomplished by using the
turn -of -nut method of tightening, calibrated wrench, twist off type
tension control bolts or direct tension indicator as acceptable to the
Inspecting Agency and Building official. Installation Inspection
requirements for Pre -Tensioned joints (Specification for Structural
Joints Section 9.2) using turn -of -nut method is suggested.
The connections on this project are not slip critical.
Using Northern 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.
At Bldg. A, the downspouts are to be placed on the building sidewalls
at a spacing not to exceed 35.8 feet with the first downspout from
both ends of the gutter run within 17.9 feet of the end.
t Bldg. B and C, the downspouts are to be placed on the building sidewalls
at a spacing not to exceed 35.8 feet with the first downspout from
both ends of the gutter run within 17.9 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 4 in/hr rainfall
intensity as it corresponds to a 5 year recurrence interval.
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.
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 seperate support members within
the roof system.
At Bldg. D, there are no collateral Loads designated within contract
specifications to allow for any type of suspended system (e.g. lights,
ductwork, piping, ceilings, etc...) Suspension of any load -inducing.
.system is prohibited without consultation with the manufacturer or a 2.
11/30/2011
licensed design professi! to determine structural '�z, orcement,
if required, to safely support supplemental loads.
t;
The wall construction by others at building(s) A,B,C and all side(s)
and partition wall has a self weight of 75 psf. This weight has been
utilized in the design considerations for the building's seismic design.
The support members provided by the metal building manufacturer on
bldg A,B and C have been designed to support the wall system by others and
to deflect less than L/240.under wind or seismic loading. The wall
system shall be attached to the outside flange of the support members
at a maximum spacing of 6.8 feet. The inside flange of the support
member shall be braced to the wall system at 6.7 feet on center.
3
11/30/2011
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BIGGS CA 95917
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SIDEWALL SWA
Builder M
CRANST❑N STEEL STRUCTURE
Job No, 73224A run01
Version, ver01-rwma
Tue Nov 29 15, 00, 39 2011
BLDG. A
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11130/2011
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Star Building Systems, stems, OKC, OK
Design Summary Program User: rwma Job Number: 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:00:34
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A_bldg_A_Ol.cds
--------------------------------------------------------------------=----------
Building A
M A I N B U I L D I N G D E S I G N S U M M A R Y R E P O 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 ------- RPA
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run01\AroofRPA 01.edf
Panel .................... PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING :'2@4.3642 21@5'0 1'3-1/4
Bay
Length
Member Size
Brace
L Lap
R Lap
#
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
26.500
8X2.5Z13
3 points
S 0.000
2.479
C
2
26.000
8X2.5213
3 points
C 2.479
3.146
C
3
26.000
8X2.5216
1 point
C 3.146
3.146
C
4
26.000
8X2.5Z13
3 points
C 3.146
2.479
C
5
26.500
8X2.5Z13
3 points
C 2.479
0.000
S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15,1
6,17,18,19,20,21,22,23,24 @ Supports:3,4,5,6,7,8
Purlin Stiffened Clips @ Level 2,9,16,24 @ Supports:3,4,5,6,7,8
Purlin Backup Plate @ Supports:4,7,
6
11130/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:00:34
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A_bldg_A_O1.cds
-------------------------------------------------------------------------------
ROOF PLANE ------- RPC
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run01\AroofRPC 01.edf
Panel .................... PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@4.3642 21@5'0 1'3-1/4
Bay
Length
Member Size
Brace
L Lap
R Lap
8X2.5Z13
#
(ft)
Identification
Locations
Exten
Exten
23.333
---------------------------------------------------------------------
*1
26.500
8X2.5Z13
1
points
S 0.000
3.146
C
2
26.000
8X2.5Z14
1
points
C 3.146
3.146
C
3
26.000
8X2.5Z16 -
1
points
C 2.479
2.479
C
4
26.000
8X2.5Z14
1
points
C 3.146
3.146
C
*5
26.500
8X2.5Z13
1
points
C 3.146
0.000
S
* = provide 2 479' Purlin lap with bldg B or Blda*provide 2 479' Purlin lap with bldg B or Cpurlin where applicable.
applicable
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15,1
6,17,18,19,20,21,22,23,24 @ Supports:8,7,6,5,4,3
Purlin Stiffened Clips @ Level 2,9,16,24 @ Supports:8,7,6,5,4,3
Purlin Backup Plate @ Supports:7,4,
RPC
Purlin
Strut
@
23.333
(ft) :
8X2.5Z13
Bays
5
RPC
Purlin
Strut
@
23.333
.(ft).:
8X2.5Z13
Bays
4
RPC
Purlin
Strut
@
23.333
(ft)
8X2.5Z13
Bays
3
RPC
Purlin
Strut
@
23.333
(ft)
8X2.5Z13
Bays
2
RPC
Purlin
Strut
@
23.333
(ft)
8X2.5Z13
Bays
1
RPC
Purlin
Strut
@
46.666
(ft)
8X2.5Z13
Bays
5
RPC
Purlin
Strut
@
46.666
(ft)
8X2.5Z14
Bays
4
RPC
Purlin
Strut
@
46.666
(ft)
8X2.5Z16
Bays
3
RPC
Purlin
Strut
@
46.666
(ft)
8X2.5Z14
Bays
2
RPC
Purlin
Strut
@
46.666
(ft)
8X2.5Z13
Bays
1
RPC
Purlin
Strut
@
70.000
(ft)
8X2.5Z13
Bays
5
RPC
Purlin
Strut
@
70.000
(ft)
8X2.5Z14
Bays
4
RPC
Purlin
Strut
@
70.000
(ft)
8X2.5Z16
Bays
3
RPC
Purlin
Strut
@
70.000
(ft)
8X2.5Z14
Bays
2
RPC
Purlin
Strut
@
70.000
(ft)
8X2.5213
Bays
1
RPC
Purlin
Strut
@
115.000
(ft)
8X2.5Z13
Bays
5
RPC
Purlin
Strut
@
115.000
(ft)
8X2.5Z14
Bays
4
RPC
Purlin
Strut
@
115.000
(ft)
8X2.5Z16
Bays
3
RPC
Purlin
Strut
@
115.000
(ft)
8X2.5Z14
Bays
2
RPC
Purlin
Strut
@
115.000
(ft)
8X2.5Z13
Bays
1
RPA
Purlin
Strut
@
140.000
(ft)
8X2.5213
Bays
1
7
11/30/2011
Note: 1) All Purlin strut locations for all roof planes are measured from back
sidewall.
2) Pipe strut locations for all
sidewall.
3) All pipe struts have a 3/8"
connection.
roof planes are measured from back
thick plate and (4) 1/2" A325 bolts
Eave strut interior connection at SWA uses (4)-1/2" A325 bolts w/SC-18 plate.
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: 3 bays rods
Plane SWA :Portal Frame
Plane SWC : 2 bays rods
Plane EWB :End Frame
Plane EWD :End Frame
8
11/30/2011
•. 4 z
Star
Building
Systems,
OKC, OK
Design Summary Program
User: rwma
Job Number: 73224A
Design Summary Report
Version: 3.96
run01 Date: 11/29/11
Manufacturing
Plant
-
NCI
Start Time: 03:00:34
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A_bldg_A_0l.cds
-------------------------------------------------------------------------------
RPA
Purlin
Strut
@
140.000
(ft)
: 8X2.5Z13
Bays
2
RPA
Purlin
Strut
@
140.000
(ft).:
8X2.5216
Bays
3
RPA
Purlin
Strut
@
140.000
(ft)
8X2.5213
Bays
4
RPA
Purlin
Strut
@
140.000
(ft)
: 8X2.5Z13
Bays
5
RPA
Purlin
Strut
@
160.000
(ft)
8X2.5213
Bays
1
RPA
Purlin
Strut
@
160.000
(ft)
8X2.5Z13
Bays
2
RPA
Purlin
Strut
@
160.000
(ft)
8X2.5Z16
Bays
3
RPA
Purlin
Strut
@
160'.000
(ft)•:
8X2.5Z13
Bays
4
RPA
Purlin
Strut
@
160.000
(ft)
8X2.5Z13
Bays
5
RPA
Purlin
Strut
@
179.500
(ft)
8X2.5Z12
Bays
1
RPA
Purlin
Strut
@
179.500
(ft)
: 8X2.'5Z13
Bays
2
RPA
Purlin
Strut
@
179.500
(ft)
8X2.5Z14
Bays
3
RPA
Purlin
Strut
@
179.500
(ft)
8X2.5Z13
Bays
4
RPA
Purlin
Strut
@
179.500
(ft)
8X2.5Z13
Bays
5
RPA
Purlin
Strut
@
199.500
(ft)
8X2.5Z12
Bays
1
RPA
Purlin
Strut
@
199.500
(ft)
8X2.5Z13
Bays
2
RPA
Purlin
Strut
@
199.500
(ft)
8X2.5Z13
Bays
3
RPA
Purlin
Strut
@
199.500
(ft)
: 8X2.5Z13
Bays
4
RPA
Purlin
Strut
@
199.500
(ft)
8X2.5Z13
Bays
5
RPA
Purlin
Strut
@
219.500
(ft)
8X2.5Z12
Bays
1
RPA
Purlin
Strut
@
219.500
(ft)
8X2.5Z12
Bays
2
RPA
Purlin
Strut
@
219.500
(ft)
8X2.5Z12
Bays
3
RPA
Purlin
Strut
@
219.500
(ft)
8X2.5Z12
Bays
4
RPA
Purlin
Strut
@
219.500
(ft)
: 8X2.5Z12
Bays
5
SWC
Eave
Strut
@
24.333
(ft)
8X3.5E12
Bays
5
SWC
Pipe
Strut
@
24.333
(ft)
P6X10.78
Bays
4
SWC
Eave
Strut
@
24.333
(ft)
8X3.5E12
Bays
4
SWC
Pipe
Strut
@
24.333
(ft)
P6X10.78
Bays
3
SWC
Eave
Strut
@
24.333
(ft)
8X3.5E12
Bays
3
SWC
Eave
Strut
@
24.333
(ft)
: 8X3.5E12
Bays
2
SWC
Eave
Strut
@
24.333
(ft)
8X3.5E12
Bays
1
SWA
Eave
Strut
@
24.333
(ft)
8X3.5E12
Bays
1
SWA
Eave
Strut
@
24.333 .(ft)
8X3.5E12
Bays
2
SWA
Eave
Strut
@
24.333
(ft)
8X.3.5E12
Bays
3
SWA
Eave
Strut
@
24.333
(ft)
: 8X3.5E12
Bays
4
SWA
Eave
Strut
@
24.333
(ft)
: 8X3.5E12
Bays
5
Note: 1) All Purlin strut locations for all roof planes are measured from back
sidewall.
2) Pipe strut locations for all
sidewall.
3) All pipe struts have a 3/8"
connection.
roof planes are measured from back
thick plate and (4) 1/2" A325 bolts
Eave strut interior connection at SWA uses (4)-1/2" A325 bolts w/SC-18 plate.
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: 3 bays rods
Plane SWA :Portal Frame
Plane SWC : 2 bays rods
Plane EWB :End Frame
Plane EWD :End Frame
8
11/30/2011
Star.Building Systems, OKC, OK
Design Summary Program User: r.wma Job Number: 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:00:34
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A_bldg_A_Ol.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWA -- ( 1.000" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run01\Awal1SWA 0l.edf
Panel .................... PBR26
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS : 17'6 3'4
Bay
Elev.
Length
Member Size
Brace
L Lap
R Lap
#
(ft -in)
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
1410
26.500
8X2.5C16
None
S
0.000
0.000 S
2
1410
26.000
8X2.5C16
None
S
0.000
0.000 S
3
1410
26.000
8X2.5C16
None
S
0.000
0.000 S
4
1410
26.000
8X2.5C16
None
S
0.000
0.000 S
.5
1410
26.500
8X2.5C16
None
S
0.000
0.000 S
1
1716
26.000
8X2.5Z12'
None
S
0.000
0.000 S
2
1716
26.000
8X2.5Z12
None
S
0.000
0.000 S
3
1716
26.000
8X2.5Z12
None
S
0.000
0.000 S
4
1716
26.000
8X2.5Z12
None
S
0.000
0.000 S
5
1716
26.000
8X2.5Z12
None
S
0.000
0.000 S
1
20110
26.000
8X2.5Z12
None
S
0.000
0.000 S
2
20110
26.000
8X2.5Z12
None
S
0.000
0.000 S
3
20110
26.000
8X2.5Z12
None
S
0.000
'0.000 S
4
20110
26:000
8X2.5Z12
None
S
0.000
0.000 S
5
20110
26.000
8X2.5212
None
S
0.000
0.000 S
OPEN AREAS:
Size
13110 x 14_10
Wall Distance
SWA 0'0
9
1 113 0/2 01 1
Star Building Systems, stems OKC OK
Design Summary Program User: rwma Job Number: 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:00:34
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A_bldg_A_Ol.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWC -- ( 8.250" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run01\AWallSWC_Ol.edf
Panel .................... PBR26
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS
Bay
Elev.
Length
Member Size
Brace
L Lap
R Lap
#
(ft -in)
(ft)
Identification
Locations
---------------------------------------------------------------------
1
Exten
Exten
---------------------------------------------------------------------
1
2010
26.500
8X2.5C14
None
S
0.000
0.000 S
2
2010
26.000
8X2.5C14
None
S
0.000
0.000 S
3
2010
26.000
8X2.5C14
None
S
0.000
0.000 S
4
2010
26.000
8X2.5C14
None
S
0.000
0.000 S
5
2010
26.500
8X2.5C14
None
S
0.000
0.000 S
OPEN AREAS:
Size Wall Distance
13110 x 2010 SWC 010
SPANDREL BEAMS
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
-Identification
Locations
Connection
---------------------------------------------------------------------
1
1910
26.0000
WlOX12
1/4 Points
See
detail
2
1910
26.0000
WlOX12
1/4 Points
See
detail
3
1910
26.0000
W10X12
1/4 Points
See
detail
4
1910
26.0000
WlOX12
1/4 Points
See
detail
5
1910
26.0000
WlOX12
1/4 Points
See
detail
10
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:00:35
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A bldg_A_01.cds
-------------------------------------------------------------------------------
Endwall Plane EWB Design ........ Expandable Frame (MS )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run01\AwallEWB_01.edf
Panel ....................... PBR26
23'0
20.000
8X2.5Z14
None
Girts ........................
0.146
1.479 C
55.0 ksi Yield
Strength
19.500
8X2.5216
None
Girts Spacings
: 17'6 2'0
1'6 2'0 5'0
4
2310
20.000
8X2.5Z14
Bay
Elev.
Length
Member Size
Brace
L
Lap R
Lap
#
(ft -in)
(ft)
Identification
Locations
Exten Exten
---------------------------------------------------------------------
2
1410
20.000
8X2.5C16
None
S
0.000
0.000 S
3
1410
19.500
8X2.5C16
None
S
0.000
0.000 S
4
1410
20.000
8X2.5C16
None
S
0.000
0.000 S
5
1410
20.000
8X2.5C16
None
S
0.000
0.000 S
6
1410
10.500
8X2.5C16
None
S
0.000
0.000 S
2
1716
20.000
8X2.5Z16
None
S
0.146
1.479 C
3
1716
19.500
8X2.5216
None
C
1.479
1.479 C
4
1716
20.000
8X2.5Z16
None
C
1.479
1.479 C
5
1716
20.000
8X2.5Z16
None
C
1.479
1.479 C
6
1716
10.500
8X2.5Z16
None
C
1.479
0.000 S
.6
1916
10.500
8X2.5Z16
None
S
0.146
0.000 S
5
2110
20.000
8X2.5Z13
None
S
0.146
0.146 S
2
23'0
20.000
8X2.5Z14
None
S
0.146
1.479 C
3
2310
19.500
8X2.5216
None
C
1.479
1.479 C
4
2310
20.000
8X2.5Z14
None
C
1.479
0.146 S
2
2810
20.000
SX2.5Z14
None
S
0.146
0.146 S
*1C
2810
15.000
8X2. 5Z14
None
S
0.146
0.146 S
*1D
2810
17.000
3X2.5Z14
None
S
0.146
0.146 S
* = add girt
above Bldg.
B roof line,
see bldg.
sketch.
Note : Maximum distance to extend girt from 'adjacent"bay is 36.00 inches.
OPEN AREAS:
Size Wall Distance
39111 1/4 x 1410 EWB 14010
5010 3/4 x 1410 EWB 179111 1/4
14010 x 33111 EWB 010
SPANDREL BEAMS'
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
Identification
Locations Connection
---------------------------------------------------------------------
2
1310
20.0000
W10X12
1/4 Points See detail
3
1310
19.5000
W10X12
1/4 Points See detail
11
11/30/2011
Star Building Systems, OKC,
OK
Design Summary Program User: rwma Job Number: 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant -'NCI Start Time: 03:00:35.
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A bldg_A Ol.cds
-------------------------------------------------------------------------------
EWB
COLUMNS ----- ( 8.250" Inset columns )
Col Dist. Description Base Elev Base plate design information
# from left Member Size Ident. (ft) Thickness & rods
-----------------------------------------------------------------------------
2 140.000' Interior column, see R -frame profile
3 160.000' W12X26 50.0 ksi -0.8750' 0.500" BP thk w/( 4)-0.625" A36
Flange Brace @ 17.50 elev. FB = C-type
4 179.500' W8X24 50.0 ksi -0.8750' 0.375" BP thk w/( 4)-0.625" A36
Flange Brace @ 17.50 elev. FB = C-type
5 199.500' W8X10 50.0 ksi Hung post, see detail
6 219.500' W8X10 50.0 ksi Hung post, see detail
Col # Column Labels
1 LCC
2 3-C
3 3-B.4
4 3-B
5 3-A.6
6 3-A.2
7 RCC
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT -TO -COLUMN CLIP
COL. NO. ENDWALL PLANE 1
PLANE SWC:
LCC
3-C No COLUMN EXTENS70N
3-B.'4 BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" .`-.325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X18 COLUMN EXTENSION w/ 24.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
3-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
'CF Brdg Channel (0.375011) (4)-3/4" A325N
W8X18 COLUMN EXTENSION w/ 24.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
3-A.6 BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 24.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
3-A.2 BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 34.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
RCC
PLANE SWA:
All dogleg inside column flange due to 6" frame setback with bypass girt.
12
11/3012011
1
17'6
10.500
8X2.5Z16
None
S
0.000
Star Building Systems,
OKC, OK
1716
20.000
Design Summary Program
None
User: rwma Job Number: 73224A
Design Summary Report
1.479 C
Version: 3.96 run01
Date: 11/29/11
Manufacturing Plant - NCI
Start
Time: 03:00:35
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A
-------------------------------------------------------------------------------
bldg_A_Ol.cds
1.479 C
Endwall Plane EWD Design ........
Expandable Frame (MS )
19.500
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run01\AWal1EWD_Ol.edf
None
C
Panel .......................
1.479 C
PBR26
1716
Girts ........................
8X2.5Z16
55.0 ksi Yield Strength
C
Girts Spacings
17'6 2'0
1'6 2'0 510
1916
Bay Elev.
Length Member
Size Brace
L Lap R Lap
# (ft -in)
(ft) Identification
Locations
Exten Exten
---------------------------------------------------------------------
1 1410
10.500
8X2.5C16 None
S 0.000 0.000 S
2 1410
20.000
8X2.5C16 None
S 0.000 0.000 S
3 1410
20.000
8X2.5C16 None
S 0.000 0.000 S
4 1410
19.500
8X2.5C16 None
S 0.000 0.000 S
5 1410
20.000
8X2.5C16 None
S 0.000 0.000 S
1
17'6
10.500
8X2.5Z16
None
S
0.000
1.479 C
2
1716
20.000
8X2.5Z16
None
C
1.479
1.479 C
3
1716
20.000
8X2.5Z16
None
C
1.479
1.479 C
4
1716
19.500
8X2.5Z16
None
C
1.479
1.479 C
5
1716
20.000
8X2.5Z16
None
C
1.479
0.146 S
1
1916
10.500
8X2.5Z16
None
S
0.000
0.146 S
2
2110
20.000
8X2.5Z13
None
S
0.146
0.146 S
3
2310
20.000
8X2.5214
None
S
0.146.
1.479 C
4
2310
19.500
8X2.5216
None
C
1.479
1.479 C
5
2310
20.000
8X2.5Z14
None
C
1.479
0.146 S
•5
28'0
20.000
3X2.5Z14
None
S
0.146
0.146 S
*5A
2810
17.000
8<:2.5Z14
None
S
0.146
0.146 S
*1B
2810
15.000
8X2.5Z14
None
S
0.146
0.146 S
* = add girt
above Bldg.
C roof line,
see bldg. sketch.
Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches.
OPEN AREAS:
Size Wall Distance
5010 3/4 x 14'0 EWD 010
39111 1/4 x 14'0 EWD 5010 3/4
14010 x 33111 EWD 9010
SPANDREL BEAMS
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
Identification
Locations Connection
---------------------------------------------------------------------
4
1310
19.5000
W10X12
1/4 Points See detail
5
1310
20.0000
WlOX12
1/4 Points See detail
13
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:00:35
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A_bldg_A Ol.cds
-------------------------------------------------------------------------------
EWD
COLUMNS ----- ( 8.250" Inset columns )
Col Dist. Description Base Elev Base plate design information
## from left Member Size Ident. (ft) Thickness & rods
--------------------------------------------------------------------_---------
2 10.500' W8X10 50.0 ksi Hung post, see detail
3 30.500' WBX10 50.0 ksi Hung post, see detail
4 50.500' W8X24 50.0 ksi -0.8750' 0.375" BP thk w/( 4)-0.625" A36
Flange Brace Q 17.50 elev. FB = C-type
5 70.000' W12X26 50.0 ksi -0.8750' 0.50.0" BP thk w/( 4)-0.625" A36
Flange Brace Q 17.50 elev. FB = C-type
6 90.000' Interior column, see R -frame profile
Col # Column Labels
1 LCC
2 8-A.2
3 8-A.6
4 8-B
5 8-B.4
6 8-C
7 RCC
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT -TO -COLUMN CLIP
COL. NO. ENDWALL PLANE 6
--------- --------------------
PLANE SWA:
LCC
8-A.2 BETWEEN PURLINS, USING TYPE 3 CONN. ,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUR24 EXTENSION w/ 34.000 LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
8-A.6 BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 24.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
8-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X18 COLUMN EXTENSION w/ 24.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
8-B.4 BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X18 COLUMN EXTENSION w/ 24.000 LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
8-C No COLUMN_ EXTENSION
RCC
PLANE SWC:
All dogleg inside column flange due to 6" frame setback with bypass girt.
14
11/30/2011
Star Building Systems, OKC-' &
Design Summary Program User: rwma Job Number: 73224A
Design Summary Report Version: 3.96 run03 Date: 11/29/31
Manufacturing Plant - NCI Stant Time: 03:00:35
R:\..\12-B-73224\ver01-rwma\Bldg-A\run01\73224A bldg_A_01.cds
-------------------------------------------------------------------------------
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
MS 230.000 20.00/ 85.00 24.33/ 26.50 8,3
MS 230.000 20.00/ 85.00 24.33/ 26.00 7-4
Note: Use square anchor rod layout.
Partition wall plan at grid line C -- ( 8.250" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver02-rwma\Bldg-C\run01\CWal1SWA 0l.edf
Panel .................... PBR26
Girt5 .................... 55.O ksi Yield Strength
GIRTS SPACINGS : 25'10
Bay
Elev.
Length
Member Size
Brace
0.000
L Lap
R Lap
#
(ft -in)
(ft)
Identification
Locations
1.479 C
Exten
Exten
---------------------------------------------------------------------
.1
2010
26.500
8X2.5C13
None
S
0.000
0.000 S
2
2010
26.000
8X2.5C14
None
S
0.000
0.000 S
3
2010
26.000
8X2.5C14
None
S
0.000
0.000 S
4
2010
26.000
8X2.5C14
None
S
0.000
0.000 S
5
2010
26.500
8X2.5C13
None
S
0.000
0.000 S
1 25'10
26.500
8X2.5Z13
None
S
0.000
2.479 C
2 25110
26.000
8X2.5216
None
C
2.479
1.479 C
3 25110
26.000
8X2. 5Z16
None
C
1.479
1.479 C
4 25110
26.000
8X2.5216
None
C
1.479
2.479 C
5 25110
25.500
8X2. 5Z13
None
C
2.479
0.000 S
Add sheet angle or 8x3.5E14 eave strut above partition wall for panel support as
required.
OPEN AREAS:
Size
13110 x 2010
SPANDREL BEAMS
Wall Distance
partition 010
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
Identification
Locations Connection
---------------------------------------------------------------------
1
1910 -
26.0000
WlOX12
-1/4 Points See detail
3 1910 26.0000 W10X12 1/4 Points See detail
4 1910 26.0000 W10X12 1/4 Points See detail
5 1910 26.0000 W10X12 1/4 Points See detail
15
11/30/2011
Star Building Systeme FRAME ID #01 USER NAME:rwma DATE:12/ 2/11 TIME:13:53:18 PAGE: 1-1
8600 S. I-35, Oklahoma City, OK 73149 ms2 230./24.333/26. 20./85./0. JOB NAME:73224A FILE:frames_3_8.fra
LOCATION: Gridlines 3 8
DETAIL FILE: 12-B-73224\ver01-rwma\131dg-A\Drftg\xO1L (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 13816 lbs (2) All Flange lengths are measured along outer flange.
PURLINS(horz. from eave) :8"-Z 2C14'4 3/811,2105'
GIRTS - (vert from floor) : 8"-Z 20'2 1/211[8.25")
W
O
' -
LUIVP,Cl..111J1V L 1 -
_
4
15•-F
16
Location
1+-J
2
J
4
5
6
7
8
9
10
11
12
33
Web Dep.
12.0
42.8991
1 54.0
N/A
54.0
25.5
25.5
25.5
25.5
33.0
29.5
29.5
29.5
29.5
10.0
10.0
O7
Type
BASE
SPLICE
HO STF
CAP (EXT)
4E/4E
PII1C'11
SPLICE
2E/2E
SPLICE
SPLICE
2E/2E
SPLICE
SPLICE
2E/2E
BASE
CAP/STP
_
N/A
N/A
6.0%0.775
8.0x0.775
6.0x0.375
Plate(DN)
10.0X0.375
N/A
4.75X0.375
30.0x4.375
10.0x0.625
3.75w0.31:i�
i'I/A
6.0X0.375
N/A
N/A
6.0%0.375
NPlate(UP)
N/A
N/A
N/A
N/A
e. Oxo. 625
N/A
N/A
6.0x0.375
N/A
N/A
6.0X0.375
N/A
N/A
6.0x0.375
N/A
2.75x0.375
O
N/A
N/A
N/A
(16)-3/4
N/A
N/A
(8)-3/4
N/A
N/A
(8)-3/9
N/A
N/A
(8)-3/4
(0-3/4
(4)-1/2
�
Bolts
(9)-3/9
1
Star Building Systems FRAME ID #01 USER NAME:rwma DATE:12/ 2/11 TIME:13:53:18 PAGE: 1-2
8600 S. I-35, Oklahoma City, OK 73149 ms2 230./24.333/26. 7.0./85./0. JOB NAME:73224A FILE:frames 3 8.fra
LOCATION: Gridlines 3 8
DETAIL FILE: 12-B-73224\ver01-rwma\Bldg-A\Drftg\xO1R (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 13816 lbs (2) All Flange lengths are measured along outer flange.
PURLINS(horz. from eave) :8"-Z 2@4'4 3/811,21@5'
GIRTS (vert. from floor): 8"-Z 1412 1/211,3'3 1/2",3'4"[1")
r�
Location
1`-A
2
3
4
5
6
7
8
9
0
11
12
13
19
5'-C.1
6
Web Dep.
12.0
44.5678
54.0
N/A
54.0
44.5316
35.5
35.5
35.5
35.5
38.25
41.0
29.5
29.5
10.0
10.0
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
4E/4E
SPLICE
SPLICE
3E/3E
SPLICE
SPLICE
2E/2E
SPLICE
SPLICE
2E/2E
BASE
CAP/STF
Plate(DN)
8.0X0.635
N/A
3.75X0.5
•8.0X0.375
9.0X0.625
N/A
N/A
8.00.5
N/A
N/A
6.0X0.5
N/A
N/A
6.0X0.375
8.0X0.5
8.0X0.375
Plate(UP)
N/A
N/A
N/A
N/A
9.0X0.625
N/A
N/A
6.0so.5
N/A
N/A
6.0X0.5
N/A
N/A
6.0X0.375
N/A
2.75X0.375
Bolts
(4)-1
N/A
N/A
N/A
(16)-3/4
N/A
N/A
(1'-)-3/4
N/A
N/A
(8)-3/4
N/A
N/A
(8)-3/4
(4)-3/4
(4)-1/2
Star Building Systems FRAME ID ##02 USER NAME:rwma DATE:12/ 2/11 TIME:13:53:54 PAGE: 2-1
8600 S. I-35, Oklahoma City, OK 73149 ms2 230./24.333/26. 20./85./0. JOB NAME:73224A FILE:frames_4-7.fra
LOCATION: Gridlines 4 5 6 7
DETAIL FILE: 12-B-73224\ver01-rwma\Bldg-A\Drftg\x02L (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 14071 lbs (2) All Flange lengths are measured along outer flange.
PURLINS(horz. from eave) :8"-Z 24'4 3/8",21m5'
GIRTS (vert from floor): 8"-Z 20'2 1/2"[8.25"] ... ._ _. -.
12
24'4" E.H.
m
r
n sl
N 1I1
O � �
0 x M
�, o
r N r
in
0 0 0
J4
x
F
W LO W
W
(1 3 -
Location
1* -J
2
3
4
5
6
8
9
10
11
12
13
14
154-F
16
Web Dep.
12.0
42.8912
54.0
N/A
54.0
25.5
25.5
25.5
25.5
29.5
29.5
29.5
29.5
29.5
10.0
10.0
Type
BASE
SPLICE
HORZ STP
CAP (EXT)
4E/4E
PINCH
SPLICE
2E/2E
SPLICE
SPLICE
2E/2E
SPLICE
SPLICE
2E/2E
BASE
CAP/STF
Plate(DN)
10.0X0.375
N/A
4.75X0.3125
30.0x0.395
10.0x0.5
7.75x0.3125
H/A
8.0X0.375
N/A
N/A
6.0X0.375
N/A
N/A
6.0X0.375
8.0x0.375
8.0x0.375
Plate(UP)
N/A
N/A
N/A
N/A
a.0X0.5
N/A
N/A
6.0x0.375
N/A
N/A
6.0X0.375
N/A
N/A
6.OXO.375
N/A
2.75x0.375
Bolts
(4)-3/4
N/A
N/A
N/A
(161-3/4
N/A '�
���N/A
(8)-3/4
N/A
N/A
(8)-3/4
N/A
N/A
(8)-3/4
(4)-3/4
(4)-1/2,
Star Building Systems FRAME ID #02 USER NAME:rwma DATE:12/ 2/11 TIME:13:53:54 PAGE: 2-2
8600 S. I-35, Oklahoma City, OK 73149 ms2 230./24.333/26. 20./85./0. JOB NAME:73224A FILE:frames 4-7.fra
LOCATION: Gridlines 4 5 6 7
DETAIL FILE: 12-B-73224\ver01-rwma\Bldg-A\Drftg\x02R (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 14071 lbs (2) All Flange lengths are measured along outer flange.
PURLINS(horz. from eave) :8"-Z 2@414 3/811,2105'
GIRTS (vert. from floor): 811-Z 1412 1/211,313 1/211,314"(1111 .. .. ... __ ...
8
O
N
O
CONNECTION DETAILS : + = 4'5 6 7
Location
1 •-A
2
3
9
5
6
7
�a )'
9
10
11
12
13
14PN/A
C.1Web
Dep•
12.0
44.5678
54.0
N/A
54.0
47.8833
42.0
42.0
42.0
42.0
42.0
42.0
29.5
29.50.0
10.0
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
4E/4E
SPLICE
SPLICE
3E/3E
SPLICE
SPLICE
2E/2E
SPLICE
SPLICE
2E/2EASE
CAP/STF
Plate(DN)
9.0x0.625
N/A
3.75x0.5
5.0x0.375
9.0x0.625
N/A
N/A
0.4X.0.5
N/A
N/A
6. Ox0.5
N/A
N/A
6.0x0.375x0.5
9.0x0.375
Plate(UP)
N/A
N/A
N/A
N/A
9.0x0.625
N/A
N/A
6.0X.0.5
N/A
N/A
6.Oxo.5
N/A
N/A
6.0x0.375
2.75x0.375
Bolt8
(4)-1
N/A
N/A
N/A
(16)-3/9
N/A
N/A
(12)-3/9
N/A
N/A
(8)-3/4
N/A
N/A
(8)-3/4-3/4
(4)-1/2
Star Building Systems FRAME ID #03 USER NAME:rwma DATE:12/ 2/11 TIME:13:54:51 PAGE: 3-1
8600 S. I-35, Oklahoma City, OK 73149 pf 26./24.333 main building at plane SW JOB NAME:73224A FILE:p3_bldg_a_swa.fra
LOCATION: bays 3 -(Gridline A)
DETAIL FILE: 12-B-73224\ver01-rwma\Bldg-A\Drftg\x03L (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 3996 lbs (2) All Flange lengths are measured along outer flange.
Rafter Offset : (141.)
Column Offsets [4.2511)- LEFT COLUMN [4.25")- RIGHT COLUMN...
0
12
24'4" E.H.
N
`V O
0
N
N
O
10.125'
26'
- T/1TT •I RTro
I
24'4" E.H.
Location
1
2
to
4
6
�
0
r
m
Web Dep.
12.0
29.6070
35.5
u
.n•
o
35.5
12.0
N
35.5
N/A
10.125'
26'
- T/1TT •I RTro
I
24'4" E.H.
Location
1
2
3
4
6
7
0
9
10
Web Dep.
12.0
29.6070
35.5
N/A
35.5
35.5
12.0
29.6070
35.5
N/A
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
2E/2E
2E/2E
BASE
SPLICE
HORZ STF
CAP (EXT)
Plate(DN)
10.0x0.625
N/A
4.75x0.5
10.OXO. 375
10.0X1.0 C
10.oxl.0 c
10.0x0.625
N/A
4.75xo.5
10, OXO. 375
Plate(UP)
N/A
N/A
N/A
N/A
10.0::1.0 R
10.ox1.0 R
N/A
N/A
N/A
N/A
Bolts
(4)-1
N/A
N/A
N/A
(8)-1 1/4
(8)-1 1/4
(4)-1
N/A
N/A
N/A
v
key Strutt x=double Z,
.o=plpe(FM)
® =4' X4' F.'D. , SILL AT 20' 10 ELEV.
25' 7-1/2
W 0_
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Owner 1
SUNWEST MILLING COMPANY
BIGGS CA 95917
P.O. SUNWEST
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9 ,£S
0,82 91S2
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2103 N3d❑
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4
030 "132IONtldS ONIH3H
SOON 30V89 -X 31VO01
-OP Q z, 9
LOCATE X -BRACE RODS "
EEHIND SPANDREL BEAM
� -53'6x20'd
i(lPE ❑ OTHER C NST. (U
28' 0 ,1, 25' 6
. 53' 6
SIDEWALL SWA
iS
Budder 1
CRANST❑N STEEL STRUCTURE
Job No: 73224B run01
Version, ver01=rwma
Tue Nov 29 15: O1, 22 2011
BLDG. B
o-
U
723
Ii
Q
X:
W
0C
Q
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LO ~
Lq J
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W
' 21
11/30/2011
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\12-B-73224\ver01-rwma\Bldg-B\run01\BroofRPA 01.edf
Panel .................... PBR26
Purlins 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@4.3642 12@5'0 1'3-1/4
Bay
Length
Member Size
Brace
Star Building Systems, OKC, OK
R Lap
#
(ft)
Design Summary Program
User: rwma
Job Number:
73224B
Design Summary Report
Version: 3.96
run01 Date:
11/29/11
Manufacturing Plant - NCI
3.146 C
Start Time:
03:01:17
R:\..\12-B-73224\ver01-rwma\Bldg-B\run01\73224B_bldg_B_Ol.cds
1 points
C 3.146
--------------------------------------------------------------------------------
Building B
M A I N B U I L D I N G
D E S I G N S U
M M A R Y R E
P O 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 ------- RPA
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run01\BroofRPA 01.edf
Panel .................... PBR26
Purlins 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@4.3642 12@5'0 1'3-1/4
Bay
Length
Member Size
Brace
L Lap
R Lap
#
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
28.000
8X2.SZ13
1 points
S 0.000
3.146 C
2
26.000
8X2.5Z13
1 points
C 3.146
0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15 @
Supports:1,2,3
Purlin Stiffened Clips @ Level 2,8,15 @ Supports:1,2,3
Purlin Backup Plate @ Supports:2,
22
11/30/2011
Star Building Systems, OKC, OK
l�
Design Summary Program User: rwma Job Number: 73224B
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:18
R:\..\12-B-73224\ver01-rwma\Bldg-B\run01\73224B_bldg_B_Ol.cds
-------------------------------------------------------------------------------
ROOF PLANE ------- RPC
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run01\BroofRPC_01.edf
Panel .................... PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@4.3642 12@5'0 1'3-1/4
Bay
Length
Member Size
Brace
L Lap
R Lap
#
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
*1
26.000
8X2.5Z13
1 points
C 2.479
3.146 C
2
28.000
8X2.5Z13
1 points
C 3.146
0.000 S
* = provide 2.479' Purlin lap with bldg. A Purlin.
RPC
RPC
RPC
RPC
RPC
RPC
RPA
RPA
RPA
RPA
SWC
SWC
SWA
SWA
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15 @
Supports:3,2,1
Purlin Stiffened Clips @ Level 2,8,15 @ Supports:3,2,1
Purlin Backup Plate @ Supports:2,
Double Strut
Purlin Strut
Purlin Strut
Purlin Strut
Purlin Strut
Purlin Strut
Purlin Strut
Purlin Strut
Double Strut
Purlin Strut
Double Strut
Eave Strut
Double Strut
Eave Strut
@ 23.333 (ft)
@ 23.333 (ft)
@ 46.667 (ft)
@ 46.667 (ft)
@ 70.000 (ft)
0 70.000 (ft)
@ 93.333 (ft)
@ 93.333 (ft)
@ 116.667 (ft)
@ 116.667 (ft)
@ 24.333 (ft)
@ 24.333 (ft)
@ 24.333 (ft)
@ 24.333 (ft)
8X2.5DZ12 Bays 2
8X2.5Z13 Bays 1
8X2.5Z13 Bays 2
8X2.5213 Bats 1
SX2.5Z13 Bays 2
8X2.5Z13 Bays _
8X2.5213 Bays 1
8X2.5Z13 Bays 2
8X2.5DZ12 Bays 1
8X2.5Z13 Bays •2
8X3.5E12 ( Bays 2
8X3.5E12 Bays 1
8X3.5E12 ( Bays 1
8X3.5E12 Bays 2
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) All pipe struts have a 3/8" thick plate and (4) 1/2" A325 bolts
connection.
Eave strut interior connection at SWA uses (4)-1/2" A325 bolts w/SC-18 plate.
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 rods
Plane SWA 1 bays rods
Plane SWC 1 bays rods
Plane EWB 2 bays rods
Plane EWD BLDG. A FRAME
23
11130/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224B
Design Summary Report Version: 3.96 run01 Date: 11/29/11.
Manufacturing Plant - NCI Start Time: 03:01:18
R:\..\12-B-73224\ver01-rwma\Bldg-B\run01\73224B_bldg_B_Ol.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWA -- ( 8.250" Inset columns ).
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run01\BwallSWA 0l.edf
Panel .................... PBR26
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS
Bay
Elev.
Length
Member Size
Brace
L Lap
R Lap
#
(ft -in)
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
-1
2010
28.000
8X2.5C16
None
S 0.000
0.000 S
2
2010
25.500
8X2.5C16
None
S 0.000
0.000 S
OPEN AREAS:
Size .
Wall
Distance
5316 x 20'0
SWA
010
SPANDREL BEAMS
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
Identification
Locations Connection
---------------------------------------------------------------------
1
1910
26.8333
W10X12
1/4 Points See detail
2
1910
26.0000
W10X12
1/4 Points See detail
24
11/3012011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224B
Design Summary Report Version: 3.96• run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:18
R:\..\12-B-73224\ver01-rwma\Bldg-B\run01\73224B_bldg_B_Ol.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWC -- ( 8.250" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run01\BWal1SWC_Ol.edf
Panel .................... PBR26
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS
Bay
Elev.
Length
Member Size
Brace
L Lap R Lap
#
(ft -in)
(ft)
Identification
Locations
Exten Exten
---------------------------------------------------------------------
1
2010
26.000
8X2.5C16
None
S 0.000 0.000 S
2
2010
28.000
8X2.5C16
None
S 0.000 0.000 S
OPEN AREAS:
Size
Wall
Distance
5316 x 2010
SWC
010
SPANDREL BEAMS
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
Identification
Locations Connection
---------------------------------------------------------------------
1
1910
26.0000
WlOX12
1/4 Points See detail
2
1910
26.8333
WlOX12
1/4 Points See detail
25
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224B
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:18
R:\..\12-B-73224\ver01-rwma\Bldg-B\run01\73'224B_bldg_B_O1.cds
-------------------------------------------------------------------------------
Endwall Plane EWB Design ........ Bearing Frame (BF)
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run01\BWallEWB_Ol.edf
Panel ....................... PBR26
RAFTERS -----
Mem Description Length Start End
# Member Size Identification (ft) (ft) (ft)
-------------------------------------------------------------
1 W10X12 50.0 ksi 25.233 0.000 25.233
connections... Left: Type -V SEP Right: Type -I MEP
2 W10X12 50.0 ksi 43.818 25.233 69.051
connections... Left: Type -I MEP Right: Type -III SEP
3 W10X12 50.0 ksi 43.818 69.051 112.869
connections... Left: Type -III SEP Right: Type -I MEP
4 W10X12 50.0 ksi 25.233 112.869 138.102
connections... Left: Type -I MEP Right: Type -V SEP
Type -I MEP = ( 8)-1/2" A325N bolts w/ 3/8" Moment End Plate
Type -V SEP = ( 4)-1/2" A325N bolts w/ 3/8" Shear End Plate
Type -III SEP = ( 4)-1/2" A325N bolts w/ 3/8" Shear End Plate
Flange Braces at following purlins (horizontal distance from eave) :
PLANE SWA: 4_3 13.728, 23.7, 33.7, 43.7, 53.7, 63.728, FB = C -TYPE
PLANE SWC: 4_3 13.728, 23.7, 33.7, 43.7, 53.7, 63.728, FB = C -TYPE
Girts ........................ 55.0 ksi Yield Strength
Girts Spacings . 25'7-1/2
Bay
E1ev.
Length
Member Size
Brace
L
Lap R
Lap
n
(ft -in)
(ft)
_dentification
Locations
Exten Exten
---------------------------------------------------------------------
1
2010
23.333
8X2.5C16
None
S
0.000
0.000 S
2
2010
23.333
8X2.5C16
None
S
0.000
0.000 S
3
2010
23.333
8X2.5C16
None
S
0.000
0.000 S
4
2010
23.333
8X2.5C16
None
S
0.000
0.000 S
5
2010
23.333
8X2.5C16
None
S
0.000
0.000 S
6
20"0
23.333
8X2.5C16
None
S
0.000
0.000 S
2
2517-1/2
23.333
8X2.5Z16
None
S
0.146
1.479 C
3
2517-1/2
23.333
8X2.SZ16
None
C
1.479
1.479 C
4
2517-1/2
23.333
8X2.5Z16
None
C
1.479
1.479 C
5
2517-1/2
23.333
8X2.5Z16
None
C
1.479
0.146 S
ADD (6)4'0X4'0 4 -SIDE F.O., USE 8X2.5C16 FOR JAMB, HEADER AND SILL, DO NOT CUT
25'7 1/2 ELEV. GIRT
26
11130/2011
Star Building Systems, OKC, OK
Design_Summary Program User: •rwma Job Number: 73224B
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:18.
R:\...\12-B-73224\ver01-rwma\Bldg-B\run01\73224B_bldg_B_Ol.cds
-------------------------------------------------------------------------------
EWB
OPEN AREAS:
Size Wall Distance
14010 x 2010 EWB 010
SPANDREL BEAMS
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
Identification
Locations.
Connection
---------------------------------------------------------------------
1
1910
22.3125
WlOX12
1/4
Points
See
detail
2
1910
23.3334
W10X12
1/4
Points
See
detail
3
1910
23.3333
W10X12
1/4
Points
See
detail
4
1910
23.3333
W10X12
1/4
Points
See
detail
5
1910
23.3334
W10X12
1/4
Points
See
detail
6
1910
23.3333
W10X12
1/4
Points
See
detail
27
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224B
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:0.1:18
R:\..\12-B-73224\ver01-rwma\Bldg-B\run01\73224B_bldg_B_01.cds
-------------------------------------------------------------------------------
EWB
COLUMNS ----- ( 8.250" Inset columns )
Col Dist. Description Base Elev Base plate design information
# from left Member Size Ident. (ft) Thickness & rods
-----------------------------------------------------------------------------
1-J 0.000' BU 10x.375/.185xll.5 -0.8750' 0.625" BP thk w/( 4)-1.000" A36
1-H 23.333' BU 10x.375/.156x10 -0.8750' 0.375" BP thk w/( 4)-0.625" A36
1-G 46.667' BU 10x.375/.156x10 -0.8750' 0.375" BP thk w/( 4)-0.625" A36
1-F 70.000' BU 10x.375/.156x10 -0.8750' 0.500" BP thk w/( 4)-0.625" A36
Flange.Brace @ 25.62 elev. FB = C -TYPE.
1-E 93.333' BU 10x.375/.156x10 -0.8750' 0.375" BP thk w/( 4)-0.625" A36
1-D 116.667' BU 10x.375/.156x10 -0.8750' 0.375" BP thk w/( 4)-0.625" A36
1-C 140.000' BU 10x.375/.185x11.5 -0.8750' 0.625" BP thk w/( 4)-1.000" A36
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT -TO -COLUMN CLIP
COL. -NO. ENDWALL PLANE 1
--------- --------------------
PLANE SWC:
1-J '
1-H BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.375011) (4)-3/4" A325N
W8X13 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
1=G BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X13 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
1-F AT PEAK, TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X13 CO�ONI,, EXTENSION wl 12.000 " LAP LENGTH;
8X2.5,212 .B?IDGE CANNEL
-E BETWEEN PURLINS, USING TYPE 3 CO -N-17., (4)-1/211 A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X13 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
1-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X13 COLUMN EXTENSION w/ 12.000 LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
PLANE SWA:
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
MS 140.000 20.00/ 85.00 24.33/ 26.17 2
Note: Use square anchor rod layout
28
11 /30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224B
Design Summary Report Version: 3.96 run01 Date: 11/28/11
Manufacturing Plant - NCI Start Time: 04:49:40
R:\..\12-B-73224\ver02-rwma\Bldg-B\run01\73224B_bldg_B_O1.cds
-------------------------------------------------------------------------------
B-EWB-CFO1 CANOPY DES IGN SUMMARY RE PORT
BUILDING DATA
Length
Member Size
Brace
L
Lap
Live
Load:
20.00
psf
CANOPY 610 x 13718 x 16'0 2.:12
Tributary Check:
No
Bays: 2212 4@2314 2212
Stiff
---------------------------------------------------------------------
1
23.333
8X2.5Z13
None
Roof Snow
Load:
0.00
psf
Wind Exposure Category: C
Wind
Load:
85.00
mph
2.479
Dead
Load:
3.01
psf
--------------------------------------------------------------------------------
PANELS ----- Roof: PBR26
None
C
1.479
1.479
PURLINS - - Spacings(From Free -End):
419-9/16 1.2022
23.333
8X2.5Z16
None
Bay
Length
Member Size
Brace
L
Lap
R Lap
Bear
#
(ft)
Identification
Locations
Exten
Exten
Stiff
---------------------------------------------------------------------
1
23.333
8X2.5Z13
None
S
0.000
2.479
C
2
23.333
8X2.5Z16
None
C
2.479
1.479
C
3
23.333
8X2.5Z16
None
C
1.479
1.479
C
4
23.333
8X2.5Z16
None
C
1.479
1.479
C
5
23.333
8X2.5Z16
None
C
1.479
2.479
C
6
23.333
8X2.5Z13
None
C
2.479
0.000
S
Area with Sub -Framing
Bay Width Start Length Number and size of Edge Purlin
# (ft -in) (ft) (ft) between Main Purlins
---------------------------------------------------------------------
6 23'4 0.00 4.30 1 See note <2>.
Notes) :
1) Area with Sub--raming distances are measured from sidewall
steel line and are additive.
2) Edge purlins to be the same gage as main purlins.
2) Use 2-1/2 x 2-1/2 x 3/16 angle sub -framing for support.
Purlin Clip Use 2 A325 Bolts @ Level 2, @ SuPPorts:1,2,3,4,5,6,7
EAVE STRUTS - 8X3.5E13 E.S @ Bays 1 - 6
RAFTER ---- Hot -Rolled
Length Mem Depths at Member Description
(ft) Start(in) End(in)
---------------------------------------------------------------------
6.083 7.890 7.890 W8X10
End Connection ----
Type - 2E1F
Bolts - 0.750 A325 Bolts
Plate - 10.348 X 6.000 X 0.500(in)
Builder connect canopy beam to tilt wall not by Star.
29
11/30/2011
Star Building Systems FRAME ID #21 USER NAME:rwma DATE:11/30/11 TIME:11:05:54 PAGE; 21-1
8600 S. I-35, Oklahoma City, OK 73149 msl 140./24.333/32.708 20./85./0. JOB NAME:73224B FILE:frame 2.fra
LOCATION: Gridlines 2
DETAIL FILE: 12-B-73224\ver01-rwma\Bldg-B\Drftg\x21L (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 9466 lbs (2) All Flange lengths are measured along outer flange.
PURLINS(horz. from eave) :8"-Z 2@414 3/811,12@5'
GIRTS (vert. from floor) :.. 8"-Z 2012 14211[8.25111
�W
�o
w
0
N
O
Location
1* -J
2
3
4
5)
----
6
7
B
9
10
11* -F
12
Web Dep.
12.0
41.2093
52.0
N/A
57..0
29.5
29.5
29.5
29.5
34.25
10.0
10.0
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
2El2E
PINCH
SPLICE
2E/2E
2E/2E
SPLICE
BASE
CAP/STF
Plate(DN)
10.0X0.375
N/A
4.75x0.375
10.0X0.375
10.0::0.75
3.75X0.3125
N/A
8.0X0.5
6.0X0.5
N/A
8.0X0.375
8.0X0.375
Plate(UP)
N/A
N/A
N/A
N/A
8.0X0.75
N/A
N/A
6.OXO. 5
6.0x0.5
N/A
N/A
2.75xo.375
Bolts
(4)-3/4
N/A
N/A
N/A
(8)-1
N/A
N/A
(8)-3/4
(8)-3/4
N/A(4)-3/4
(4)-1/2
w -•
D O
H N
U -+
DO d00
Y c E In
F 3 .3 _
(/) L L
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140' 0x30' 2
OPEN TO BLDG. A
COMMON WALL TO REMAIN OPEN
140'0
r
ENDWALL EWB
z
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ED
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224C
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:54
R:\..\12-B-73224\ver01-rwma\Bldg-C\run01\73224C_bldg_C_O1.cds
-------------------------------------------------------------------------------
Building C
M A I N B U I L D I N G D E S I G N S U M M A R Y R E P O R T
All connections use ASTM A325N bolts, unless noted otherwise.
All anchor rods are checked according to ASTM Fl -554 Gr. 36 strengths.
ROOF PLANE ------- RPA
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-C\run01\CroofRPA 0l.edf
Panel .................... PBR26 -
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@4.3642 12@510 113-1/4
Bay
Length
Member Size
Brace
L Lap
R Lap
#
(ft)
Identification
Locations
Exten
Exten
---------------------------------------------------------------------
1
24.833
8X3.5Z12
None
S 0.000
0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15 @
Supports:8,9
Purlin Stiffened Clips @ Level 2,8,15 @ Supports:8,9
32
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224C
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:54
R:\..\12-B-73224\ver01-rwma\Bldg-C\run01\73224C_bldg_C_O1.cds -
-------------------------------------------------------------------------------
ROOF PLANE ------- RPC
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-C\run01\CroofRPC 01.edf
Panel .................... PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@4.3642 12@5'0 113-1/4
Bay Length Member Size Brace L Lap R Lap
## (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
*1 24.8330 8X2.5Z13 1 points C 2.479 0.000 S
* = provide 2.479' purlin lap with bldg. A Purlin.
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11,12,13,14,15 @
Supports:9,
Purlin Stiffened Clips @ Level 2,8,15 @ Supports:9,
RPC
Double
Strut
@
23.333
(ft) :
8X2.5DZ13
Bays
1
RPC
Purlin
Strut
@
46.667
(ft)':
8X2.5Z13
Bays
1
RPC
Purlin
Strut
@
70.000
(ft)
8X2.5Z13
Bays
1
RPA
Purlin
Strut
@
93.333
(ft)
8X3.5Z12
Bays
1
RPA
Double
Strut
@
116.667
(ft)
8X3.5DZ12
Bays
1
SWC
Double
Strut
@
24.333
(ft)
8X3.5512
Bays
1
SWA
Doble
Strut
@
2-^--.333
(ft)
8X3.5E12
Bays
_
Note: 1) .11 P,rlin 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) All pipe struts have a 3/8" thick plate and (4) 1/2" A325 bolts
connection.
Eave strut connection at end -frame uses (4)-1/2" A325 bolts.
BRACING ---- Roof: 1 bays rods
Plane SWA 1 bays rods
Plane SWC 1 bays rods
Plane EWB :Other Wall(s)
Plane EWD :End Frame
33
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73.224C
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:55
R:\..\12-B-73224\ver01-rwma\Bldg-C\run01\73224C_bldg_C_01.cds
---------------------------------------------------------------------- ------
SIDEWALL PLANE SWA -- ( 8.250" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-C\run01\CwallSWA 0l.edf
Panel PBR26
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft -in) (ft) Identification Locations Exten Exten
---------------------------------------------------- -----------------
1 2010 25.500 8X2.5C16 None S 0.000 0.000 S
OPEN AREAS:
Size Wall Distance
2516 x 2010 SWA 010
SPANDREL BEAMS
Bay Elev. Length Member Size Brace
# (ft' -in) (ft) Identification Locations Connection
--------------------------------------------------------------=------
1 1910 24.3333 W10X12 1/4 Points See detail
34
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224C
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:55
R:\..\12-B-73224\ver01-rwma\Bldg-C\run01\73224C_bldg_C_Ol.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWC -- ( 8.250" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-C\run01\Cwal1SWC_Ol.edf
Panel .................... PBR26
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS
Bay Elev. Length Member Size Brace L Lap R -Lap
# (ft -in) (ft) Identification Locations Exten Exten
--7 ------------------------------------------------------------------
1 2010 25.500 8X2.5C16 None S 0.000 0.000 S
OPEN AREAS:
Size Wall Distance
2516 x 2010 SWC 010
SPANDREL BEAMS
Bay
Elev.
Length
Member Size
Brace
#
(ft -in)
(ft)
Identification
Locations Connection
---------------------------------------------------------------------
1
1910
24.3333-
WlOX12
1/4 Points See detail
35
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program Use rwma Job Number: 73224C
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:55
R:\..\12-B-73224\ver01-rwma\Bldg-C\run01\73224C_bldg C_01.cds
----------------------------------------------------------------"---------------
Endwall Plane EWD Design ........ Non -Expandable Frame (MS )_
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-C\run01\CWal1EWD 01.edf
Panel none
Open full height to bldg. A
OPEN AREAS:.
Size Wall Distance
14010 x 3012 EWD 010
COLUMNS ----- <NONE FOR THIS WALL LOCATION>
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
MS 140.000 20.00/ 85.00 24.33/ 13.33 8.1
Note: Use square anchor rod layout.
36
11/30/2011
star Building Systems FRAME ID #31 _ USER.NAME:rwma DATE:11/30/11 TIME:11:06:37 PAGE: 31-1
8600 S. I-35, Oklahoma City, OK 73149 msl 140./24.333/13.333 20./85./0. JOB NAME:73224C FILE:frame_9.fra
LOCATION: Gridlines 9
DETAIL FILE: 12-B-73224\ver01-rwma\Bldg-C\Drftg\x31L (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 6580 lbs (2) All Flange lengths are measured along outer flange.
PURLINS(horz. from eave) :8"-Z 2@414 3/811,12@5'
GIRTS (vert. from floor): 8"-Z 2012 11211[8.25111
�W
� V
W
0
N
0
Location
1* -J
2
3
4
5j
6
7
8
9
10
11 *-F
12
Web Dep.
12.0
37.2816
48.0
N/A
:'n
25.5
25.5
25.5
25.5
30.3125
10.0
10.0
Type
BASE
SPLICE
HORZ STF
CAP (EXT)
_n
2E:/11
SPLICE
SPLICE
2E/2E
2E/2E
SPLICE
BASE
CAP/STF
Plate (DN)
8.OXO. 375
N/A
3.75X0.7125
8.OXO. 25
O. OXO. 625
N/A
N/A
8.0X0.375
6.0X0.375
N/A
8.OXO. 375
8.OX0.375
Plate(UP)
N/A
N/A
N/A
N/A
e.u:•:n.625
N/A
N/A
6.0X0.375
6.0X0.375
N/A
N/A
2.75XO.375
Bolts
(4)-3/4
N/A
N/A
N/A
(8)-3/4
N/A
N/A
(8)-3/4
(8)-3/4
N/A
(4)-3/4
(4)-1/2
key Strut; x --double Z,
o=p I pe( WM)
4E
Owner 1
SUNWEST MILLING COMPANY
BIGGS CA 95917
P.0, SUNWEST•
GMS I-ldM39IS
0 ,Zi
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PURLIN CUT BACK o
2' FROM EWA AND / o
EWC STEEL LINE, '
O
/ O
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i
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��Cu1 'D
IDI 1 2 6 Sll Intl ane
12' 6x 16 9 1 /210
N
UPCW 70 BLDG / \
I
ON
1' 6 �- -� 1' 6
12,0
SIDEWALL SWB
Builder
CRANSTON STEEL STRUCTURE
Job Not 73224D run01
Version, ver01-rwmo.
Tue Nov 29 15:02139 2011
BLDG. D
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SUNWEST MILLING COMPANY
BIGGS CA 95917
P.0, SUNWEST•
GMS I-ldM39IS
0 ,Zi
9 ,i k� 9 ,i
r�
nNtn of ao
/I D o
PURLIN CUT BACK o
2' FROM EWA AND / o
EWC STEEL LINE, '
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IDI 1 2 6 Sll Intl ane
12' 6x 16 9 1 /210
N
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I
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1' 6 �- -� 1' 6
12,0
SIDEWALL SWB
Builder
CRANSTON STEEL STRUCTURE
Job Not 73224D run01
Version, ver01-rwmo.
Tue Nov 29 15:02139 2011
BLDG. D
•' i
3
W
J
J
Q
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a
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Li
38
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224D
Design Summary Report Version: 3.96 run01 Date:. 11/29/11
Manufacturing Plant - NCI Start Time: 03:02:35
R:\..\12-B-73224\ver01-rwma\Bldg-D\run01\73224D_bldg_D_01.cds
-------------------------------------------------------------------------------
Building D
M A 'I N B U I L D I N G D E S I G N S U. M `M A R Y R E P O 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 ------- RPD
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-D\run01\DroofRPD_01.edf
Panel .................... PBR26
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 3'0 9@5'0 3'0
Bay Length Member Size Brace L Lap R Lap
# (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 10.500 8X2.5Z16 None S 0.000 0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7,8,9,10,11 @ Supports:B.9,B.7
Purlin Stiffened Clips @ Level 2,6,11 @ Supports:B.9,B.7
Purlin Backup Plate @ Supports:B.9,B.7,
RPD
Purlin
Strut
@
15.500
(ft)
8X2.5Z16
Bays
1
RPD
Purlin
Strut
@
35.500
(ft)
8X2.5Z16
Bays
1
SWD
Eave
Strut
@
12.542
(ft)
8X3.5E14
Bays
.1
SWB
Eave
Strut
@
16.792
(ft)
8X3.5E14
Bays
1
SWB
Pipe
Strut
@
8.396
(ft)
P6X10.78
Bays
1
Note: 1) All Perlin 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) All pipe struts have a 3/8" thick plate and (4) 1/2" A325 bolts
connection..
Eave strut connection at end -frame uses (4)-1/2" A325 bolts.
BRACING ---- Roof: 1 bays rods
Plane SWB : 1 bays •rods
Plane SWD :Portal Frame
Plane EWC :End Frame
Plane EWA :End Frame
39
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224D
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:02:35
R:\..\12-B-73224\ver01-rwma\Bldg-D\run01\73224D_bldg_D_O1.cds
-------------------------------------------------------------------------------
SIDEWALL PLANE SWB -= ( 0.000" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-D\run01\DwallSWB_Ol.edf
Panel .................... None
Open full height to remain open.
OPEN AREAS:
Size
1210 x 1619-1/2
Wall Distance
SWB 0'0
SIDEWALL PLANE SWD -- ( 0.000" Inset columns )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-D\run01\Dwall'SWD_Ol.edf
Panel .................... None
Open full height to remain open.
OPEN AREAS:
Size
1210 x 1216-1/2
Wall Distance
SWD 0'0
Endwall Plane EWC Design ........ Non -Expandable Frame (SS )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-D\run01\DWallEWC_Ol.edf
Panel .................... None
Open full height to remain open.
OPEN AREAS:
Size Wall Distance
5110 x 1619-1/2 EWC 010
COLUMNS ----- <NONE FOR THIS WALL LOCATION>
40
11/30/2011
low
Star Building Systems, OKC, OK
Design Summary Program User: rwma Job Number: 73224D
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:02:36
R:\..\12-B-73224\ver01-rwma\Bldg-D\run01\73224D_bldg_D_01.cds
-------------------------------------------------------------------------------
Endwall Plane EWA Design ........ Non -Expandable Frame (SS )
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-D\run01\DwallEWA 0l.edf
Panel .................... None
Open full height to remain open.
OPEN AREAS:
Size Wall Distance
5110 x 1619-1/2 EWA 010
COLUMNS ----- <NONE FOR THIS WALL LOCATION>
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
SS 51.000 20.00/ 85.00 16.79/ 6.00 13.7-B.9
Note: Use square anchor rod layout.
41
11/30/2011
42
11/30/2011
Star Building Systems, OKC, OK
Design Summary Program User: rwma
Job Number: 73224D
Design Summary Report, Version: 3.96
run01 Date: 11/29/11
Manufacturing Plant - NCI
Start Time: 03:02.:36
R:\..\12-B-73224\verol-rwma\Bldg-D\run01\73224D_bldg_D_Ol.cds
-------------------------------------------------------------------------------
D-SWB-CFO1 C A N 0 P Y D E S I G N
S U M M A R Y R E P 0 R T
BUILDING DATA
Live Load: 20.00 psf
CANOPY 216-x 910 x 1619-1/2 -1.:12
Tributary Check: No
Bays: 9'0
Roof Snow Load: 0.00 psf
Wind Exposure Category: C
Wind Load: 85.00 mph
Dead Load: 3.77 psf
--------------------------------------------------------------------------------
PANELS ----- Roof: PBR26
PURLINS ---- Spacings(From Free -End): 2@1'3
Bay Length Member Size Brace
L Zap R Lap Bear
## (ft) Identification Locations
Exten Exten Stiff
---------------------------------------------------------------------
1 12.000 8X2.5Z16 None
S 0.000 0.000 S
Purlin.Clip Use 2 A325 Bolts @ Level 2, @
Supports:1,2
EAVE STRUTS ---- 8X2.5C16 @ Bays 1
RAFTER ---- Hot -Rolled
Length Mem Depths at
Member Description
(ft) Start(in) End(in)
---------------------------------------------------------------------
3.759 7.890 17.390
W8z_10
42
11/30/2011
Star Building Systems FRAME ID #41
USER NAME:rwma
DATE:11/30/11
TIME:11:07:14 PAGE: 41-1
8600 S. I-35, Oklahoma City, OK 73149 ss 51./12.542/6. 20./85./0.
JOB NAME:73224D
FILE:frames_b.7-b.9.fra
7
LOCATION: Gridlines B.7 B.9
9
10
Web Dep.
DETAIL FILE: 12-B-73224\ver01-rwma\Bldg-D\Drftg\x41L
(1) All sectional dimensions are in
inches.
11.5
(2) All Flange
lengths are measured
along outer flange.
BOLTS:A325 FULLY TIGHT WEIGHT: 1322 lbs
11.5
N/A .
Type
Rafter Offset :8"-Z 31,9@5'[8.251-1
HORZ STF
CAP (EXT)
2E/2E
Column Offsets (FLUSH) - LEFT COLUMN (FLUSH) - RIGId;C Ct'io]"r-1!•Iy
2E/2E
2E/2E
BASE
� A
�W
w
0
N
0
I.VlV1V Gl.11V1V
Location
Yu1�
1* -10
-
2
3
4
__ _
5�
6
7
O8 *-8
9
10
Web Dep.
11.5
11.5
N/A
11.5
1.1..5_
11.5
11.5
11.5
11.5
N/A .
Type
BASE
HORZ STF
CAP (EXT)
2E/2E
SP"IICE
2E/2E
2E/2E
BASE
HORZ STF
CAP (EXT)
Plate(DN)
6.0X0.375
2.25X0.25
6.0X0.25
6.0X0.625
6.0X0.375
6.0X0.625
6.0X0.375
2.75X0.25
6.0X0.375
Plate(UP)
N/A
N/A
N/A
6.0x0.625
_ _1>1/E;._
N/A
6.OXO.375
6.ox0.62s
N/A
N/A
N/A
Bolts
(4)-3/4
N/A
N/A
(8)-3/4
N/t.
(8)-3/4
(8)-3/4
(4)-3/4
N/A
N/A
Star Building Systems FRAME ID #42 USER NAME:rwma DATE:11/30/11 TIME:11:07:41 PAGE: 42-1
8600 S. I-35, Oklahoma City, OK 73149 pf 9./12.542 main building at plane SWD JOB NAME:73224D FILE:p42_portal_bldg_d_swd.fra
LOCATION: bays 1 -(Gridline 10)
DETAIL FILE: 12-B-73224\ver01-rwma\B'ldg-D\Drftg\x42L (1) All sectional dimensions are in inches.
BOLTS:A325 FULLY TIGHT WEIGHT: 448 lbs (2) All Flange lengths are'measured along outer flange.
Rafter Offset [14"]
Column Offsets [4.25"]- LEFT COLUMN [4.25"]- RIGHT COLUI4IJ
t
1/2" E.H.
1*
Location
Web Dep.
9.5
9.5
N/A
9.5
9.5
9.5
9.5
N/A
Type
BASE
HORZ STF
CAP (EXT)
2E/2E
21;/28
BASE
HORZ STF
CAP (EXT)
Plate(DN)
6.0X0.375
2.25X0.25
S.OXO. 25
6.0X0.5 c
6.0X0.5 c
6.0X0.375
2.25X0.25
5.0x0.25
Plate(UP)
N/A
N/A
N/A
6.0x0.5 R
6.0X0.5 R
N/A
N/A
N/A
Dolts
(4)-3/4
N/A
N/A
(8)-3/4
(8)-'s/d
(4)-3/4
N/A
N/A
P,
0
O
O V ITE
O
CZJ
W
L
V'
1, 00
12
1/4' PURLIN CLIP,
TYP.
20' 0
BLDG. ALR—FRAME AT 1/4`X1' 0 LONG
LINE 3LINE 8 STIFFENERS, FS/NS(TYP.)
I-
�— W8X18 HUNG POST WITH 1/2'
CAP PLATE WITH (4)1/2'
A325 BOLTS ( TYP. )
_,.�_._ 1 Cl 1 .
WIOX12 FALSE RAFTER WITH
3/8'END PLATE WITH BLDG, B OR BLDG. C
(4) 1/2' A325 VOLTS PURLINS ( TYP, )
( TYP. )
FB— = C—TYPO AS SHOWN
1810 15' 0
12-B-73224
1, 00
12
3/16' GIRT CLIP
17' 0
cu
lk-
46
11130/2011
YY
(SPANDREL) BEAM INS/DE
a
JOB NO.
12-B-73224
Support (spandrel) beam
W10X12
x 2 x %$ with 72" bolts AT 1/4 PT
DD NOTE AND REACTION TO DWG.
Load imposed on wall
construction from
beam's angle brace:
A
:
0.6 k:oS
0.6 kips
r
2%4" for Type 19
ium radius
ovide %4" clip, Type 19,
WS with 3/4" bolts
Type 20 clip is for column flange widths of 8" and less. for wider flanges, the
Engineer is to specify. a Type 19, a non-standard clip, or use of Type 20 with beam 47
coped to accept Type 20 clip. 11/30/2011
I
z)rtNDED GABLE BRAC/NG
x47-111 JOB NO.
COLUMN NO T A T PEAK 12-73224
3 Flange brace at
s uphill and downhill
uspended column
1- Connection plates g" thick
unless noted otherwise
I– -5.0011----
48
-5.00"--
J/ V
Open 14'0 above finish Detail of plate on
floor suspended column
' bolts
4s
11/30/2011
REACTIONS
BUILDER: CRANSTON STEEL STRUCTURES INC
CUSTOMER: SUNWEST MILLING COMPANY
JOB NUMBER: 12-B-73224
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 S':o.pe ;✓uildin•_s
O V-Ct't co ulnli is the low side column.
(�) 11<!ili ::Ol:ltlln �� the ii?�h Side Coiunln.
(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, Q0.
(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, 52.0.
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.
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.
49
11/30/2011
Rev D 2/25/11
FRAME ID'#21 USER DATE:11/30/11 PAGE: 21-2'.•,
msl 140./24.333/32.708 20./
JOB
3224E FILE:frame_2.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP I
*LOCATION: Gridlines: 2 i
NOTES:(1) All reactions are in kips and kip -ft. TIME:11:05:54.
(2) The seismic overstrength factor (Omega) is not included in the "LEQ" Load Group reactions.
Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.000 j
REACTION NOTATIONS 11
v
HL
VL Vi
*_J *-F
T.nan L31znTTP RF.ACTTON TABLE * = 2
COLUMN
Roof Dead Load
*-J
DL
COLL
*-C
PLL1
*-F
BASE PLATE
10.OX13.OXO.375
l0.0X13.0X0.375
LL
8.0Xll.0X0.375
ANC. RODS
(4)-3/4
to plane of frame]
(4)-3/4
Upward Acting Rod Brace Load from Longit. Seismic
(4)-3/4
Lateral Primary Wind Load
LOAD GROUP.
HL
VL
LNL
HR I
VR
LNR
H1 I
V1
LN1
DL
2.5
5.6
0.0
-2.5
5.6
0.0
0.0
8.1
0.0
COLL
3.4
6.4
0.0
-3.4
6.4
0.0
0.0
10.0
0.0
PLL1
4.1
14.7
0.0
-4.1
0.7
0.0
0.0
12.1
0.0
PLL2
4.1
0.7
0.0
-4.1
14.7
0.0
0.0
12.1
0.0
LL
8.2
15.4
0.0
-8.2
15.4
0.0
0.0.
24.1
0.0
EQ
-6.0
-2.0
0.0
-6.0
2.0
0.0
0.0
0.0
0.0
RBUPEQ
0.2
-10.3
-11.5
-0.2
-10.3
-11.5
0.0
-0.1
0.0
WL1
-9.5
-16.6
0.0
3.6
-10.4
0.0
0.0
-18.7
0.0
WL2
-7.4
-9.6
0.0
1.5
-3.3
0.0
0.0
-8.7
0.0
WL3
-3.6
-10.4
0.0
9.5
-16.6
0.0
0.0
-18.7
0.0
67L4
-1.5
-3.3i
0.01
7.4
-9.61
0.01
0.0.
-8.7, 0.0E
L
( LWLI
-6. 21!
-_ .31
0.01
6.31
-15.91
0.01
0.01
-25.6;
0.0£
1 "LS 772Li•7
0.11
-9.=!
-10.51
-0.2.1
-9.,:!
-10.51
0.0!
0.01
0.7`
�LWL2
-6.31
-16.9;
0.01
6.21
-18.3
0.0:
0.01
-24.C;
0.01
LWL3
-3.0
-11.4
0.0
3.1
-10.8
0.0
0.0
-15.21
0.0
LWL4
-3.1
-10.8
0.0
3.0
-11.41
0.0
0.0
-15.2
0.0
RBDWLW
0.0
9.5
0.0
0.0
9.5
0.0
0.0
-0.1
0.0
RBDWEQ
0.0
20.9
0.0
0.0
20.91
0.0
0.0
-0.31
0.0
LOAD GROUP DESCRIPTION
Roof Dead Load
DL
COLL
Roof Collateral Load
PLL1
Pattern Live Load [PLLxx]
PLL2
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
R13UPLW
Upward Acting Rod Brace Load from Longitud. Wind
LWL2
Longitudinal Primary Wind Load
LWL3
Longitudinal Primary Wind Load
LWL4
Longitudinal Primary Wind Load
RBDWLW
Downward Acting Rod Brace Load
from Longit. Wind
RBDWEQ
Downward Acting Rod Brace Load
from Long. Seismic
50
11/30/2011
FRAME ID #01 USER(1-wma DATE:12/ 2/11 PAGE: 1-3'
y ms2 230./24.333/26. 20./85. JOB p.3224A FILE:frames 3 8.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines: 3 8
NOTE: All reactions are in kips and kip -ft. TIME:13:53:18,
REACTION NOTATIONS
HL -I! i-V2
H2 '� HR
IVL V1 IVR
*_J *-F *-C.1 *-A
I nnn- nVRe"TnM T•'Al2T.4 * _ i A
COLUMN
DESCRIPTION
*-J
DL
Roof Dead Load
*-A
COLL
Roof Collateral Load
*-F
PLL1
Pattern Live Load [PLLxx]
*-C.1
PLL2
BASE PLATE
10.OX14.OXO.375
PLL3
8.OX14.OXO.625
8.OX10.75XO.375
8.OX10.625XO.5
ANC. RODS
(4)-3/4
EQ
Lateral Seismic Load (parallel to plane of frame]
(4)-1
Lateral Primary Wind Load
(4)-3/4
WL2
(4)-3/4
LOAD GROUP
HL
VL I
LNL
HR I
VR
LNR
H1
V1 I
LN1
H2
V2
LN2
DL
3.1
5.5
0.0
-3.11
6.2
0.0
0.0
5.9
0.0
0.0
9.5
0.0
COLL
3.8
5.7
0.0
-3.8
6.4
0.0
0.0
7.3
0.0
0.0
11.2
0.0
PLL1
5.5
12.2
0.0
-5.5
2.5
0.0
0.0
12.0
0.0
0.0
-4.8
0.0
PLL2
-2.3
-2.1
0.0
2.3
-1.9
0.0
0.0
12.3
0.0
0.0
13.2
0.0
PLL3
5.9
3.6
0.0
-5.9
14.7
0.0
0.0
-6.7
0.0
0.0
16.9
0.0
LL
9.2
13.7
0.0
-9.2
15.2
0.0
0.0
17.6
0.0
0.01
26.8
0.0
EQ
-5.6
-2.6
0.0
-8.0
3.1
0.0
0.0
4.11
0.0
-0.7
-4.6
0.0
WL1
-14.2
-21.7
0.0
5._81_-17.4
0.01
0.0
-20.8
0.0
-2.4
-28.8
0.0
WL2
-5.2
-1.9
0.0
-1.21
3.5
0.01
0.01.5
0.0
-0.61
4.5
0.0
LWLl
-12.0
-25.1
0.01
8.8
-23.4
0.01
0.0
-25.2
0.0
-3.3
-39.8
0.0,
LTiiL2
-12.1
-22.7
0.01
3.41
-25.81
0.0
0.0,
-24.41
0.0,
-3.3�
L'r:L3
-3.2
-1S..i
0.0'
4.6;
17.2
0 0!
0.0
-13.2
0.0
-3.31
-30.3!
0. 0._
--,'L4
-8.21
-17.11
0.0~
6
-13 2;
0.01
0.01
-17.5
-.01-3.3;
-30.71
0.0.1
IL3
-7.21
-16.21
0.0;
14.3!
-23.6!
0.
0.01
-18.81
0.01
3I
-30.71
0.0
WL4
1.81
3.61
0.01
7.21
-2.71
0.01
0.01
3.51
0.0
3.01
3.21
0.0�
LOAD GROUP
DESCRIPTION
DL
Roof Dead Load
COLL
Roof Collateral Load
PLL1
Pattern Live Load [PLLxx]
PLL2
Pattern Live Load [PLLxx]
PLL3
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
51
12/02/2011
- FRAME ID #02 USER/,M Vrwma DATE:12/ 2/11 PAGE: 2-3
ms2 230./24.333/26. 20./85. JOB J3224A FILE:frames_4-7.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP'__
*LOCATION: Gridlines: 4 5 6 7
NOTES:(1) All reactions are in kips and kip -ft. TIME:13:53:54
(2) The seismic overstrength factor (Omega) is not included in the "LEQ" Load Group reactions.
Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.000
REACTION NOTATIONS I
HL -1z L H2
IVL �Vl �V2
*_J *-F I* -C.1
TnATi 20MT10 047kf-TTAV TART.R * = 4 S A 7
COLUMN
Roof Dead Load
*-J
DL
COLL
*-A
PLL1
*-F
PLL2
*-C.1
BASE PLATE
10.OX13.OXO.375
8.OX14.OXO.625
Roof Live Load
8.OX10.75XO.375
8.OX10.625XO.5
ANC. RODS
(4)-3/4
RBUPEQ
Upward Acting Rod Brace Load from
(4)-1
WL1.
(4)-3/4
(4)-3/4
Lateral Primary Wind Load
LOAD GROUP
HL
VL I
LNL
HR I
VR
LNR
H1
V1 I
LN1
H2 I
V2
LN2
DL
2.8
5.21
0.0
-2.8
6.2
0.01
0.0
6.0
0.0
0.0
9.2
0.0
COLL
3.6
5.6
0.0
-3.6
6.4
0.0
0.0
7.6
0.0
0.0
10.3
0.0
PLL1
6.0
12.5
0.0
-6.0
2.7
0.0
0.0
11.5
0.0
0.0
-4.8
0.0
PLL2
-2.1
-2.0
0.0
2.1
-2.1
0.0
0.0
12.0
0.0
0.0
13.6
0.0
PLL3
4.6
2.8
0.0
-4.6
14.7
0.0
0.0
-5.2
0.0
0.0
16.1
0.0
LL
8.6
13.4
0.0
-8.6
15.3
0.0
0.0
18.3
0.0
0.0
24.8
0.0
EQ
-4.6
-2.0
0.0
-8.8
3.2
0.0
0.0
3.3
0.0
-0.7
-4.5
0.0
RBUPEQ
0.1
-11.3
-11.6
-0.1
0.0
0.0
0.0
0.0
0.01
0.0
-0.1
0.0
WL1
-13.3
-21.2
0.0
5.0
-17.3
0.0
0.0
-21.8
0.0
-2.4
-27.2
0.0
WL2
-5.3
-2.010.0
-1.2
3.6
0.0
0.0
1.6
0.0
-0.6
5.5
0.0
WL3
-6.4
-15.7:
0.0
13.5,
-23.7
0.01
0.0!
-19.3
0.0
1.3_
-28.4
0.0,
L�
1.61
3.51
0.0:
7.3j
-2.71
0.0.
O.Ci
3.51
0_0
3.01
4.31
v.0
j LNIL'_
-11.01
-24.5i
O.OI
7.3!
-23.41
0. C
-26.51
O.0
-3.31
-37.1;
0.".
RBJPLW
0.0
-:L.,:!
-
0.0;
0.01
0.0
C.Oi
0.01
0.0
0.01
0.0
0.0�
LWL2
-10.8
-22.0
0.0
7.1
-25.8
0.0
0.0
-25.8
0.0
-3.3
-38.0
0.0
LWL3
-7.3
-17.6
0.0
3.9
-17.2
0.0
0.0
-19.2
0.0
-3.3
-27.7
0.0
LWL4
-7.2
-16.5
0.0
3.7
-18.2
0.0
0.0
-18.9
0.0
-3.3
-28.1
0.0
RBDWLW
0.0
1.4
0.0
0.0
0.0
0.0
0.0
0.01
0.0
0.0
0.0
0.0
RBDWEQ
0.0
11.3
0.0
0.0
0.0
0.0
0.0
-0.1
0.0
0.0
0.0
0.0
LOAD GROUP DESCRIPTION
Roof Dead Load
DL
COLL
Roof Collateral Load
PLL1
Pattern Live Load [PLLxx]
PLL2
Pattern Live Load [PLLxx]
PLL3
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
RBDWLW
Downward Acting Rod Brace Load from Longit. Wind
RBDWEQ
Downward Acting Rod Brace Load from Long. Seismic
I- VR
*-A
52
12/02/2011
FRAME ID#31 USEF1W Irwma DATE:11/30/11 PAGE: 31-
msl 140./24.333/13.333 20./ JOB'[ J73224C FILE:frame 9.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines: 9
NOTES: (1) All reactions are in kips and kip -ft. TIME:11:06:37
(2) The seismic overstrength factor (Omega) is not included in the "LEQ" Load Group reactions.
Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.000
REACTION NOTATIONS
HL ✓ i ! HR
IVL V1 i VR
*-J *-F *-C
LOAD GROUP REACTION TABLE * = 9
COLUMN
Roof Dead Load
*-J
DL
COLL
*-C
PLL1
*-F
BASE PLATE
8.0X13.0X0.375
8.OX13.OXO.375
Roof Live Load
B.OX10.5XO.375
ANC. RODS
Lateral Seismic Load (parallel
(4)-3/4
RBUPEQ
(4)-3/4
WL1
(4)-3/4
LOAD GROUP
HL
VL
LNL
HR I
VR
LNR
H1
V1 I
LN1
DL
1.2
3.1
0.0
-1.2
3.1
0.01
0.0
4.3
0.0
COLL
1.3
2.6
0.0
-1.3
2.6
0.0
0.0
4.2
0.0
PLL1
1.6
6.0
0.0
-1.6
0.3
0.0
0.0
5.0
0.0
PLL2
1.6
0.3
0.0
-1.6
6.0
0.0
0.0
5.0
0.0
LL
3.2
6.2
0.0
-3.2
6.2
0.0
0.0
10.0
0.0
EQ
-2.9
-1.0
0.0
-2.9
1.0
0.0
0.0
0.0
0.0
RBUPEQ
0.0
-2.6
-2.7
0.0
-2.6
-2.7
0.0
0.0
0.0
WL1
-4.9
-8.2
0.0
1.2
-4.7
0.0
0.0
-9.1
0.0
WL2
-4.2
-5.4
0.0
0.5
-1.8
0.0
0.0
-5.0
0.0
WL3
-1.2
-4.7
0.0
4.9
-8.2
0.0
0.0
-9.1
0.0
?dL4
-0.5;
-1.81
0.0
4.2,
-5.4;
0.0
0. C)
-5.01
O:Ot
LWLI
-2.111
-7.1.1
0.01
2.11
-5.311
0.0j
0.0!
-10.31
0.01
39 i?Lri
0-2!
-10.'
-10.111
-0.21
-_0.0;
-10.1; ;
0.01
-0.111
3.01
L:L2 !
-2.111
-6 !
0.0! 2.11
-7.1 0.0 O.Oi
-10.11
0.01
LWL3
-0.9
-4.51
0.01
0.9
-4.4
0.0
0.01
-6.2
0.0
LWL4
-0.9
-4.4
0.01
0.9
-4.5
0.0
0.0
-6.2
0.0
RBDWLW
0.0 1
9.7
0.01
0.0
9.7
0.01
0.0
-0.1
0.0
RBDWEQ
0.01
5.11
0.01
0.01
5.1
0.01
0.0
-0.11
0.0
LOAD GROUP DESCRIPTION
Roof Dead Load
DL
COLL
Roof Collateral Load
PLL1
Pattern Live Load [PLLxx]
PLL2
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
RBDWLW
Downward Acting Rod Brace Load
from Longit. Wind
RBDWEQ
Downward Acting Rod Brace Load
from Long. Seismic
53
11/30/2011
- FRAME ID #41 USER, - )rwma DATE: 11/30/11 PAGE: 41-
ss 51./12.542/6. 20./65./0. JOB V 73224D FILE:frames_b.7-b.9.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP "�
*LOCATION: Gridlines: B.7 B.9
NOTES:(1) All reactions are in kips and kip -ft. TIME:11:07:14
(2) The seismic overstrength factor (Omega) is not included in the "LEQ" Load Group reactions.
Seismic "BASE -ONLY" combination reactions include an overstrength factor of: 2.000
REACTION NOTATIONS
HL -1 L HR
VL VR
*-lo *-8
T.nan (STinTTA PRACTTON TABLE * = B.7 B.9
COLUMN
DESCRIPTION
*-10
Roof Dead Load
PLL1
*-8
PLLR1
BASE PLATE
.6.OX12.OXO.375
Roof Live Load
6.OX12.OXO.375
ANC. RODS
(4)-3/4
Upward Acting Rod Brace Load from Longit. Seismic
(4)-3/4
Lateral Primary Wind Load
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
DL
0.3
0.9
0.0
-0.3
1.0
0.0
PLL1
1.4
2.7
0.0
-1.4
2.7
0.0
PLLR1
0.0
0.0
0.0
0.0
0.3
0.0
LL
1.4
2.7
0.0
-1.4
3.0
0.0
EQ
-0.2
-0.1
0.0
-0.1
0.1
0.0
RBUPEQ
0.0
0.0
0.0
0.0
-0.3
-0.2
WL1
-1.3
-1.2
0.0
-0.2
-0.9
0.0
WL2
-1.1
-0.6
0.0
-0.6
-0.3
0.0
WL3
0.6
-0.7
0.0
1.4
-1.6
0.0
WL4
0.5
-0.9
0.0
1.5
-1.8
0.0
_.WL1
0.21
1.21
0.0 1
-1.31
1.7
0.0
1 RSUPLIH
0.1!
0.C1
0.01
-0.11
-5.9;
2°
1,--.-.L2
-0.31
-_ 4i
0.01
C.31
-1.51
0.04
L3
0.61
0.81
0.01
-1.01
1.11
O.O:
LWL4
-0.61
-2.1
0.0
0.7
-2.3
0.0
RBDWLW
-0.1
0.0
0.0
0.1
5.9
0.0
RBDWEQ
0.0
0.0
0.0
0.0
0.3
0.0
LOAD GROUP
DESCRIPTION
DL
Roof Dead Load
PLL1
Pattern Live Load [PLLXx]
PLLR1
Pattern Live Load Right Leanto/Canopy.[PLLRxx]
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
RBDWLW
Downward Acting Rod Brace Load from Longit. Wind
RBDWEQ
Downward Acting Rod Brace Load from Long. Seismic
54
11/30/2011
FRAME ID #03 USER, �rwma DATE: 12/ 2/11 PAGE: 3-2
pf 26./24.333 main building a JOB f73224A FILE:p3_bldg_a_swa.fra
SUPPORT REACTIONS FOR EACH LOAD GROUP—
LOCATION:bays 3 -(Gridline A)
NOTE: All reactions are in kips and kip -ft. TIME:13:54:51
REACTIO]
HL --I
VL
LOAD GROUP REACTION TABLE
COLUMN
LEFT COLUMN
RIGHT COLUMN
BASE PLATE
10.OX13.OXO.625
10.OX13.OXO.625
ANC. RODS
(4)-1
(4)-1
LOAD GROUP
HL VL I LNL
HR I
VR
LNR
DL
0.1 1.6 0.0
-0.1
1.6
0.0
EQ
-12.1 -23.9 0.0
-13.0
23.9
0.0
WL1
-5.4 -10.6 0.0
-5.7
10.6
0.0
WL2
5.7 10.6 0.0
5.4
-10.6
0.0
LOAD GROUP DESCRIPTION
DL Roof Dead Load
EQ Lateral Seismic Load [parallel to plane of frame]
WL1 Lateral Primary Wind Load
WL2 Lateral ?_imam :Mind Load
55
12/02/2011
FRAME ID #42 USERwma DATE:11/30/11 PAGE: 42-2
t pf 9./12.542 main building at JOB 3224D FILE: p42_portal_bldg_d_swd.'Erz
SUPPORT REACTIONS FOR EACH LOAD GROUP�� �Wyr
LOCATION:bays 1 -(Gridline 10)
NOTE: All reactions are in kips and kip -ft. TIME:11:07:41.
REACTIO
HL —IVL
iVR
LOAD GROUP REACTION TABLE
COLUMN
LEFT COLUMN
RIGHT COLUMN
BASE PLATE
6.OX10.OXO.375
6.0X10.0X0.375
ANC. RODS
(4)-3/4
(4)-3/4
LOAD GROUP
HL VL I LNL
HR
I VR
LNR
DL
0.0 0.2 0.0
0.0
0.2
0.0
EQ
-0.1 -0.4 0.0
-0.1
0.4
0.0
WL1
-1.8 -5.7 0.0
-1.9
5.7
0.0
WL2
1.9 5.7 0.0
1.8
LOAD GROUP DESCRIPTION
DL Roof Dead Load
EQ Lateral Seismic Load (parallel to plane of frame]
WL1 Lateral Primary Wind Load
W_-2 Lateral Pr_mary blind Load
56
11/3012011
FRAME DESCRIPTION, USER NAME,rwma DATE,I1/29/11 PAGE, EW -1
Endwatt EWB JOB NAME173224A FILE,REW3BLDG1
PATH, R,\Jobs\Active\ENG\12-H-73224\ver01-rwra\Bldg-A\run01\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE, A t t reactions are in kips and k t p -ft. TIME, 15, 00, 32
REACTION NOTATIONS
n /aP111. Sf AI TT- TAM f
BLDG, A, EWB, LINE 3
INTERIOR COLUMN
V2 1 V3
3-B.4 3-B
COLUMN- - -- ---
3-8.4
3-B
BASE PLATE
8.OX12.5X0.5
B.OXB.OXO. 375
ANC. BOLTS
(0-5/8
(4) -5/8
LOAD GROUP
H2 V2 L2
H3 V3 I L3
D
0. 0. 8 0.
' 0. 0. 7 0.
W+
0. 0. 4, 9
0. 0. 4. 7
W_
0. 0. -5.3
0. 0. -5.0
E+
0. 0. 3. 3
0. 0. 1.6
E_
0. 0. -3.3
0. 0. -1.6
1 nAD GROUP
D
DESCRIPTIONd
DEAD LOAD
W+
dIND LOAD AS AN
INWARD .STING PRESSURE
W-
WIND LOAD AS AN
OUTWARD WARD
AC 1INN SUC i•101N
E+
EARTH^UA;<E - RCE
ACTING
IN`ARD
P.R-HOUAKE FORCE
ACTING
OUTWARD
57
11/30/2011
FRAME DESCRIPTION- USER NAME-rwna DATE, 11/29/11 PAGEt EW -5;
EndwaIt EMD JOB NAME173224A FILE,REW4BLDG1
PATHS R,\Jobs\Active\ENG\12-B-73224\ver01-rwna\Bldg-A\run01\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE- All reactions are in kips and kip -ft. TIMET 15, 00- 33
REACTION NOTATIONS
I nen turn io OCef`TTnW Tem r
BLDG, AEWD, LINE 8
COLUMN
8-B
8-B. 4
BASE PLATE
INTERIOR COLUMN
I
V3
V4
8-B
8-B.4
I nen turn io OCef`TTnW Tem r
BLDG, AEWD, LINE 8
COLUMN
8-B
8-B. 4
BASE PLATE
8. 0X8. 0X0, 375
8. 0X12. 5X0. 5
ANC. BOLTS
(4)-5/8
C0-5/8
LOAD GROUP
H3
L3
H4
V4
L4
D
0.
0.
0.
0. 8
.
W+
R%...7.
4.
0.
0.
4. 9
W_
0.
-5.0
0.
0.
-5.3
E+
0.
1.
0.
0.
3. 3
E-
-1.
0.
0.
-3.3
LOAD GROLR DESCRIPTION
D DEAD LOAD
'dr1dIND LOAD AS AN IN PI) ACTING PRESSURE
W_ ' i :IND LOAD AS AN OUT'JARD ACTING SUCTION
Z.;R7HOUAKE.FO-CE -'NG ?rAiARD
E-
EARTHQUAKE FC'r'.CE ACTING OUTWARD
58
11/30/2011
FRAME DESCRIPTION: USER �a DATE: 11/29/11 PAGE: EW -1
Endwall EWB JOB 3224B FILE:REW3BLDG1
PATH: R:\Jobs\Active\ENG\12-B-73224\ ��1-rwma\Bldg-B\run01\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE: All reactions are in kips and kip -ft. TIME:15:01:17
REACTION NOTATIONS
Tnnn 11-12M D RRL[`TTnV TART.P.
COLUMN
1-J
5
C
1-C
fI�v�HR
LIVE LOAD
1-H
WIND LOAD AS AN INWARD ACTING PRESSURE
HL-1zv�
1-G
WR
WIND FORCE FROM THE RIGHT
1-F
IVL
IVl
IV2
�V3
IVR
1-J
1-H
1-G
1-F
1-C
Tnnn 11-12M D RRL[`TTnV TART.P.
COLUMN
1-J
DEAD LOAD
C
1-C
L
LIVE LOAD
1-H
WIND LOAD AS AN INWARD ACTING PRESSURE
W-
1-G
WR
WIND FORCE FROM THE RIGHT
1-F
WIND FORCE FROM THE LEFT
BASE PLATE
10.OX11.OXO.625
10.OX11.OXO.625
EARTHQUAKE FORCE ACTING OUTWARD
10.OX11.OXO.375
10.OX11.OXO.375
10.OX11.OXO.5
ANC. BOLTS
(4)-1
(4)-1
(4)-5/8
(4)-5/8
(4)-5/8
LOAD GROUP
HL
VL I
LL
HR I
VR
LR
H1
Vl
L1
H2
I V2
L2
H3
V3
L3
D
0.0
1. 21
0.
0.01
1.2
0.
0.
2.0
0.0
0.
2.1
0.0
0.
1.8
0.0
C
0.0
0.7
0.
0.0
0.7
0.
0.
1.8
0.0
0.
1.9
0.0
0.
1.4
0.0
L
0.0
2.5
0.
0.0
2.5
0.
0.
6.2
0.0
0.
6.5
0.0
0.
4.7
0.0
W+
-0.1
-2.8
12.1
0.1
-2.8
12.1
0.
-6.2
3.5
0.
-6.5
3.7
0.
-4.6
4.0
W-
-0.1
6.6
-1.9
0.1
6.6
-1.9
0.
-6.2
-3.8
0.
-6.5
-4.1
0.
-4.6
-4.4
WR
2.1
-1.6
0.
3.1
-2.8
0.
1.1
-6.2
0.0
0.
-6.5
0.0
0.
-4.6
0.0
WL
-3.0
-2.8
0.
-1.9
-1.8
0.
0.
-5.1
0.0
0.
-6.5
0.01
0.
-4.6
0.0
E+
0.
0.
16.1
0.
0.
16.1
0.
0.
4.4
0.1
0.
4.6
0.
0.
4.7
E-
0.
5.2
-4.6
0.
5.2
-4.6
0.
0.
-4.4
0.
0.
-4.6
0.
0.
-4.7
ER
0.
3.51
0.
2.5
0.
0.
3.3
0.
0.
0.
0.
0.
0.
0.
0.
EL
-2.91
G.i
0.
0.
3.1
0.
0
1 3.4i
0.
0.1
�-
0.,
0.,
0.!
0.y
59
11/30/2011
D
DEAD LOAD
C
COLLATERAL LOAD
L
LIVE LOAD
W+
WIND LOAD AS AN INWARD ACTING PRESSURE
W-
WIND LOAD AS AN OUTWARD ACTING SUCTION
WR
WIND FORCE FROM THE RIGHT
WL
WIND FORCE FROM THE LEFT
E+
EARTHQUAKE FORCE ACTING INWARD
E-
EARTHQUAKE FORCE ACTING OUTWARD
ER
EARTHQUAKE FORCE FROM RIGHT
EL
EARTHQUAKE FORCE FROM LEFT
59
11/30/2011
IF FRAME DESCRIPTION: USER DATE:11/29/11 PAGE: EW -2'
Endwall EWB JOB IT
3224B FILE:REW3BLDG1
PATH: ,R:\Jobs\Active\ENG\12-B-73224\1.. >)l-rwma\Bldg-B\run0l\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE: All reactions are in kips and kip -ft. TIME:15:01:17
REACTION NOTATIONS
LOAD GROUP REACTION TABLE
COLUMN
vH5
fv�.
C
If
L
BASE PLATE
10.OX11.OXO.375
�V4
iV5
1-E
1-D
LOAD GROUP REACTION TABLE
COLUMN
1-E
DEAD LOAD
C
1-D
L
BASE PLATE
10.OX11.OXO.375
10.OX11.OXO.375
ANC. BOLTS
WIND LOAD AS AN OUTWARD ACTING SUCTION
(4)-5/8
WIND FORCE FROM THE RIGHT
WL
(4)-5/8
E+
LOAD GROUP
H4
V4
L4
H5
VS
L5
D
0.
2.1
0.0
0.
2.0
0.0
C
0.
1.9
0.0
0.
1.8
0.0
L
0.
6.5
0.0
0.
6.2
0.0
W+
0.
-6.5
3.7
0.
-6.2
3.5
W-
0.
-6.5
-4.1
0.
-6.2
-3.8
WR
0.
-6.51
0.0
0.
-5.2
0.0
WL
0.
-6.51
0.0
-1.0
-6.2
0.0
E+
0.
0.
4.6
0.
0.
4.4
E-
0.
0.
-4.6
0.
0.
-4.4
ER
0.
0.
0.
0.
2.9
0.
--
0.;
0.1
0.
-2.8:
0.;
0.1
60
11/30/2011
D
DEAD LOAD
C
COLLATERAL LOAD
L
LIVE LOAD
W+
WIND LOAD AS AN INWARD ACTING PRESSURE
W-
WIND LOAD AS AN OUTWARD ACTING SUCTION
WR
WIND FORCE FROM THE RIGHT
WL
WIND FORCE FROM THE LEFT
E+
EARTHQUAKE FORCE ACTING INWARD
E-
EARTHQUAKE FORCE ACTING OUTWARD
ER
EARTHQUAKE FORCE FROM RIGHT
EL
EARTHQUAKE FORCE FROM LEFT
60
11/30/2011
REACTION NOTATIONS
FRAME ID #11 USER NAME:rwma DATE:11/28/11 PAGE: I1-3
B-EWB-CFOI.fra JOB NAME:73224B FILE:b-ewb-cf0l.fra
SIgPORT REACTIONS FOR EACH LOAD GROUP
LOCATION:frame lines C -J
NOTE: A l i react i ons are i n k s ps and k i p -ft. TIME: 16, 541 54
LOAD GROUP REACTION TABLE
SUPPORT SUPPORT # 1
M1
H1
H1
M1
SW
0.00
0.06 0.00
V1
LOAD GROUP REACTION TABLE
SUPPORT SUPPORT # 1
LOAD GROUP
H1
V1 LN1
M1
SW
0.00
0.06 0.00
0. 18
DL
0.00
0. ao o. 00
1.20
LL
i 0.001
eo! C.
8.419
'd+•
? 7, t0�
. 521 �
i
i-
U-
-e. ;sl
- ss; o. =•moi
-1 a. e.;
IOAD
SW
GROUP DESCRIPTION
Self
Weight
DL
Roof
Dead
Load
LL
Roof
Live
Load
W+
: wind
load
pressure
W-
: wind
load
suction
61
11/30/2011
Star Building Systems, • OK Page: 1
Bracing Design Program User: rwma Job Number. 73224A
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 02:59:56
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING ROOF. LONGITUDINAL BRACING DESIGN ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2010 California
(Reference 2009 International Building Code)
Seismic -resistance System Per:
2009 International Building Code
Longitudinal seismic loading
(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) ..............
0.54
Mapped spectral response accel. for 1 second
periods (S1)...........
0.22
Design , 5% damped spectral response accel.
at short periods
(Sds) 0.49248
Design , 5% damped spectral response accel.
at period 1 sec.
(Shc) 0.287467
Longitudinal Building Period(T)....................................
0.25
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)..................
4.781
Roof collateral load included in Seismic force "W" (psf)............
5.000
Roof Brace External loading ('eI)
.7rr_oV arc T
3r•c T
Erc
strut spans applied to strut line
--------- --------------------------------
Total
------ ------
/bay Allow
------ ------
PLANE RPC:
1 18.418 TOTAL
3.726 @ BAY 1, 5
3.655 @ BAY 2, 3,•4
0.7500"
ROD
28.750' Transfered"= 135.141
18.64 27.84
9.28
10.77
2 36.836 TOTAL
7.452 @ BAY 1, 5
7.311 @ BAY 2, 3, 4
0.6250"
ROD
28.750' Transfered = 98.305
13.56 20.25
6.75
7.48
3 36.836 TOTAL
7.452 @ BAY 1, 5
7.311 @ BAY 2, 3, 4
0.5000"
ROD
28.750' Transfered = 61.469
8.48 12.66
4.22
4.79
4 36.836 TOTAL
7.452 @ BAY 1, 5
7.311 @ BAY 2, 3, 4
0.5000"
ROD
28.750' Transfered = 24.633
3.40 5.07
1.69
4.79
5 34.433 TOTAL
6.966 @ BAY 1, 5
6.834 @ BAY 2, 3, 4.
0.5000"62ROD
25.000' Transfered = 9.800
1.35. 1.88
0.63
11(80/"1
63
11/3.0/2011
6
33.687
2.430
@ r`12AME LINE
1, 6
5.832.@
BAY 1, 5
5.722
@ BAY 2, 3,
4
0.5000"
ROD
20.000'
Transfered =
43.487
6.00 7.58
2.53
4.79
7
35.368
TOTAL
5.032
@ FRAME LINE
1, 6
5.119
@ BAY 1, 5
5.022
@ BAY 2, 3,
4
0.5000"
ROD
19.500'
Transfered =
78.855
10.87 13.61
4.54
4.79
8
30.729
TOTAL
2.712
@ FRAME LINE
1, 6
5.119
@ BAY 1, 5
5.022
@ BAY 2, 3.,
4
0.6250"
ROD
20.000'
Transfered =
109.584
15.11 19.09
6.36
7.48
9
25.993
TOTAL
0.184
@ FRAME LINE
1, 6
5.184
@ BAY 1, 5
5.086
@ BAY 2, 3,
4
0.7500"
ROD
20.000'
Transfered =
135.577
18.70 23.62
7.87
10.77
10
19.789
TOTAL
0.125
@ FRAME LINE
1, 6
3.953
@ BAY 1, 5
3.878
@ BAY 2, 3,
4
0.7500"
ROD
10.500'
Transfered =
155.366
21.42 23.12
7.71
10.77
11
6.807
TOTAL
0.040
@ FRAME LINE
1, 6
1. 361
OF .r .Y l 5
_�.I'-
@ j J
�
PLANTE
RPA:
-------
------ ------
--------- --------------------------------
- Using ASCE7-05 Eq(12.8-2)
Sds/(R/I)W
------
R=3.25
Roof
bracing load E=rhoV;
rho=1.30
63
11/3.0/2011
Star Building Systems, OK:� Page: 2
Bracing Design Program User. rwma Job Number. 73224A
Design Summary Report Version: 3.96, run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 02:59:56
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-A\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN ****
WALL STRUT LOADING AND FORCE TRANSMISSION
Wall Brace External loading
strut elev applied to strut line
--------- ----- ----- ----------------------
PLANE SWC:
Line 1
135.141 Transfered from roof
Tier 1 24.33' 18.418 TOTAL
3.726 @ BAY 1, 5
3.655 @ BAY 2, 3, 4
Transfered = 153.559 Weight (W)
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.49)/((3.25)/(1.00))(153.56) = 23.27
0.7*Omega*V = 0.7*2.00*23.269 = 32.58
Brace T = 45.37
Brace T / Bay = 45.37 / 2 bays = 22.69
Rod Design = 1.0000" ROD
Brace Allowable = 22.97
Wail Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWA:
Line 11
155.366 Transfered from roof
Tier 1 24.33' 6.807 TOTAL
0.040 @ FRAME. LINE 1, 6
1.361 @ BAY 1, 5
1.335 @ BAY 2, 3, 4
Transfered = 162.173 Weight (W)
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W ; R=3.25
V = (0.49)/((3.25)/(1.00))(162.17) = 24.57
** See portal frame for load application
64
11/30/2011
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Lines 3 & 8
Seismic Loads Required for Building ................................
•
Response Acceleration Coeff., for Short Periods [Ss] (og) ..........
54.0000
Star Building Systems,
OK
User: i Page:
3
R -Frame Design Program
- Version v3.96
Job .
73224A
Seismic Summary Report
1.3680
File: frames_3_8.fra Date:
11/30/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:03:45
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Lines 3 & 8
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (og) ..........
54.0000
Response Acceleration Coeff., for .1 sec: Periods [S1] (og) .........
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.00.00
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
. D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.2875
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) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
Seismic Overstrength Factor [OMEGAo] ...............................
2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
1.3000
Seismic Redundancy/Reliability Factor [rho] ........................
1.3000
ZDuiid_ng=_e_�.nt Limit (iee�) .................. ..................
65.0000
7?1sr,ic Story Drift Li;n,'_ Factor ...................................
0.0250
Se=smic Sto=v D _-t L i m i t ( - n) .....................................
7.3000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
6.012
Theta [Px*Delta/Vx/hx/Cd]...........................................
0.019
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load = 29.890
Wall Weight = 1.898
-Collateral Load = 30.550
Total Roof Weight = 62.338 kips
User Mass Load (1) = 39.000
-------------------------------------
TOTAL Bldg Weight = 101.338 kips
X X
Seismic Coeff. = 0.1407
-------------------------------------
BASE SHEAR = 14.2591 kips
65
11/30/2011
2010 CALIFORNIA
Main Seismic Force Resisting System Per Lines
4-7
ASCE 7 Standard
Star Building Systems,
OK
User: rill*
�• Page:
4
R -Frame Design Program
Seismic Summary Report
ms2 230./24.333/26.
--------------------------------------------------------------------------------
- Version v3.96
20./85./0.
Job .
File: frames_4-7.fra Date:
Start Time:
73224A
11/30/11
11:04:43
2010 CALIFORNIA
Main Seismic Force Resisting System Per Lines
4-7
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ..............................
Yes
Response Acceleration Coeff., for Short Periods [Ss] Ag) ..........
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] A&
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g)
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g)
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g)
0.2875
Seismic Response Modification Factor [R] ...........................
3.5000
Seismic Importance Factor [I]Z....................................
11.0000
Storage/Equipment Areas and/or Service Rooms.Exist .................
No
Seismic Story Height [hn] (feet) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
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 Facto= [rho] ........................
1.3000
3uilding Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .....................................
7.3000
Seismic Deflection Amplification Factor NO .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
5.503
Theta [Px*Delta/Vx/hx/Cd]...........................................
0.018
Theta Max {.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load = 29.456
Wall Weight = 1.898
Collateral Load = 29.900
Total Roof Weight = 61.254 kips
User Mass Load -(1) = 39.000
-------------------------------------
TOTAL Bldg Weight 100.254 kips
X X
Seismic Coeff. = 0.1407
----7--------------------------------
BASE SHEAR = 14.1066 kips
66
11/30/2011
Star Building Systems, r OK 0 Page: 1
Bracing Design Program User: rwma Job Number: 73224B
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:00:59
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run0l\
------------------- ---------------- --------------------------------------------
**** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2010 California
(Reference 2009 International Building Code)
Seismic -resistance System Per:
2009 International Building Code
Longitudinal seismic loading
(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) ..............
0.54
Mapped spectral response accel. for 1 second periods (S1)...........
0.22
Design 51 damped , spectral response accel. at short periods
(Sds) 0.49248
Design 51 damped , spectral response accel. at period 1 sec.
(Shc) 0.287467
Longitudinal Building Period(T)....................................
0.238
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)..................
4.829
Roof collateral load included in Seismic force "W" (psf)............
5.000
Roof Brace External loading (W) .7rhoV arc T
=,rc .,
arc
strut spans applied to strut line Total
/bay
Allow
--------- -------------------------------- ------ ------
PLANE RPC:
------ ------
1 13.370 TOTAL
7.235 @ FRAME LINE 1
3.211 @ BAY 1
2.924 @ BAY 2
0.8750"
ROD
23.333Transfered = 62.565 8.63 11.45
11.45
14.66
2 25.710 TOTAL
13.440 @ FRAME LINE 1
6.422 @ BAY 1
5.848 @ BAY 2
0.6250"
ROD
23.333' Transfered = 36.854 5.08 6.74
6.74
7.48
3 24.826 TOTAL
12.556 @ FRAME LINE 1
6.422 @ BAY 1
5.848 @ BAY 2
0.5000"
ROD
23.333' Transfered = 12.029 1.66 2.20
2.20
4.79
4 24.058 TOTAL
11.788 @ FRAME LINE 1
6.422 @ BAY 1
5.848 @ BAY 2
0.5000"
ROD
23.333' Transfered = 12.029 1.66 2.20
2.20
674.79
11/30/2011
5 24.826 TOTAL
12 . 556 CA'ME LINE 1 •
�_�
6.422 @ �sAY 1
5.848 @ BAY 2
23.333' Transfered = 36.854 5.08 6.74
6 25.710 TOTAL
13.441 @ FRAME LINE 1
6.422 @ BAY 1
5.. 8 4 8 @ BAY 2
23.333' Transfered = 62.565 8.63 11.45
7 13.370 TOTAL
7.235 @ FRAME LINE 1
3.211 @ BAY 1
2.924 @ BAY 2
0.6250" ROD
6.74 7.48
0.8750" ROD
11.45 14.66
PLANE RPA:
--------- -------------------------------- ------ ------ ------ ------
- Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
Roof bracing load E=rhoV; rho=1.30
68
11/30/2011
Star Building Systems, • OK • Page. 2
Bracing Design Program User: rwma Job Number. 73224B
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI - Start Time: 03:00:59
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN ****
WALL STRUT LOADING AND FORCE TRANSMISSION
Wall Brace - External loading
strut elev applied to strut line
PLANE SWC:
Line 1
62.565 Transfered from roof
Tier 1 24.33' 13.370 TOTAL
7.235 @ FRAME LINE 1
3.211 @ BAY 1
2.924 @ BAY 2
Transfered = 75.935 Weight (W)
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I')W R=3.25
V = (0.49) / ( (3.25) / (1.00)) (75.93) = 11.51
0.7*Omega*V = 0.7*2.00*11.507 = 16.11
Brace T = 22.10
Brace T / Bay = 22.10 / 1 bays = 22.10
Rod Desicn = 1.0000" ROD
3r ace nIiz)wable = 22.97
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWA:
Line 7
62.565 Transfered from roof
Tier 1 24.331 13.370 TOTAL
7.235 @ FRAME LINE 1
3.211 @ BAY 1
2.924 @ BAY 2
Transfered = 75.935 Weight (W)
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.49) / ( (3.25) / (1.00)) (75.93) = 11.51
0.7*Omega*V = 0.7*2.00*11.507 = 16.11
Brace T = 22.10
Brace T / Bay = 22.10 / 1 bays = 22.10
Rod Design = 1.0000" ROD
Brace Allowable = 22.97
69
11/30/2011
Star Building Systems, • OK Page: 3
Design Summary Report Version: 3.96 rai!01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:16
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-B\run01\
-------------------------------------------------------------------------------
***** TRANSVERSE BRACING DESIGN *****
STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWB
Line 1
Using Max size 0.6250" RODS in endwall module [ 11 from left to right
Width= 23.33 feet Left Height= 24.33 feet Right Height= 26.28 feet
Load
Active Rod
Loading
------------------------
Condition
Tensile Force
Cond
Horizontal Force
------------------
--------------------
1)
Lateral
-
Wind Load
1 from SWA
to
SWC
1.96
2)
Lateral
Wind Load
2 from SWA
to
SWC
1.96
3)
Lateral
Wind Load
1 from SWC
to
SWA
1.96
4)
Lateral
Wind Load
2 from SWC
to
SWA
1.96
5)
Lateral
Seismic from planes
SWA
to SWC
38.05
25.21
34.35
6.67
8.97
6)
27.15
Weight (W)
6)
Lateral
Seismic from planes
SWC
to SWA
38.05
Weight (W)
---------------------------------------------
------------------
kips
Line 1
Using Max size 0.6250" RODS in endwall module [ 11 from left to right
Width= 23.33 feet Left Height= 24.33 feet Right Height= 26.28 feet
Load
Active Rod
Design
Tensile Force
Tensile Force
Cond
Vert. Rise
Length
Applied
Capacity
(feet)
-------
(feet)
-------------
(kips)
-------------
(kips)
----
Tier
----------
1
1)
25.21
31_.35
1.62
7.48
2;
25.21
34..35
1.62
7.48
3)
27.15
35.80
1.51
7.48
-^-)
27.15
35.80
1.51
7.48
5)
25.21
34.35
6.67
8.97
6)
27.15
35.80
6.24
8.97
Tier bracing size:0.6250" ROD
---- ---------- ------- ------------- -------------
Using Max size 0.6250" RODS in endwall module [ 61 from left to right
Width= 23.33 feet Left Height= 26.28 feet Right Height= 24.33 feet
Load
Active Rod
Design
Tensile Force
Tensile Force
Cond
Vert. Rise
Length
Applied
Capacity
(feet)
-------
(feet)
-------------
(kips)
-------------
(kips)
----
Tier
----------
1
1)
27.15
35.80
1.33
7.48
2)
27.15
35.80
1.33
7.48
3)
25.21
34.35
1..44
7.48
4)
25.21
34.35
1.44
7.48
5)
27.15
35.80
5.48
8.97
6)
25.21
34.35
5.94
8.97
Tier bracing size:0.6250" ROD
---- ---------- ------- ------------- -------------
70
11/30/2011
Star Building Systems, C•OK
User: r:''•
Page-
4
R -Frame Design Program - Version v3.96
22.0000
Job .
73224B
Seismic Summary Report
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
1.3680
Start Time:
11:05:54
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Line 2
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff . , for Short Periods [Ss] Ag) .4 — — - - - -
54.0000
Response Acceleration Coeff . , for_I sec. Periods [S1] AN
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ...........................:..........
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.2875
Seismic Response Modification Factor [R] ......1 ....................
3.5000
Seismic Importance Factor [I] ......................................
1.0000
Storage/Equipment Areas and/or Service Rooms Exist .................
No
Seismic Story Height [hn] (feet) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
Longitudinal Seismic Overstrength Factor [OMEGA] ...................
2.0000
Seismic Overstrength Factor [OMEGAo]................................
2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L -rho]
1.3000
Seismic Redundancy/Rliability Factor [rho] ........................
1.3000
3uilding Height Limit (fee`) .......................................
65.0000
Seismic S-ory Drift Limit Factor ..................................
0.0250
Seismic Story Drift Limit (in) .....................................
7.3000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used ..... :.......................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
6.778
Theta [Px*Delta/Vx/hx/Cd]...........................................
0.017
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load = 21.285
Wall Weight = 1.971
Collateral Load = 22.896
-------------------------------------
Total Roof Weight = 46.152 kips
User Mass Load (1) = 39.260
-------------------------------------
TOTAL Bldg Weight = 85.412 kips
X X
Seismic Coeff. = 0.1407
-------------------------------------
BASE SHEAR = 12:0182 kips
71
11101011
Star Building Systems,OK Page: 1
Bracing Design Program User: rwma Job Number. 73224C
Design. Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:40
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-C\run0l\
----------------------------------------- --------------------------------------
**** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2010 California
(Reference 2009 International Building Code)
Seismic -resistance System Per:
2009 International Building Code
Longitudinal seismic loading
(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) ..............
0.54
Mapped spectral response accel. for 1 second
periods (S1)...........
0.22
Design 5% damped , spectral response accel.
at short periods
(Sds) 0.49248
Design 5% damped , spectral response accel.
at period 1 sec.
(Sd1) 0.287467
Longitudinal Building Period(T)....................................
0.238
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)..................
4.905
Roof collateral load included in Seismic force "W" (psf)..... :......
5.000
Roof Brace External loading (W)
.7rhoV Brc T
B -_c -
Brc
strut spans applied to strut line
--------- --------------------------------
Total
------ ------
/bay
------ ------
Allow
PLANE RPC:
1 2.526 TOTAL
2.526 @ BAY 1
0.8750"
ROD
20.000' Transfered = 15.155
2.09 2.71
2.71
14.66
2 5.052 TOTAL
5.052 @ BAY 1
0.7500"
ROD
20.000' Transfered = 10.103
1.39 1.81
1.81
10.77
3 5.052 TOTAL
5.052 @ BAY 1
0.5000"
ROD
20.000' Transfered = 5.052
0.70 0.90
0.90
4.79
4 3.789 TOTAL
3.789 @ BAY 1
0.5000"
ROD
10.000, Transfered = 1.263
0.17 0.19
0.19
4.79
5 2.526 TOTAL
2.526 @ BAY 1
0.5000"
ROD
10.000' Transfered = 1.263
0.17 0.19
0.19
4.79
6 3.789 TOTAL
3.789 @ BAY 1
0.5000"
ROD
20.000' Transfered = 5.052
0.70 0.90
0.90
714.79
11505011
7 5.052 TOTAL
5.052 C•,X 1 0.7500" ROD
20.000' Transfered = 10.103 1.39 1.81 1.81 10.77
8 5.052 TOTAL
5.052 @ BAY 1 0.8750" ROD
20.000' Transfered = 15.155 2.09 2.71 2.71 14.66
9 2.526 TOTAL
2.526 @ BAY 1
PLANE RPA:
--------- -------------------------------- ------ ------ ------ ------
- Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
Roof bracing load E=rhoV; rho=1.30
73
11/30/2011
Star Building .Systems, • OK }` Page: 2
Bracing Design Program User: rwma Job Number: 73224C
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:01:40
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-C\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN ****
WALL STRUT LOADING AND FORCE TRANSMISSION
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWC:
Line 1
15.155 Transfered from roof
Tier 1 24.33' 2.526 TOTAL
2.526 @ BAY 1
Transfered = 17.680 Weight (W)
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.49) / ((3 .25) / (1.00)) (17.68) = 2.68
0.7*Omega*V = 0.7*2.00*2.679 = 3.75
Brace T = 5.30
Brace T / Bay = 5.30 / 1 bays = 5.30
Rod Design = 0.8750" ROD
Brace Allowable = 17.59
Wall 3,race External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWA:
Line 9
.15.155 Transfered from roof
Tier 1 24.33' 2.526 TOTAL
2.526 @ BAY 1
Transfered = 17.680 Weight.(W)
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.49)/((3.25)/(1.00))(17.68) = 2.68
0.7*Omega*V = 0.7*2.00*2.679 = 3.75
Brace T 5.30
Brace T / Bay = 5.30 / 1 bays = 5.30
Rod Design = 0.8750" ROD
Brace Allowable = 17.59
74
11/30/2011
2010 CALIFORNIA
Main Seismic Force
ASCE
2005
Resisting System Per
7 Standard
Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ....................:...........
Response Acceleration Coeff., for Short Periods [Ss] (og) ..........
Response Acceleration Coeff., for 1 sec. Periods [S1] (og) .........
Long -period Transition Period Time [TL] (seconds) ..................
Seismic Performance Category .......................................
SoilProfile Type ..................................................
Seismic Site Coefficient [Fa] ......................................
Seismic Site Coefficient [Fv]......................................
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
Seismic Response Modification Factor [R] ...........................
Seismic Importance Factor [I] .
Storage/Equipment Areas and/or Service Rooms Exist .................
Seismic Story Height [hn] (feet) ...................................
Seismic Fundamental Period [T] Used (seconds) ......................
Longitudinal Seismic Overstrength Factor [OMEGA] ...................
Seismic Overstrength Factor [OMEGAo] ...............................
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
Seismic Redundancy/Reliability Factor frho] ........................
3114 1 d -ng He? Ci t Li�':i tfeet 1 . . . .
Selsmlc Story Dr==l Limit Factor ...................................
Seismic Story Drift Limit (in) .....................................
Seismic Deflection Amplification Factor [Cd] .......................
Seismic Response Coefficient [Cs] Used .............................
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
Theta [Px*Delta/Vx/hx/Cd]...........................................
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
Roof Dead Load = 11.607
Wall Weight = 0.973
Collateral Load = 9.333
----------------------------7--------
Total Roof Weight = 21.913 kips
User Mass Load (1) = 20.000
-------------------------------------
TOTAL Bldg Weight = 41.913 kips
X X
Seismic Coeff. = 0.1407
-------------------------------------
BASE SHEAR = 5.8975 kips
Line 9
Yes
54.0000
22.0000
16.0000
D
D
1.3680
1.9600
0.7387
0.4312
0.4925
0.2875
3.5000
1.0000
No
25.2083
0.3702
2.0000
2.5000
1.3000
1.3000
63.0000
0.0250
7.3000
3.0000
0.1407
5.839
0.014
0.167
75
11/30/2011
Star Building Systems,
OK
User: r•Page-
D
'3
R -Frame Design Program
- Version v3.96
��"" Job .
73224C
Seismic Summary Report
File: frame_9.fra Date:
11/30/11
msl 140./24.333/13.333
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:06:37
2010 CALIFORNIA
Main Seismic Force
ASCE
2005
Resisting System Per
7 Standard
Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ....................:...........
Response Acceleration Coeff., for Short Periods [Ss] (og) ..........
Response Acceleration Coeff., for 1 sec. Periods [S1] (og) .........
Long -period Transition Period Time [TL] (seconds) ..................
Seismic Performance Category .......................................
SoilProfile Type ..................................................
Seismic Site Coefficient [Fa] ......................................
Seismic Site Coefficient [Fv]......................................
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
Seismic Response Modification Factor [R] ...........................
Seismic Importance Factor [I] .
Storage/Equipment Areas and/or Service Rooms Exist .................
Seismic Story Height [hn] (feet) ...................................
Seismic Fundamental Period [T] Used (seconds) ......................
Longitudinal Seismic Overstrength Factor [OMEGA] ...................
Seismic Overstrength Factor [OMEGAo] ...............................
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
Seismic Redundancy/Reliability Factor frho] ........................
3114 1 d -ng He? Ci t Li�':i tfeet 1 . . . .
Selsmlc Story Dr==l Limit Factor ...................................
Seismic Story Drift Limit (in) .....................................
Seismic Deflection Amplification Factor [Cd] .......................
Seismic Response Coefficient [Cs] Used .............................
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
Theta [Px*Delta/Vx/hx/Cd]...........................................
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
Roof Dead Load = 11.607
Wall Weight = 0.973
Collateral Load = 9.333
----------------------------7--------
Total Roof Weight = 21.913 kips
User Mass Load (1) = 20.000
-------------------------------------
TOTAL Bldg Weight = 41.913 kips
X X
Seismic Coeff. = 0.1407
-------------------------------------
BASE SHEAR = 5.8975 kips
Line 9
Yes
54.0000
22.0000
16.0000
D
D
1.3680
1.9600
0.7387
0.4312
0.4925
0.2875
3.5000
1.0000
No
25.2083
0.3702
2.0000
2.5000
1.3000
1.3000
63.0000
0.0250
7.3000
3.0000
0.1407
5.839
0.014
0.167
75
11/30/2011
Star Building Systems, OK • Page: 1
Bracing Design Program User: rwma Job Number. 73224D
Design Summary Report Version: 3.96 run01 Date: 11/29/11•
Manufacturing Plant - NCI Start Time: 03:02:20
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-D\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2010 California
(Reference 2009 International Building Code)
Seismic -resistance System Per:
2009 International Building Code
Longitudinal seismic loading
(PLANE EWC endwall to opposite endwall is
force direction)
Soil Profile Type ...................................................
D
Seismic design category .............................................
D
Mapped spectral response accel. for short periods (Ss) ..............
0.54
Mapped spectral response accel. for 1 second
periods (S1)...........
0.22
Design , 51 damped spectral response accel.
at short periods
(Sds) 0.49248
Design , 5% damped spectral response accel.
at period 1 sec.
(Shc) 0.287467
Longitudinal Building Period(T)....................................
0.149
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)..................
4.481
Roo_ Brace External loading (W)
. 7rhoV B=c T
Brc -
Brc
strut spans applied to strut line
Total
------ ------
/bay
------ ------
Allow
--------- --------------------------------
PLANE RPD:
1 0.417 TOTAL
0.417 @ BAY 1
0.6250"
ROD
15.500' Transfered = 0.954
0.13 0.26
0.26
7.48
2 0.954 TOTAL
0.954 @ BAY 1
0.5000"
ROD
20.000' Transfered = 0.000
0.00 0.00
0.00
4.79
3 0.954 TOTAL
0.954 @ BAY 1
0.6250"
ROD
15.500' Transfered = 0.954
0.13 0.26
0.26
7.48
4 0.560 TOTAL
0.560 @ BAY 1
PLANE :
--------- -------------------------------- ------ ------ -------------
-
- Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
Roof bracing load E=rhoV; rho=1.30
76
11/3012011
Star Building Systems, 4pk JOK Page: 2
Bracing Design Program User: rwma Job Number: 73224D
Design Summary Report Version: 3.96 run01 Date: 11/29/11
Manufacturing Plant - NCI Start Time: 03:02:20
R:\Jobs\Active\ENG\12-B-73224\ver01-rwma\Bldg-D\run0l\
-------------------------------------------------------------------------------
**** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN ****
WALL STRUT LOADING AND FORCE TRANSMISSION
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWD:
Line 1
0.954 Transfered from roof
Tier 1 12.54' 0.417 TOTAL
0.417 @ BAY 1
Transfered 1.371 Weight (W)'
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.49) / ((3.25) / (1.00)) ( 1.37) = 0.21
** See portal frame for load application
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWB:
Line 4
0.954.Transfered from roof
Tier ' 16.791 0.560 TOT?L
0.550 C
Transrered 1.51- ^,eight (W)
V = Using ASCE7-05 Eq(12.8-2) Sds/(R/I)W R=3.25
V = (0.49) / ( (3.25) / (1.00)) ( 1.51) = 0.23
0.7*Omega*V = 0.7*2.00*0.229 = 0.32
Brace T = 0.44
Brace T / Bay 0.44 / 1 bays = 0.44
Rod Design = 0.6250" ROD.
Brace Allowable = 8.97
Tier 1 8.40' 0.000 TOTAL
Transfered = 0.23
0.7*Omega*V = 0.7*2.00*0.229 = 0.32
Brace'T = 0.44
Brace T / Bay = 0.44 / 1 bays = 0.44
Rod Design .= 0.6250" ROD
Brace Allowable = 8.97
77
11/30/2011
Star Building Systems,+,yOK User: r, 1 Page: 3
R -Frame Design Program - Versi.on v3.96 Job : 73224D
Seismic Summary Report File: frames b.7-b.9.fra.Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Line B.7, B.9
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Response Acceleration Coeff., for Short Periods [Ss] (og) ..........
Response Acceleration Coeff., for 1 sec. Periods [S1] (og) .........
Long -period Transition Period Time [TL] (seconds) ..................
Seismic Performance Category .......................................
Soil Profile Type ..................................................
Seismic Site Coefficient [Fa] ..................... 7 ................
Seismic Site Coefficient [Fv]......................................
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
Design Spectral Response Accel., for Short Periods [Sds] (g) ........
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
Seismic Response Modification Factor [R] ...........................
Seismic Importance Factor [I] ......................................
Storage/Equipment Areas and/or Service Rooms Exist .................
Seismic Story Height [hn] (feet) ...................................
Seismic Fundamental Period [T] Used (seconds) ......................
Longitudinal Seismic Overstrength Factor [OMEGA] ...................
Seismic Overstrength Factor [OMEGAo] ........................
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
Seismic"Ped n n/Reli abi 1=`v -actor [rho]
Biu4'dJ _q = lght .......................................
Seismic Story D= -i -t Limit Factor ...................................
Seismic Story Drift Limit (in) ......................................
Seismic Deflection Amplification Factor [Cd] .......................
Seismic Response Coefficient [Cs] Used .............................
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
Theta [Px*Delta/Vx/hx/Cd]...........................................
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
Roof Dead Load = 2.073
Wall Weight = 0.264
-------------------------------------
Total Roof Weight = 2.337 kips
X X
Seismic Coeff. = 0.1407
-------------------------------------
BASE SHEAR = 0.3288 kips
Yes
54.0000
22.0000
16.0000
D
D
1.3680
1.9600
0.7387
0.4312
.
0.4925
0.2875
3.5000
1.0000
No
12.4167
0.2101
2.0000
2.5000
1.3000
1.3000
65.0000
0.0250
5.0000
3.0000
0.1407
0.550
0.003
0.167
78
11/30/2011
Star Building Systems,OK User: z Page: F51- 1
R Frame Design Program - version V3.4 Job generic
Input Data Echo File: false_rafter_design.fra 11/30/11
support beam joint run Start Time: 13:18:23
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-B\
--------------------------------------------------------------------------------
# Job 12-B-73224
# ROOF FALSE RAFTER DESIGN 2010 California (13th Edition AISC)
DESCRIPTION support beam joint run *JOB generic *FRAME_ID 51
version v3.4
PRINT echo summary reactions \
profile loads connection
LOCATION COMMON WALL LINE CC *DESIGN SPEC asd05
OPTIMIZATION none *PLANT mtc
*ANALYZE none
JOINTS
1 0.0000 0.0000 xy
2 18.000 1.6667 Y
MEMBER 1 2 rafter
brace top 5. 5. 5.
brace bottom 9.
W10X12 0.
# 26. 26. 0. 6. 0.375 0.25 6. 0.375
LOAD COMBINATIONS
1. DL 1. SW 1. LL 1. COLL *DEFL 100. 240. *INCR N
1. DL 1. WL1 *DEFL 100. 240. *INCR Y
loads
Vertical
!oar`s
c ,,plies to
rafter
meters
__-b.= 13.5'
CO;SFRVATIJF
HIT
1 2 DL
GLOB
Y UNIF
0.000
-.03
1 2 LL
GLOB
Y UNIF
0.000
-0.16
1 2 COLL
GLOB.Y
UNIF
0.000
-0.07
1 2 WL1
GLOB
Y UNIF
0.000
0.21
end
if ROOF DEAD LOAD (r_lf )
# ROOF LIVE LOAD (klf )
# ROOF COLLATERAL LOAD (klf)
# WIND SUCTION ON ROOF (klf)
79
11/30/2011
Star Building Systems, OK User: i Page: F51- 2
R -Frame Design Program i!2ion V3.4 Job : ceneric
Actual and Allowable Stresses Summary File: false_rafter_design.fra 11/30/11
support beam joint run Start Time: 13:18:23
-------------------------------------------------------------------------=------
Mem No.- 1 Joints 1- 2 Memb Length = 18.08 ft Kx = 1.00 Weight = 218. lbs
Part Length Mem Depths at Member Description Web Fy
No. (ft) Start(in) End(in) Thickness (ksi)
1 18.08 9.870 9.870 Wl'OX12 0.1900 in 50.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (kip) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
111 0.0 -7.3 0.0 32.5 26.6 16.5 20.0 0.00 0.30 0.49 0.49 2
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 218. lbs
81)
11/30/2011
General Reaction Notes
----------------------
1. Vertical column reactions are positive in the upward direction.
2. Transverse horizontal column reactions are positive to the right on all
columns.
3. Longitudinal horizontal reactions are perpendicular to the transverse
horizontal reactions, and the positive direction is inward to the page.
4. Fixed base moments are positive in the counter -clockwise direction on
all columns.
5. Reactions for a particular load combination may be obtained by summing-up
individual load reactions that have been multiplied by their load factors.
-6. Forces on the foundations will act in the opposite direction to the
direction of the column reactions.
7. These reactions are from loads determined from the applicable code f= ASD
design. Seismic loads are limit state and include magnification factors when
so required by the seismic provisions of the applicable code for ASD design.
It is the responsibility of the foundation designer to apply the load factors
and load combinations appropriate for the concrete foundation design.
Reactions for Load Combinations
I
Horizontal
Star Building Systems,
R -Frame Design Program
Reactions Report
support beam joint run
--------------------------------------------------------------------------------
<<< OK
- Ve�rsion V3.4
User: r� Page.
Job .
File: false_rafter_design.fra
Start Time:
F51- 3
generic
11/30/11
13:18:23
General Reaction Notes
----------------------
1. Vertical column reactions are positive in the upward direction.
2. Transverse horizontal column reactions are positive to the right on all
columns.
3. Longitudinal horizontal reactions are perpendicular to the transverse
horizontal reactions, and the positive direction is inward to the page.
4. Fixed base moments are positive in the counter -clockwise direction on
all columns.
5. Reactions for a particular load combination may be obtained by summing-up
individual load reactions that have been multiplied by their load factors.
-6. Forces on the foundations will act in the opposite direction to the
direction of the column reactions.
7. These reactions are from loads determined from the applicable code f= ASD
design. Seismic loads are limit state and include magnification factors when
so required by the seismic provisions of the applicable code for ASD design.
It is the responsibility of the foundation designer to apply the load factors
and load combinations appropriate for the concrete foundation design.
Reactions for Load Combinations
31
11/30/2011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb. Member
(Kips)
(Kips)
(Kips)
--------
(Kip -Ft)
------
---- Joint
1
--------
2.45-9
--------
0.000
0.000
0.000
Jo_-nt
2
2.459
0.000
0.000
0.000
2 Joint.
1
-1.627
0.000
0.000
0.000
Joint
2
-1.627
0.000
0.000
0.000
31
11/30/2011
VERSION v3.96
BRAND STAR
DESCRIPTION msl 140./24.333/32.708 20./85./0.
FRAME ID 21
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection
flg_brace summary stiffeners.pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224B
ANALYZE none *DATASET members brace combinations
BUILDING LABEL B
LOCATION frame lines 2
LATERAL GRID LABEL 2
LONGITUDINAL GRED LABEL J F C
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 60. 60.
WIDTH 140. 70.
LENGTH 53.5
EAVE 24.3333 *ROOF SLOPE 1.
SPANS 2@70.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.085
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 35.544 16.192 4.709 4.839
NO PEAK CONNECTION -
PEAK RAFTER S.
CODE LABEL 2010 CALIF OR1NIA
BUILDING CODE IB09 U=-ormal
DEAD LOAD 2.434 *COL-L.ATE RAL LOAD 5 .
LIVE LOAD 20. reduce
profile seismic detail \
wind array connection base
SNOW R=O. T=1. S=N WEL=70. WER=70. W-ML=70. WMR=70.
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD 51=22. SS=54. TL=16. oCR=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= 32.7087
WALL TRIBUTARY TR= 27. S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 26.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. S=180. W=180. G=120.
DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=1 RC=3'
BRACE ATTACHMENT'FLANGE
GIRT SPACING 20.2083
GIRT BRACE N
PURLIN SPACING 2@4.3642 12@5.
PURLIN BRACE N FF N CC N CC N CC N CC N CC CC C
LEFT COLUMN *RECESS 0.875
BASE W=10. T=0.375 L=13. N=2 D=0.75 8�
12. 0. 15. 10. 0.375 0.185 10. 0.3t/D�0i2011
0. 52. 0. 10. 0.375 0.25 10. 0.375
Star Building Systems, OK
User: r J
Page:
F21- 1
R -Frame Design Program - Version v3.96
-y
Job
73224B
Input Data Echo File:
frame_2.fra
Date:
1,1/30/11
msl 140./24.333/32.708 20./85./0.
Start Time:
_1:05•:54
J:\Active\eng\12-B-73224\ver01-rwma\Bldg7B\
--------------------------------------------------------------------------------
VERSION v3.96
BRAND STAR
DESCRIPTION msl 140./24.333/32.708 20./85./0.
FRAME ID 21
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection
flg_brace summary stiffeners.pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224B
ANALYZE none *DATASET members brace combinations
BUILDING LABEL B
LOCATION frame lines 2
LATERAL GRID LABEL 2
LONGITUDINAL GRED LABEL J F C
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 60. 60.
WIDTH 140. 70.
LENGTH 53.5
EAVE 24.3333 *ROOF SLOPE 1.
SPANS 2@70.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.085
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 35.544 16.192 4.709 4.839
NO PEAK CONNECTION -
PEAK RAFTER S.
CODE LABEL 2010 CALIF OR1NIA
BUILDING CODE IB09 U=-ormal
DEAD LOAD 2.434 *COL-L.ATE RAL LOAD 5 .
LIVE LOAD 20. reduce
profile seismic detail \
wind array connection base
SNOW R=O. T=1. S=N WEL=70. WER=70. W-ML=70. WMR=70.
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD 51=22. SS=54. TL=16. oCR=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= 32.7087
WALL TRIBUTARY TR= 27. S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 26.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. S=180. W=180. G=120.
DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=1 RC=3'
BRACE ATTACHMENT'FLANGE
GIRT SPACING 20.2083
GIRT BRACE N
PURLIN SPACING 2@4.3642 12@5.
PURLIN BRACE N FF N CC N CC N CC N CC N CC CC C
LEFT COLUMN *RECESS 0.875
BASE W=10. T=0.375 L=13. N=2 D=0.75 8�
12. 0. 15. 10. 0.375 0.185 10. 0.3t/D�0i2011
0. 52. 0. 10. 0.375 0.25 10. 0.375
LEFT RAFTER • _
CONNECTION 0=2E I=2E W= -CO. 8. T=0.75 D=1.
52. 29.5 10. 8. 0.3125 0.25 8. 0.3125
29.5 0. 15. 8. 0.3125 0.185 8. 0.25
0. 0. 20. 8. 0.375 0.156 8. 0.25
CONNECTION 0=2E I=2E W=8. 6. T=0.5 D=0.75
0. 29.5 0. 6. 0.25 0.25 6. 0.25
CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75
29.5 34.25 .5. 6. 0.25 0.25 6. 0.3125
INTERIOR COLUMN 1 *RECESS 0.875
BASE W=8. T=0.375 L=11. N=2 D=0.75
10. 10. 0. 8. 0.5 0.156 8. 0.3
CONNECTION 0=1F I=1F W=8. T=0.375 D=0.5
SYMMETRICAL ALL
WIND LOAD WL1 14.621 0.2200 -0.8700 -0.5500 -0.4700 60.833 Lef-
WIND LOAD WL2 14.621 0.5800 -0.5100 -0.1900 -0.1100 60.833 Lef=
WIND LOAD LWL1 14.621 -0.6300 -1.2500 -0.8700 -0.6300 10.700
WIND LOAD LWL2 14.621 -0.6300 -0.8700 -1.2500 -0.6300 129.300
WIND LOAD LWL3 14.621 -0.6300 -0.7100 -0.5500 -0.6300 10.700
WIND LOAD LWL4 14.621 -0.6300 -0.5500 -0.7100 -0.6300 129.300
WIND LOAD -WL3 14.621 -0.4700 -0.5500 -0.8700 0.2200 79.167 Rigzt
WIND LOAD WL4 14.621 -0.1100 -0.1900 -0.5100 0.5800 79.167 Rigzt
LOAD COMBINATIONS
1)1. DL 1. COLL 1. PLL1 *DEFL 60. 120, *PDELTA L
2)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA R
3)1. DL 1. COLL 1. PLL2 *DEFL 60. 120. *PDELTA L
4)1. DL 1. COLL 1. PLL2 *DEFL 60. 120. *PDELTA R
5)'l. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L
6)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R
7)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
-8)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
9)1.06895 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
10111.06895 DL -0.91 EQ- *DEFL 50. 120. `PDEITA R
11)_.C'o895 DL 1.06895 COL- 0.91 EO *DEAL 50. 120. *-DDEL^A L
112)1.06895 LL 1.06895 CO j--- 0.9 11 EQ 'DEE L 50. 120. *.PDELTA R
13)1.06S93 DL. 1.06895 COLL -0.91 EO *DEFL 50. 120. *PDELTA L
14)1.06895 DL 1.06895 COLL -0.91 EQ *DEFL 50. 120. *PDELTA R
15)0.53.105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L'
16)0.53105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R
17)0.53105 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
18)0.53105 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
19)0.53105 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
20)0.53105 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
21)0.8015 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L
22)0.8015 DL 2. RBUPEQ,*TYPE R *APP C *PDELTA R
23)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA L
24)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA R
25)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA L
26)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA R
27).1.2985
DL
1.2985
COLL
2.5 EQ
*TYPE R *APP C
*PDELTA L
28)1.2985
DL
1.2985
COLL
2.5 EQ
*TYPE R *APP C
*PDELTA R
29)1.2985
DL
1.2985
COLL
-2:5 EQ
*TYPE R *APP C
*PDELTA L
30)1.2985
DL
1.2985
COLL
-2.5 EQ
*TYPE R *APP C
*PDELTA R
31)0.8015
DL
2.5 EQ
*TYPE
R *APP
B *PDELTA L
32)0.8015
DL
2.5 EQ
*TYPE
R *APP
B *PDELTA R
33)0.8015
DL
-2.5 EQ *TYPE
R *APP
B *PDELTA L
34)0.8015
DL
-2.5. EQ *TYPE
R *APP
B *PDELTA -R
35)1..2985
DL
1.2985
COLL
2.5 EQ
*TYPE R *APP B
*PDELTA L
36)1.2985
DL
1.2985
COLL
2.5 EQ
*TYPE R *APP B
*PDELTA R
37)1.2985
DL
1.2985
COLL
-2.5 EQ
*TYPE R *APP B
*PDELTA L
38)1.2985
DL
1.2985
COLL
-2.5 EQ
*TYPE R *APP B
*PDELTA.R 83
39) 0.8015
DL
3.5 EQ
*TYPE
R *APP
K *PDELTA L
11/30/2011
40)0.8015
DL
3.5 EQ.*TYPE
R *APP
K *PDELTA R
84
11/30/2011
41) 0 . 8 015
DL
-3.5
EQ7 fir,
R *APP K *PDELTA L
42)0.8015
DL
-3.5
* r<.
EQ t�PE
*
R APP K *PDELTA R
43)1.2985
DL
1.2985 COLL
3.5 EQ *TYPE R *APP K *PDELTA L
44)1..2985
DL
1.2985 COLL
3.5 EQ *TYPE R *APP K *PDELTA R
45)1.2985
DL
1.2985 COLL
-3.5 EQ *TYPE R *APP K *PDELTA L
46)1.2985
DL
1.2985 COLL
-3.5 EQ *TYPE R *APP K *PDELTA R-
47)1. DL
1.
WL1
*DEFL
60. 120. *PDELTA L
48)1. DL
1.
WL1
*DEFL
60. 120. *PDELTA R
49)1. DL
1.
WL2
*DEFL
60. 120. *PDELTA L
50)1. DL
1.
WL2
*DEFL
60. 120. *PDELTA R
51)1. DL
1.
WL3
*DEFL
60. 120. *PDELTA L
52)1. DL
1.
WL3
*DEFL
60. 120. *PDELTA R
53)1. DL
1.
WL4
*DEFL
60. 120. *PDELTA L
54)1. DL
1.
WL4
*DEFL
60. 120. *PDELTA R
55)0.6 DL
1.
WL1
*DEFL
60.. 120. *PDELTA L
56)0.6 DL
1.
WL1
*DEFL
60. 120. *PDELTA R
57)0.6 DL
1.
WL2
*DEFL
60. 120. *PDELTA L
58)0.6 DL
1.
WL2
*DEFL
60. 120.' *PDELTA R
59)0.6 DL
1.
LWL1
1. RBUPLW *DEFL 60. 120. *PDELTA L
60)0.6 DL
1.
LWL1
1. RBUPLW *DEFL 60. 120. *PDELTA R
61)0.6 DL
1.
LWL2
1. RBUPLW *DEFL 60. 120. *PDELTA L
62)0.6 DL
1.
LWL2
1. RBUPLW *DEFL 60. 120. *PDELTA R
63)0.6 DL
I.
LWL3
1. RBUPLW *DEFL 60. 120. *PDELTA L
64)0.6 DL
1.
LWL3
1. RBUPLW *DEFL 60. 120. *PDELTA R
65)0.6 DL
1.
LWL4
1. RBUPLW *DEFL 60. 120. *PDELTA L
66)0.6 DL
1.
LWL4
1. RBUPLW *DEFL 60. 120. *PDELTA R
67)0.6 DL
1.
WL3
*DEFL
60. 120. *PDELTA L
68)0.6 DL
1.
WL3
*DEFL
60. 120. *PDELTA R
69)0.6 DL
1.
WL4
*DEFL
60. 120. *PDELTA L
70)0.6 DL
1.
WL4
*DEFL
60. 120. *PDELTA R
71)1. DL
1.
COLL
1. WL1
*DEFL 60. 120. *PDELTA L
72)1. DL
1.
COLL
1. WL1
*DEFL 60. 120. *PDELTA R
73)1. D.
1.
CO..
1. WL2
*DEFL 60. 120. *PDELTA L
74) 1 . DL
_ .
LOLL
1. WL2
*DEF L 60. 120. * _DDE.TA F
75) 1. DL
1.
COLL
1. ,%IL3
*D -L 60. 120. *PDELTA L
7u)1. DL
1.
COL.
1. >';.3
*DEFL 60. 120. *PDELTA R
77)1. DL
1.
COLL
1. WL4
*DEFL 60. 120. *PDELTA L
78)1. DL
1.
COLL
1. WL4
*DEFL 60. 120. *PDELTA R
79)1. DL
0.75 LL
1. COLL
0.75 WL1 *DEFL 60. 120. *PDELTA
L
80)1. DL
0.7.5 LL
1. COLL
0.75 WL1 *DEFL 60. 120. *PDELTA
R
81)1. DL
0.75 LL
1. COLL
0.75 WL2 *DEFL 60. 120. *PDELTA
L
82)1. DL
0.75 LL
1. COLL
0.75 WL2 *DEFL 60. 120. *PDELTA
R
83)1. DL
0.75 LL
1. COLL
0.75 LWL1 0.75 RBUPLW *DEFL 60.
120.
*PDELTA L
84)1. DL
0.75 LL
1. COLL
0.75 LWL1 0.75 RBUPLW *DEFL 60.
120.
*PDELTA R
85.)1. DL
0.75 LL
1. COLL
0.75 LWL2 0.75 RBUPLW *DEFL 60.
120.
*PDELTA L
86)1. DL
0.75 LL
1. COLL
0.75 LWL2 0.75 RBUPLW *DEFL 60.
120.
*PDELTA R
87)1. DL
0.75 LL
1. COLL
0.75 LWL3 0.75 RBUPLW *DEFL 60.
120.
*PDELTA L
88)1. DL
0.75 LL
1. COLL
0.75 LWL3 0.75 RBUPLW *DEFL 60.
120.
*PDELTA R
89)1. DL
0.75 LL
1. COLL
0.75 LWL4 0.75 RBUPLW *DEFL 60.
120.
*PDELTA L
90)1. DL
0.75 LL'
1. COLL
0.75 LWL4 0.75 RBUPLW *DEFL 60.
120.
*PDELTA R
91)1. DL
0.75 LL
1. COLL
0.75 WL3 *DEFL 60. 120. *PDELTA
L
92)1. DL
0.75 LL
1. COLL
0.75 WL3 *DEFL 60. 120. *PDELTA
R
93)1. DL
0.75 LL
1. COLL
0.75 WL4 *DEFL 60. 120. *PDELTA
L
94)1. DL
0.75 LL
1. COLL
0.75 WL4 *DEFL 60. 120. *PDELTA.R
95)1. DL
1.
COLL
1. LWL1
1. RBDWLW *DEFL 60. 120. *PDELTA L
84
11/30/2011
85
11/3012011
96) 1 . DL 1 . COLL 1.0
1 . RBDWLW
*DEFL 60 .� *PDELTA
R
97)1. DL 1. COLL 1.
LWL2 1. RBDWLW
*DEFL 60.
1A . *PDELTA
L
98)1. DL 1. COLL 1.
LWL2 1. RBDWLW
*DEFL 60.
120. *PDELTA
R
99)1. DL 1. COLL 1.
LWL3 1. RBDWLW
*DEFL 60.
120. *PDELTA
L
100)1. DL 1. COLL 1.
LWL3 1. RBDWLW
*DEFL 60.
120. *PDELTA
R
101)1. DL 1. COLL 1.
LWL4 1. RBDWLW
*DEFL 60.
120. *PDELTA
L
102)1. DL 1. COLL 1.
LWL4 1. RBDWLW
*DEFL 60.
120. *PDELTA
R
103)1. DL 0.75 LL 1.
COLL 0.75 LWL1
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA L
104)1. DL 0.75 LL 1.
COLL. 0.75 LWL1
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA R
105)1. DL 0.75 LL 1.
COLL 0.75 LWL2
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA L
106)1. DL 0.75 LL 1.
COLL 0.75 LWL2
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA R
107.)1. DL 0.75 LL 1.
COLL 0.75 LWL3
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA L
108)1. DL 0.75 LL 1.
COLL 0.75 LWL3
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA R
109)1. DL 0.75 LL 1.
COLL 0.75 LWL4
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA L
110)1. DL 0.75 LL 1.
COLL 0.75 LWL4
0.75 RBDWLW
*DEFL 60.
120.
*PDELTA R
111)1.06895 DL 1.06895
COLL 0.91 RBDWEQ *DEFL
60. 120. *PDELTA L
112)1.06895 DL 1.06895
COLL 0.91 RBDWEQ *DEFL
60. 120. *PDELTA R
113)1.2985 DL 1.2985
COLL 2. RBDWEQ *TYPE R *APP C
*PDELTA L
114)1.2985 DL 1.2985
COLL 2. RBDWEQ *TYPE R *APP C
*PDELTA R
115)1. LL *DEFL 60.
180. *TYPE D
116)1. WL1 *DEFL
60. 180. *TYPE D
117)1. WL2 *DEFL
60. 180. *TYPE D
118)1. LWL1 *DEFL
60. 180. *TYPE D
119)1. LWL2 *DEFL
60. 180. *TYPE D
LT•`iL3 *DEET
60. 180. *TYPE D
T�`•n'Lj *DEFL
60. 180. . --- YPE D
, ?2 , WL3 :)EFL
60. 1-30. *^•"_'PE D
123)1. WL4 *DEFL
60. 180. *TYPE D
124)1.2985 DL 1. EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
125)0.8015 DL 1. EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
126)1.2985 DL -1. EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
127)0.8015 DL -1. EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
LOADS
RC EQDW GLOB M
C 20.000000
19.629999
0.000000
\
# WALL WEIGHT FOR EQ
LC EQDW GLOB M
C 20.000000
19.629999
0.000000
\
# WALL WEIGHT FOR EQ
LC RBDWLW GLOB Y
C 24.333000
-9.434000
0.916700
\
# WIND BRACE FORCE
RC RBDWLW GLOB Y
C 24.333000
-9.434000
-0.916700
\
# WIND BRACE FORCE
LC RBUPLW GLOB Y
C -0.875000
9.434000
0.916700
\
# WIND BRACE FORCE
LC RBUPLW GLOB L
C -0.875000
10.478000
0.000000
\
# WIND BRACE FORCE
RC RBUPLW GLOB Y
C -0.875000
9..434000
-0.916700
\
# WIND BRACE FORCE
RC RBUPLW GLOB L
C -0.875000
10.478000
0.000000
\
# WIND BRACE FORCE
LC RBDWEQ GLOB Y
C 24.333000
-20.719000
0.916700
\
# SEISMIC BRACE FORCE
RC RBDWEQ GLOB Y
C 24.333000
-20.719000
-0.916700
\
# SEISMIC BRACE FORCE
LC RBUPEQ GLOB Y
C -0.875000
10.359000
0.916700
\
#'SEISMIC BRACE FORCE
85
11/3012011
LC RBUPEQ GLOB L -0.875000
SEISMIC BRACE FORCn
RC RBUPEQ GLOB Y C -0.,875000
# SEISMIC BRACE FORCE
RC RBUPEQ GLOB L C -0.875000
# SEISMIC BRACE FORCE
END
11.507000 000000
10.359000 -0..916700
11.507000 0.000000
86
11/3012011
Star Building Systems, OK
User: r�
Page:
F21- 2
R -Frame Design Program - Version v3.9.6
Job .
73224B
Building Grid label legend
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
---------------------------------------=----------------------------------------
Start Time:
11:05:54
Building Grid Label Legend
Building B
Frame Number 21
No. of Frames 1
Left Column Column @ * - J
Right Column Column @ * - C
Interior Column ## 1: Column @ * - F
*Frames located @ 2
87
11/30/2011
Building :B
Frame Number :21 Location: frame lines 2
No. of Frames: 1
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design AISC thirteenth edition 2005
2005 RISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ..................................... 24.333
Horizontal width from left to right steel line (feet) ............... 140.000
Horizontal distance to ridge from left side (feet) .................. 70.000
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) ....................... 8.250
Tributary Width left & right side (feet) ............................ 27.000
..................................from Height 0.00 to '_-_cigh` 24.33
t
Tribta ars,T�,�iidth roof_eet)----------------------------------------- � 32. 709
_ _-ame Sans 1 to - (feet} 70.000 70.000
Tension Flange Boit azole Reduction ........ . ........................ Yes
Tension Field Action at Knee ........................................ Yes.
Second order analysis method ........................................ C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf)......................................
2.434
Frame Rafter Dead Weight (psf)......................................
1.148
Star Building Systems,
OK
User: i Page:
F21- 3
R -Frame Design Program
- Version x3.96
����•���"""" Job .
73224B
Code Summary Report
0.000
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Building :B
Frame Number :21 Location: frame lines 2
No. of Frames: 1
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design AISC thirteenth edition 2005
2005 RISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ..................................... 24.333
Horizontal width from left to right steel line (feet) ............... 140.000
Horizontal distance to ridge from left side (feet) .................. 70.000
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) ....................... 8.250
Tributary Width left & right side (feet) ............................ 27.000
..................................from Height 0.00 to '_-_cigh` 24.33
t
Tribta ars,T�,�iidth roof_eet)----------------------------------------- � 32. 709
_ _-ame Sans 1 to - (feet} 70.000 70.000
Tension Flange Boit azole Reduction ........ . ........................ Yes
Tension Field Action at Knee ........................................ Yes.
Second order analysis method ........................................ C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf)......................................
2.434
Frame Rafter Dead Weight (psf)......................................
1.148
Total Roof Dead Weight (psf)........................................
3.582
Collateral Load to Frame Rafter (psf) ...............................
5.000
Roof Live Load Entered (psf) W/ Live Load Reduction Requested.......
20.000
Design Roof Live Load Used (psf')....................................
12.000
Roof Snow Load Entered (psf)........................................
0.000
Snow Exposure Factor [Ce] ...............:..........................
1.000
Snow Importance Factor [I] -- Standard Use Category .................
1.000
Snow Thermal Factor Entered [Ct] -- User Entered ....................
1.000
Snow Thermal Factor Used [Ct] -- Heated Building ....................
1.000
Slippery & Unobstructed Roof Surface ................................
No
Roof Snow Load [Pf = I*Pg] (psf)....................................
0.000
Snow Slope Factor[Cs]..............................................
1.000
Sloped Roof Snow Load Used [Ps = Cs*P.f] (psf).......................
0.000.
UNBALANCED SNOW LOADING(s)
--------------------------
88
No Unbalanced Roof Snow Loadings.
11/30/2011
iTTERN LIVE LOADING (s)
----------------------
1) Alternate spans loaded with 1000 of the roof load & all the remaining
spans loaded with 0% (min. of 2 spans).
100% 0% 100% 0% 1000
--------------------------
89
11/30/2011
2010 CALIFORNIA
:Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 24.333
Wind Elevation on left column (feet) .......................... 24.333
Wind Elevation on right column (feet) ............................... 24.3.33
Total frame width (feet) ............................................ 140.000
Total building length (feet) ........................................ 53.500
Number of primary wind loadings .................................... 8
90
11130/2011
Star Building Systems,
R -Frame Design Program
Wind Summary Report
msl 140./24.333/32.708
--------------------------------------------------------------------------------
"OK
- Version v3.96�
20./85./0.
• Page:
User: r"10
Job :
File: frame_2.fra Date:
Start Time:•11:0'5:54
F21- 4
73224B
11/30/11
2010 CALIFORNIA
:Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 24.333
Wind Elevation on left column (feet) .......................... 24.333
Wind Elevation on right column (feet) ............................... 24.3.33
Total frame width (feet) ............................................ 140.000
Total building length (feet) ........................................ 53.500
Number of primary wind loadings .................................... 8
90
11130/2011
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 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) 0.220 -0.870( 43.50) -0.550( 56.50) -0.470
--------------------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.580 -0.510( 43.50) -0.190( 56.50) -0.110
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter ' Right Wall
Primary Coeff. (Cp) -0.630 -1.250( 7.60) -0.870( 92.40) -0.630
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.870( 92.4%) -1.250( 7.60) -0.630
--------------------------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
**:t***'.r***•r. ** ** ;.*** of Wall l Le f Rafter : 1 after 7 � �1
Left .'Ja! _ _ RaL��_ - %`'Ilt. Rc._i_._L 1gh�_ 'v'!c.__
Teri -� - ` -0•.630 -0. / 7.6° .550 % 92. "' -0.630
:<<ar Coy. = _ . ( Co, ( � ) 4 . i
----------------------------------------------------------------------------------
T. ind Load Lv,7L4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.550( 92.4%) -0.710( 7.6%) -0.630
--------------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.470 -0.550( 56.5%) -0.870( 43.5%) 0.220
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.110 -0.190( 56.5%) -0.510( 43.5%) 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
applied fully to their respective rafter.
91
11130/2011
Star Building Systems,
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User: r10D Page:
F21- 5
R -Frame Design Program - Version v3.96
Continue Wind Summary Report
Job.:
File: frame_2.fra Date:
73224B
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 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) 0.220 -0.870( 43.50) -0.550( 56.50) -0.470
--------------------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.580 -0.510( 43.50) -0.190( 56.50) -0.110
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter ' Right Wall
Primary Coeff. (Cp) -0.630 -1.250( 7.60) -0.870( 92.40) -0.630
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.870( 92.4%) -1.250( 7.60) -0.630
--------------------------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
**:t***'.r***•r. ** ** ;.*** of Wall l Le f Rafter : 1 after 7 � �1
Left .'Ja! _ _ RaL��_ - %`'Ilt. Rc._i_._L 1gh�_ 'v'!c.__
Teri -� - ` -0•.630 -0. / 7.6° .550 % 92. "' -0.630
:<<ar Coy. = _ . ( Co, ( � ) 4 . i
----------------------------------------------------------------------------------
T. ind Load Lv,7L4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.550( 92.4%) -0.710( 7.6%) -0.630
--------------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.470 -0.550( 56.5%) -0.870( 43.5%) 0.220
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.110 -0.190( 56.5%) -0.510( 43.5%) 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
applied fully to their respective rafter.
91
11130/2011
Load Combination :
------------------
1)
DL +COLL +PLL1 (SOA -L)
N
Star Building Systems,!I-e)rsion
OK
User: Page.
F21- 6.
R -Frame Design Program
x3.96
Job .
73224B
Load Combinations Report
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------'------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Load Combination :
------------------
1)
DL +COLL +PLL1 (SOA -L)
N
A
P
2)
DL +COLL +PLL1 (SOA -R)
N
A
P
3)
DL +COLL +PLL2. (SOA -L)
N
A
P
4)
DL +COLL +PLL2 (SOA -R)
N
A
P
5)
DL +LL +COLL (SOA -L)
N
A
P
6)
DL +LL +COLL (SOA -R)
N
A
P
7)
1.069DL +0.91EQ (SOA -L)
N
A
P
8)
1.069DL +0.91EQ (SOA -R)
N
A
P
9)
1.069DL-0.91EQ (SOA -L)
N
A
P
10)
1.069DL-0.91EQ (SOA -R)
N
A
P
11)
1.069DL +1.069COLL +0.91EQ
(SOA -L)
N
A
P
12)
1.069DL +1.069COLL +0.91EQ
(SOA -R)
N
A
P
13)
1.069DL +1.069COLL-0.91EQ.
(SOA -L)
N
A
P
14)
1.069DL +1.069COLL-0.91EQ
(SOA -R)
N
A
P
15)
0:5311DL +0.91RBUPEQ (SOA -L)
N
A
P
16)
0.5311DL +0.91RBUPEQ (SOA -R)
N
A
P
17)
0.5311DL +0.91EQ (SOA -L)
N
A
P
18)
0.5311DL +0.91EQ (SOA -R)
N
A
P
19)
0.5311DL-0.91EQ (SOA -L)
N
A
P
20)
0.5311DL-0.91EQ (SOA -R)
N
A
P
21)
0.8015DL +2.RBUPEQ (SOA -L)
N
C
R
P
22)
0.8015DL +2.RBUPEQ (SOA -R)
N
C
R
P
23)
0.8015DL +2.5EQ (SOA -L)
N
C
R
P
24)
0.8015DL +2.5EQ (SOA -R)
N
C
R
P
25)
0.3015DL -2.5EQ (SOA -L)
N
C
R
P
26)
0.8015DL-2.5EQ. (SOA -R)
NJ
C
2 7)
1.2985DL +1.2985COLL --2.5EQ
(SOA -L)
:1
C
P
28)
1.2985DL +1.2985COLL +2.5EQ
(SOA -R)
N
C
R
P
29)
1.2985DL +1.2985COLL -2.5EQ
(SOA -L)
N
C
R
P
30)
1.2985DL +1.2985COLL -2.5EQ
(SOA -R)
N
C
R
P
31)
0.8015DL +2.5EQ (SOA -L)
N
B
R
P
32)
0.8015DL +2.5EQ (SOA -R)
N
B
R
P
33)
0.8015DL -2.5EQ (SOA -L)
N
B
R
P
34)
0.8015DL -2.5EQ (SOA -R)
N
B
R
P
35)
1.2985DL +1.2985COLL +2.5EQ
(SOA -L)
N
B
R
P
36)
1.2985DL +1.2985COLL +2.5EQ
(SOA -R)
N
B
R
P
37)
1.2985DL +1.2985COLL -2.5EQ
(SOA -L)
N
B
R
P
38).
1.2985DL +1.2985COLL -2.5EQ
(SOA -R)
N
B
R
P
39)
0.8015DL +3.5EQ (SOA -L)
N
K
R
P
40)
0.8015DL +3.5EQ (SOA -R)
N
K
R
P
41)
0.8015DL -3.5EQ (SOA -L)
N
K
R
P
42).
0.8015DL -3.5EQ (SOA -R)
N
K
R
P
43)
1.2985DL +1.2985COLL +3.5EQ
(SOA -L)
N
K
RP
44)
1.29.85DL +1.2985COLL +3.5EQ
(SOA -R)'
N
K
R
P
45)
1.2985DL +1.2985COLL -3.5EQ
(SOA -L)
N
K
R
P
46)
1.29.85DL +1.2985COLL-3..5EQ
(SOA -R)
N
K
R
P
47)
DL +WL1 (SOA -L)
N
A
P
48)
DL +WL1 (SOA -R)
N
A
P
49)
DL +WL2 (SOA -L)
N
A
P
50)
DL +WL2 (SOA -R)
N
A
P
92
11130/2011
Load Combination
51)
DL +WL3 (SOA -L)
N
Star Building Systems, *) OK
R. -Frame Design Program - Version v3.96
Continue Load Comb Report
msl 140./24.333/32.708 20./85./0.
---- ---------------------------------------------------------------------------
User: r Page:
Job :
File: frame_2.fra Date:
Start Time:
F21- 7
73224B
11/30/11
11:05:54
Load Combination
51)
DL +WL3 (SOA -L)
N
A
P
52)
DL +WL3 (SOA -R)
N
A
P
53)
DL +WL4 (SOA -L)
N
A
P
54)
DL +WL4 (SOA -R)
N
A
P
55)
0.6DL +WL1 (SOA -L)
N
A
P'
56)
0.6DL +WL1 (SOA -R)
N
A
P
57)
0.6DL +WL2 (SOA -L)
N
A
P
58)
0.'6DL +WL2 (SOA -R)
N
A
P
59)
0.6DL +LWL1 +RBUPLW (SOA -L)
N
A
P
60)
0.6DL +LWL1 +RBUPLW (SOA -R)
N
A
P
61)
0.6DL +LWL2 +RBUPLW (SOA -L)
N
A
P
62)
0.6DL +LWL2 +RBUPLW (SOA -R)
N
A
P
63)
0.6DL +LWL3 +RBUPLW (SOA -L)
N
A
P
64)
0.6DL +LWL3 +RBUPLW (SOA -R)
N
A
P
65)
0.6DL +LWL4 +RBUPLW (SOA -L)
N
A
P
66)
0.6DL +LWL4 +RBUPLW (SOA -R)
N
A
P
67)
0.6DL +WL3 (SOA -L)
N
A
P
6 8)
0.6DL +WL3 ( SOA -R)
N
A
P
69)
0.6DL +WL4 (SOA -L)
N
A
P
7 0)
OADL +WL4 ( SOA -R)
N
A
P
71)
DL +COLL +WL1 (SOA -L)
N
A
P
72)
DL +COLL +WL1 (SOA -R)
N
A
P
73)
DL +COLL +WL2 (SOA -L)
N
A
P
74)
DL +COLL +WL2 (SOA -R)
N
A
P
75)
DL +COLL --WL31 (SOA -L)
N
A
P
76 )
DL -COLL -WL3 (S 0A -R)
,I
J
DL +CO=_ +WL4 (SGA -L)
=�
7.
78)
DL +COLL +WL4 (SOA -R)
N
A
P
79)
DL +0.75LL +COLL +0.75WL1 (SOA -L)
N
A
P
80)
DL +0.75LL +COLL +0.75WL1 (SOA -R)
N
A
P
81)
DL +0.75LL +COLL +0.75WL2 (SOA -L)
N
A
P
82)
DL +0.75LL +COLL +0.75WL2 (SOA -R)
N
A
P
83)
DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
(SOA -L)
N
A
P
84.)
DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
(SOA -R)
N
A
P
85)
DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
(SOA -L)
N
A
P
86)
DL -+O.-75 ' LL +COLL +0.75LWL2 +0.75RBUPLW
(SOA -R)
N
A
P
87)
DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
(SOA -L)
N
A
P
88)
DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
(SOA -R)
N
A
P
89)
DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
(SOA -L)
N
A
P
90)
DL +0.75LL +COLL-+0.75LWL4 +0.75RBUPLW
(SOA -R)
N
A
P
91)
DL +0.75LL +COLL +0.75WL3 (SOA -L)
N
A
P
92)
DL +0.75LL +COLL +0.75WL3 (SOA -R)
N
A
P
93)
DL +0.75LL +COLL +0.75WL4 (SOA -L)
N
A
P
94)
DL +0.75LL +COLL +0.75WL4 (SOA -R)
N
A
P
95)
DL +COLL +LWL1 +RBDWLW (SOA -L)
N
A
P
96)
DL +COLL +LWL1 +RBDWLW (SOA -R)
N
A
P
97)
DL +COLL +LWL2 +RBDWLW (SOA -L)
N
A
P
98)
DL +COLL +LWL2 +RBDWLW (SOA -R)
N
A
P
99)
DL +COLL +LWL3 +RBDWLW (SOA -L)
N
A
P
100)
DL +COLL +LWL3 +RBDWLW (SOA -R)
N
A
P
93
11/30/2011
Load Combination :
------------------
101) DL +COLL +LWL4 +RBDWLW (SOA -L)
102) DL +COLL +LWL4 +RBDWLW (SOA -R)
103) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
104) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
105) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
106) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
107) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
108) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
109) DL +0.75LL +COLL +0'.75LWL4 +0.75RBDWLW
110) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
111) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -L)
112) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -R)
113) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -L)
114) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -R)
115) LL
116),WL1
117) WL2
118) LWL1
119) LWL2
120) LWL3
121) LWL4
122) WL3
123) WL4
124) 1.2985DL +EQ
_35;1 0.3015DL -EQ
12oi 1.298=.DL -EQ
127) 0.8015DL -EQ
(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 C R P
N C R P
D
D
D
D
D
D
D
D
D
D E
D
D E
D EE
94
11/30/2011
Star Building Systems,-��
OK
User: r Page:
IleJob
F21- 8
R -Frame Design Program
Version v3.96
.
73224B
Continue Load Comb Report
File:. frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Load Combination :
------------------
101) DL +COLL +LWL4 +RBDWLW (SOA -L)
102) DL +COLL +LWL4 +RBDWLW (SOA -R)
103) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
104) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
105) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
106) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
107) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
108) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
109) DL +0.75LL +COLL +0'.75LWL4 +0.75RBDWLW
110) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
111) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -L)
112) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -R)
113) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -L)
114) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -R)
115) LL
116),WL1
117) WL2
118) LWL1
119) LWL2
120) LWL3
121) LWL4
122) WL3
123) WL4
124) 1.2985DL +EQ
_35;1 0.3015DL -EQ
12oi 1.298=.DL -EQ
127) 0.8015DL -EQ
(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 C R P
N C R P
D
D
D
D
D
D
D
D
D
D E
D
D E
D EE
94
11/30/2011
Where
DL =
Roof Dead Load
COLL =
Star Building Systems,
OK
User: r, Page:
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R—Frame Design Program
- V6rsion v3.96
��✓ Job .
73224B
Continue Load Comb Report
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Where
DL =
Roof Dead Load
COLL =
Roof Collateral Load
PLL1 =
Pattern Live Load [PLLxx]
PLL2 =
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
RBDWLW=
Downward Acting Rod Brace Load from Longit. Wind
RBDWEQ=
Downward Acting Rod Brace Load from Long. Seismic
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allo -viable Stress Design Combination - ASD05
C= Column Only Co -i -binatlon fc Seismic
D= Deflection Only/ Costbinztion
P= Second Order Analysis Combination - SOA
R= Load and Resistance Factor Design Combination -
E= Cd is applied and Ie is omitted from frame drift
LRFD
calculations
95
11/30/2011
Star Building Systems, 0OK User: rie Page: F21- 10
R -Frame Design Program Ve-rsion v3.96 Job : 73224B
User Load Report File: frame_2.fra Date: 11/30/11
msl 140./24.333/32.708 20./85./0. Start Time: 11:05:54
--------------------------------------------------------------------------------
* USER INPUT LOADS
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
20.000
19.6300
0.0000
0.000
2
LC
EQDW
GLOB
M
C
20.000
19.6300
0.0000
0.000
•3
LC
RBDWLW
GLOB
Y
C
24.333
-9.4340
0.0000
0.917
4
RC
RBDWLW
GLOB
Y
C
24.333
-.9.4340
0.0000
-0.917
5
LC
RBUPLW
GLOB
Y
C
-0.875
9.4340
0.0000
0.917
6
LC
RBUPLW
GLOB
L
C
-0.875
10.4780
0.0000
0.000
7
RC
RBUPLW
GLOB
Y
C
-0.875
9.4340
0:0.000
-0.917
8
RC
RBUPLW
GLOB
L
C
-0.875
10.4780
0.0000
0.000
9
LC
RBDWEQ
GLOB
Y
C
24.333
-20.7190
0.0000
0.917
10
RC
RBDWEQ
GLOB
Y
C
24.333
-20.7190
0.0000
-0.917
11
LC
RBUPEQ
GLOB
Y
C
-0.875
10.3590
0.0000
0.917
12
LC
RBUPEQ
GLOB
L
C
-0.875
11.5070
0.0000
0.000
13
RC
RBUPEQ
GLOB
Y
C
-0.875
10:3590
0.0000
-0.917
14
RC
RBUPEQ
GLOB
L
C
-0.875
11.5070
0.0000
0.000
96
11/30/2011
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
Star Building Systems,
R -Frame Design Program
Load Report
msl 140./24.333/32.708
--------------------------------------------------------------------------------
-0 ) OK
Version x3.96
20./85./0.
User: r�I Page:
Job :
File: frame_2.fra Date:
Start Time:
F21- 11
73224B
11/30/11
11:05:54
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
20.000
19.6300
N/A
0.000
2
LC
EQDW
GLOB
M
C
20.000
19.6300
N/A
0.000
3
LC
RBDWLW
GLOB
Y
C
24.333
-9.4340
N/A
0.917
4
RC
RBDWLW
GLOB
Y
C
24.333
-9.4340
N/A
-0.917
5
LC
RBUPLW
GLOB
Y
C
-0.875
9.4340
N/A
0.917
6
LC
RBUPLW
GLOB
L
C
-0.875
10.4780
N/A
0.000
7
RC
RBUPLW
GLOB
Y
C
-0.875
9.4340
N/A
-0.917
8
RC
RBUPLW
GLOB
L
C
-0.875
10.4780
N/A
0.000
9
LC
RBDWEQ
GLOB
Y
C
24.333
-20.7190
N/A
0.917
10
RC
RBDWEQ
GLOB
Y
C
24.333
-20.7190
N/A
-0.917
11
LC
RBUPEQ
GLOB
Y
C
-0.875
10.3590
N/A
0.917
12
LC
RBUPEQ
GLOB
L
C
-0.875
11.5070
N/A
0.000
13
RC
RBUPEQ
GLOB
Y
C
-0.875
10.3590
N/A
-0.917
14
RC
RBUPEQ
GLOB
L
C
-0.875
11.5070
N/A
0.000
15
LR
DL
XREF
Y
U
0.000
-0.0796
N/A
0.000
16
RR
DL
XREF
Y
U
0.000
-0.0796
N/A
0.000
17
LC
SW
GLOB
Y
U
-0.875
-0.0502
N/A
0.000
18
LR
SW
GLOB
Y
U
0.000
-0.0375
N/A
0.000
19
RC
SW
GLOB
Y
U
-0.875
-0.0502
N/A
0.000
20
RR
SW
GLOB
Y
U
0.000
-0.0375
N/A
0.000
21
IC1
SW
YREF
Y
U
-0.875
-0.0325
N/A
27.435
22
LR
LL
XREF
Y
U
0.000
-0.3925
N/A
0.000
23
RR
LL
tui
Y
U
0.0,001
-0.3925
N/1-1
0.00(0
2 4
J
T T . `�
I U ; � :'
T_
..
�n . V �. 0
- 0 . 3 9` �
I�:1� / -?
70 . -0 0 `0
25
RR
'?LL-
))
iLL2
.)1 p7.-,
Y
TJ
0 . 000
-^ 39G J
1V/
/ 0 . 000
26
L?
COLL
XRE=
Y
Li
0.000
-0.1635
N/A
0.000
27
RR
COLL
XREF
Y
U
0.000
-0.1635
N/A
0.000
28
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
29
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
30
LC
WL1
MEMB
Y
U
0.000
-0.0868
N/A
0.000
31
RC
WL1
MEMB
Y
U
0.000
0.1855
N/A
0.000
32
LR
WL1
MEMB
Y
U
0.000
0.4161
N/A
0.000
33
RR
WL1
MEMB
Y
U
0.000
0.2630
N/A
0.000
34
LR
WL1
MEMB
Y
U
57.998
-0.1530
N/A
0.000
35
LC
WL2
MEMB
Y
U
0.000
-0.2290
N/A
0.000
36
RC
WL2
MEMB
Y
U
0.000
0.0434
N/A
0.000
37
LR
WL2
MEMB
Y
U
0.000
0.2439
N/A
0.000
38
RR
WL2
MEMB
Y
U
0.000
0.0909
N/A
0.000
39
LR
WL2
MEMB
Y
U
57.998
-0.1530
N/A
0.000
40
LC
LWL1
MEMB
Y
U
0.000
0.2487
N/A
0.0&0
41
RC
LWL1
MEMB
Y
U
0.000
0.2487
N/A
0.000
42
LR
LWL1
MEMB
Y
U
0.000
0.5978
N/A
0.000
43
RR
LWL1
MEMB
Y
U
0.000
0.4161
N/A
0.000
44
LR
LWL1
MEMB
Y
U
7.691
-0.1817
N/A
0.000
45
LC
LWL2
MEMB
Y
U
0.000
0.2487
N/A
0.000
46
RC
LWL2
MEMB
Y
U
0.000
0.2487
N/A
0.000
47
LR
LWL2
MEMB
Y
U
0.000
0.4161
N/A
0.000
48
RR
LWL2
MEMB
Y
U
0.000
0.5978
N/A
0.000
49
RR
LWL2
MEMB
Y
U
7.691
-0.1817
N/A
0.000
50
LC
LWL3
MEMB
Y
U
0.000
0.2487
N/A
0.000
97
11/30/2011
98
11/30/2011
S"tar
Building
Systems,
0 )
OK
User:
r,.
Page:
F21- 12
R -Frame
Design
Program
- `version
x3.96
"
Job :
73224B
Load
Report
File: frame_2.fra
Date:
11/30/11
msl
140./24.333/32.708
20./85./0.
Start
Time:
11:05:54
--------------------------------------------------------------------.------------
51
RC
LWL3
MEMB
Y
U
0.000
0.2487
N/A
0.000
52
LR
LWL3
MEMB
Y
U
0.000
0.3395
N/A
0.000
53
RR
LWL3
MEMB
Y
U
0.000
0.2630
N/A
0.000
54
LR
LWL3
MEMB
Y
U
7.691
-0.0765
N/A_
0.000
55
LC
LWL4
MEMB
Y
U
0.000
0.2487
N/A
0.000
56
RC
LWL4
MEMB
Y
U
0.000
0.2487
N/A
0.000
57
LR
LWL4
MEMB
Y
U
0.000
0.2630
N/A
0.000
58
RR
LWL4
MEMB
Y
U
0.000
0.3395
N/A
0.000
59
RR
LWL4
MEMB
Y
U
7.691
-0.0765
N/A
0.000
60
LC
WL3
MEMB
Y
U
0.000
0.1855
N/A
0.000
61
RC
WL3
MEMB
Y
U
0.000
-0.0868
N/A
0.000
62
LR
WL3
MEMB
Y
U
0.000
0.2630
N/A
0.000
63
RR
WL3
MEMB
Y
U
0.000
0.4161
N/A
0.000
64
RR
WL3
MEMB
Y
U
57.998
-0.1530
N/A
0.000
65
LC
WL4
MEMB
Y
U
0.000
0.0434
N/A
0.000
66
RC
WL4
MEMB
Y
U
0.000
-0.2290
N/A
0.000
67
LR
WL4
MEMB
Y
U
0.000
0.0909
N/A
0.000
68
RR
WL4
MEMB
Y
U
0.000
0.2439
N/A
0.000
69
RR
WL4
MEMB
Y
U
57.998
-0.1530
N/A
0.000
98
11/30/2011
Star Building Systems,
OK
User: z
Page:
F21- 13
R -Frame Design Program
- version v3.96
16.0000
Job .
73224B
Seismic Summary Report
D
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
0.7387
Start Time:
11:05:54
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) ..........
54.0000
Response Acceleration Coeff., for 1 sec. Periods [Si] (%g) .........
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] .:....................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.2875
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) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
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] ..................•••...
1.30.00
S-oin Seismic Force Calculations [Used] (° ) .. . ................. . .
0.00
S=,Al in Seismic Force Calculations [Min. Reriu red] (1%) ........... . .
0 . 00
S_Iow in Seismic Load Combinations [Used] (%) .......................
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] 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) ..........
7.3000
Seismic Deflection Amplification Factor [Cd] ........................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
6.778
Theta [Px*Delta/Vx/hx/Cd]...........................................
0.017
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load _ 21.285
Wall Weight = 1.971
Collateral Load = 22.896
Snow Load = 0.000
Rafter Crane.Weight = 0.000
-------------------------------------
Totai Roof Weight = 46.152 kips
User 'Mass Load (1) = 3.9.260
-------------------------------------
Total User Mass = 39.260 kips 99
11/30/2011
Total Roof Weight = 46.152
-------------------------------------
BASE SHEAR = 12.0182 kips
Seismic
Ilk)
Total User Mass=
Mezzanine Weight
60
= u.000
Col. Crane Weight
= 0.000
-------------------------------------
TOTAL Bldg Weight
= 85.412 kips
X
X
Seismic Coeff.
= 0.1407
-------------------------------------
BASE SHEAR = 12.0182 kips
Seismic
Load for Roof
at
col # 1 =
2.0997
kips
Seismic
Load for Roof
at
col # 2 =
2.9218
kips
Seismic
Load for Roof
at
col # 3 =
2.0997
kips
---------------------------------------------------
SEISMIC
LOAD for Roof
in
TOTAL =
7.1212
kips
Seismic
Ld for Mass #
1
@ col # 1 =
2.4485
kips
Seismic
Ld for Mass #
1
@ col # 2 =
0.0000
kips
Seismic
Ld for Mass #
1
@ col # 3 =
2.4485
kips
---------------------------------------------------
SEISMIC
LOAD for Mass
in
TOTAL =
4.8970
kips
100
11/30/2011
:Star Building Systems,OK
MEM
User: r�
Page:
F21- 14
R—Frame Design Program
- Version v3.96
NO.
Job :
73224B
,Continued Seismic Load
Report
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708
---------------------------------------------------------------------------------
20./85./0.
YREF
Start Time:
11:05:54
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
NO.
2.4485
N/A
0.000
2.9218
N/A
0.000
70
LC
EQ
YREF
X
C
21.512
71
LC
EQ
YREF
X
C
20.000
72
IC1
EQ
YREF
X
C
27.969
73
RC
EQ
YREF
X
C
21.512
74
RC
EQ
YREF
X
C
20.000
INTENSITY
LENGTH
START
END
2.0997
N/A
0.000
2.4485
N/A
0.000
2.9218
N/A
0.000
2.0997
N/A
0.000
2.4485
N/A
0.000
101
11/30/2011
Left Column Analysis Length = 22.46 ft Kx = 1.00 Weight = 1124. lbs
Effective Ix = 4463.7 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 15.00 12.000 41.209 10.00x 0.3750 0.1850 10.00x 0.3750 9.22 55.0
2 5.54 41.209 52.000 10.00x 0.3750 0.2500 10.00x 0.3750 9.22 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks --------
No. AxialMoment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
110 -26.•8 -182.9 -14.4 8.1 32.9 14.4 1.6 0.65 0.51 0.88 0.88 5
205 -26.6 -250.7 -14.4 6.2 32.9 12.0 1.8 0.35 0.47 0.94 0.94 5
--------------------------------------------------------------------------------
Left Rafter Analysis Length = 67.33 ft Kx = 1.00 Weight = 2530. lbs
Effective Ix = 1701.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
-No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
3 10.00 52.000 29.500 8.00x 0.3125 0.2500 8.00x 0.3125 -10.62 55.0
4 15.00 29.500 29.500 8.00x 0.3125 0.1850 8.00x 0.2500 0.00 55.0
5 20.00 29.500 29.500 o.00x 0.3750 0.1560 8.00„ 0.2500 0.00 55.0
6 15.50 29.500 29.500 6.00.: 0.2500 0.2500 6.0Ox 0.2300 0.00 55.0
7 5.00 29.500 34.250 6.00-•_ 0.2500 0.2500 6.0Ox 0.3125 4_.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
--------------------------------------------------------------------------------
301 -11.6 -116.5 21.1 10.2 32.9 23.1 1."8 0.76 0.21 0.29 0.76 2
417 -10.2 191.3 4.6 11.1 26.3 32.9 3.1 0.27 0.97 0.86 0.97 2
507 -9.9 207.0 0.2 11.6 29.1 32.9 2.2 0.01 0.88 0.94 0.94 2
601 -9.1 149.4 -8.8 8.9 29.6 35.2 5.6 0.21 0.83 0.70 0.83 2
705 -12.5 -216.0 -21.1 12.9 30.8 31.8 4.4 0.46 0.91 0.84 0.91 5
---------------------=----------------------------------------------------------
Interior Column # 1 Analysis Length = 28.84 ft Kx = 1.00 Weight = 893. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
8 27.44 10.000 10.000 8.00x 0.5000 0.1560 8.00x 0.5000 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,
----------------------------------------7---------------------------------------
801 -42.2 0.0 0.0 6.2 0.0 0.0 17.4 0.00 0.71 0.71 0.iA2. 5
------------------------------------------------------------------------UM/2D1t--
Star Building Systems,
OK
Y0
User: rPa e:
g
F21- 15
R -Frame Design Program
- version v3.96
Job .
73224B
Forces and Allowable Stresses
Summary
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
-----------------------=--------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Left Column Analysis Length = 22.46 ft Kx = 1.00 Weight = 1124. lbs
Effective Ix = 4463.7 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 15.00 12.000 41.209 10.00x 0.3750 0.1850 10.00x 0.3750 9.22 55.0
2 5.54 41.209 52.000 10.00x 0.3750 0.2500 10.00x 0.3750 9.22 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks --------
No. AxialMoment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
110 -26.•8 -182.9 -14.4 8.1 32.9 14.4 1.6 0.65 0.51 0.88 0.88 5
205 -26.6 -250.7 -14.4 6.2 32.9 12.0 1.8 0.35 0.47 0.94 0.94 5
--------------------------------------------------------------------------------
Left Rafter Analysis Length = 67.33 ft Kx = 1.00 Weight = 2530. lbs
Effective Ix = 1701.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
-No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
3 10.00 52.000 29.500 8.00x 0.3125 0.2500 8.00x 0.3125 -10.62 55.0
4 15.00 29.500 29.500 8.00x 0.3125 0.1850 8.00x 0.2500 0.00 55.0
5 20.00 29.500 29.500 o.00x 0.3750 0.1560 8.00„ 0.2500 0.00 55.0
6 15.50 29.500 29.500 6.00.: 0.2500 0.2500 6.0Ox 0.2300 0.00 55.0
7 5.00 29.500 34.250 6.00-•_ 0.2500 0.2500 6.0Ox 0.3125 4_.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
--------------------------------------------------------------------------------
301 -11.6 -116.5 21.1 10.2 32.9 23.1 1."8 0.76 0.21 0.29 0.76 2
417 -10.2 191.3 4.6 11.1 26.3 32.9 3.1 0.27 0.97 0.86 0.97 2
507 -9.9 207.0 0.2 11.6 29.1 32.9 2.2 0.01 0.88 0.94 0.94 2
601 -9.1 149.4 -8.8 8.9 29.6 35.2 5.6 0.21 0.83 0.70 0.83 2
705 -12.5 -216.0 -21.1 12.9 30.8 31.8 4.4 0.46 0.91 0.84 0.91 5
---------------------=----------------------------------------------------------
Interior Column # 1 Analysis Length = 28.84 ft Kx = 1.00 Weight = 893. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
8 27.44 10.000 10.000 8.00x 0.5000 0.1560 8.00x 0.5000 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,
----------------------------------------7---------------------------------------
801 -42.2 0.0 0.0 6.2 0.0 0.0 17.4 0.00 0.71 0.71 0.iA2. 5
------------------------------------------------------------------------UM/2D1t--
Right Column Analysis Length = 22.46 ft Kx = 1.00 Weight = 1124. lbs
Effective Ix = 4463.7 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
9 15.00 12.000 41.209 10.00x 0.3750 0.1850 10.00x 0.3750 9.22 55.0-
10 5.54 41.209 52.000 10.00x 0.3750 0.2500 10.00x 0.3750 9.22 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
--------------------------------------------------------------------------------
910 -26.8 -182.9 -14.4 8.1 32.9 14.4 1.6 0.65 0.51 0.88 0.88 6
1005 -26.6 -250.7 -14.4 6.2 32.9 12.0 1.8 0.35 0.47 0.94 0.94 6
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 67.33 ft Kx = 1.00 Weight = 2530. lbs
Effective Ix = 1701.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No.. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
11 10.00 52.000 29.500 8.00x 0.3125 0.2500 8.00x 0.3125 -10.62 55.0
12 15.00 29.500 29.500 8.00x 0.3125 0.1850 8.00x 0.2500 0.00 55.0
20.00 29.500 29.500 8.00x 0.3750 0.1560 8.00x 0.2500 0.00 55.0
,._
15.50 39.500 29.500 6.00x 0.2500 0.2500 6.0Ox 0.2500 0.00 55.0
15 S.OG 29.560 3=.250 6.00. 0.2500 2500 6.00x 0.3125 4.75 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
--------------------------------------------------------------------------------
1101 -11.6 -116.5 21.1 10.2 32.9 23.1 1.8 0.76 0.21 0.29 0.76 3
1217 -10.2 191.3 4.6 11.1 26.3 32.9 3.1 0.27 0.97 0.86 0.97 3
1307 -9.9 207.0 0.2 11.6 29.1 32.9 2.2 0.01 0.88 0.94 0.94 3
1401 -9.1 149.4 -8.8 8.9 29.6 35.2 5.6 0.21 0.83 0.70 0.83 3
1505 -12.5 -216.0 -21.1 12.9 30.8 31.8 4.4 0.46 0.91 0.84 0.91 6
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 8201. lbs
103
11/30/2011
Star Building Systems,
OK
User: r Page:
F21- 16
R -Frame Design Program
- Versi.on v3.96
Job .
73224B
Forces and Allowable Stresses Summary
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Right Column Analysis Length = 22.46 ft Kx = 1.00 Weight = 1124. lbs
Effective Ix = 4463.7 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
9 15.00 12.000 41.209 10.00x 0.3750 0.1850 10.00x 0.3750 9.22 55.0-
10 5.54 41.209 52.000 10.00x 0.3750 0.2500 10.00x 0.3750 9.22 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
--------------------------------------------------------------------------------
910 -26.8 -182.9 -14.4 8.1 32.9 14.4 1.6 0.65 0.51 0.88 0.88 6
1005 -26.6 -250.7 -14.4 6.2 32.9 12.0 1.8 0.35 0.47 0.94 0.94 6
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 67.33 ft Kx = 1.00 Weight = 2530. lbs
Effective Ix = 1701.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No.. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
11 10.00 52.000 29.500 8.00x 0.3125 0.2500 8.00x 0.3125 -10.62 55.0
12 15.00 29.500 29.500 8.00x 0.3125 0.1850 8.00x 0.2500 0.00 55.0
20.00 29.500 29.500 8.00x 0.3750 0.1560 8.00x 0.2500 0.00 55.0
,._
15.50 39.500 29.500 6.00x 0.2500 0.2500 6.0Ox 0.2500 0.00 55.0
15 S.OG 29.560 3=.250 6.00. 0.2500 2500 6.00x 0.3125 4.75 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
--------------------------------------------------------------------------------
1101 -11.6 -116.5 21.1 10.2 32.9 23.1 1.8 0.76 0.21 0.29 0.76 3
1217 -10.2 191.3 4.6 11.1 26.3 32.9 3.1 0.27 0.97 0.86 0.97 3
1307 -9.9 207.0 0.2 11.6 29.1 32.9 2.2 0.01 0.88 0.94 0.94 3
1401 -9.1 149.4 -8.8 8.9 29.6 35.2 5.6 0.21 0.83 0.70 0.83 3
1505 -12.5 -216.0 -21.1 12.9 30.8 31.8 4.4 0.46 0.91 0.84 0.91 6
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 8201. lbs
103
11/30/2011
104
11/30/2011
Star Building
Systems,0� OK User: r
Page: �F21- 17
R -Frame Design
-
Program Vcrsion v3.96
Job : 73224B
Anchor Rod and
Base Plate Design File: frame_2.fra
Date: 11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time: 11:05:54
BOTH EXTERIOR
COLUMNS ANCHOR RODS AND BASE PLATE DESIGN
Anchor Rod & Base
Plate Design Sizes >>
----------------------------------
Use ( 4)- 0.750
- ----
in. Dia. A36 Anchor Rods
Rod Gage :
4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 6.0000
Plate Size
10.0000x 13.0000x 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 24.290 38.436 61
0.63
Rod Shear
24.346 0.000 30.748 36
0.79
Shear & Tension
11.437 24.290 28.521 61
0.85
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
0.31250 10.000 46.404 12.333 ill
0.27
Outer Flg
0.31250 10.000 46.404 12.515 59
0.27
Wob Plate
0.18750 12.000 50.116 24.346 36
0.49
104
11/30/2011
Star Building
Systems, 11�OK User: A
Page: F21- 18
R -Frame Design
Program - Version v3.96 .4
Job . 73224B
Anchor Rod and
Base Plate Design File: frame_2.fra
Date: 11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time: 11:05:54
INTERIOR COLUMN 1 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.): 3.5000, 1 @ 4.000.0, 3.5000,
Plate Size
8.0000x 11.0000x 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 19.748 38.436 59
0.51
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
0.31250 8.000 37.123 8.263 59
0.22
Outer Flg
0.31250 8.000 37.123 8.263 59
0.22
Web Plate
0.18750 10.000 27.842 3.222 59
0.12
105 .
11/30/2011
Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1
---------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.7500 in.
Fy (Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3750 in.
Web Depth -
51.757 in.
Web Thickness
0.250 in.
Star Building Systems,
OK
User: Page:
F2119
R-Frame Design Program
- version v3.96
Job .
73224B
Connection Report
.1.389 in.
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1
---------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.7500 in.
Fy (Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3750 in.
Web Depth -
51.757 in.
Web Thickness
0.250 in.
Gage -
3.500 in.
Center of Bolt
to Flange:
Pf top (out)-
1.438 in.
Pf top (ins)-
1.686 in.
Pf bot (out)-
.1.389 in.
Pf bot (ins)-
1.736 in.
Bolt Spacing-
3.500 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Controlling
Shear
Load Combinations:
-----------------------------
4 4) 1.2985DL +1.2985COLL +3.
20.40
40) 0.8015DL +3.5EQ (SOA -R)
10.59
Connection Design Summary:
Bolt Unity Check (O.S.) _
Bolt Unity Check (I.S.) _
Right Side of Conn Data:
------------------------
Plate: 8.00 x 0.7500 in.
Fy (Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3125 in.
I.S. - 8.00 x 0.3125 in.
Web Depth - 51.757 in.
Web Thickness 0.250 in.
Gage 3.500 in.
Center of Bolt to Flange:
Pf top (out)- 1.375 in.
Pf top (ins)- 1.811 in.
Pf bot (out)- 1.646 in.
Pf bot (ins)- 1.530 in.
Bolt Spacing- 3.500 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 74.6 degrees
ref t Side Frame Right Side Frame
Moments ni al Shear Moments i a'..
(k -f t) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
5 357.83 -0.97 4.46 -603.91 -13.00
416.30 3.86 -4.23 -480.36 -6.83
0.6281 Plate Unity Check (O.S.) = 0.5285
0.4636 Plate Unity Check (I.S.) = 0.3993
106
11!30/2011
Star Building Systems,
OK
User: A)
Page:
F21- 20
R-Frame Design Program
- Version v3.96
Fy(Min)
Job :
73224B
Connection Report
ksi
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Flanges:
Start Time:
11:05:54
Intermediate Connection @ Left Rafter and Right Rafter Depth 4
--------------------------------------------------------------------------------
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: Right Side of Conn Data:
Plate: 8.00 x 0.5000
in.
Plate: 6.00 x
0.5000
in.
Fy(Min) 55.0
ksi
Fy(Min)
55.0
ksi
Fu 70.0
ksi
Fu
70.0
ksi
Flanges:
Load
Flanges:
Weld
Location
O.S. - 8.00 x 0.3750
in.
O.S. - 6.00 x
0.2500
in.
I.S. - 8.00 x 0.2500
in.
I.S. - 6.00 x
0.2500
in.
Web Depth - 29.500
in.
Web Depth -
29.500
in.
Web Thickness 0.156
in.
Web Thickness
0.250
in.
Gage - 3.000
in.
Gage -
3.000
in.
Center of Bolt to Flange:
Center of Bolt
to Flange:
Pf top (out)- 1.125
in.
Pf top (out)-
1.250
in.
Pf top (ins)- 1.500
in.
Pf top (ins)-
1.500
in.
Pf bot (out)- 1.125
in.
Pf bot (out)-
1.125
in.
Pf bot (ins)- 1.625
in.
Pf bot (ins)-
1.625
in.
Bolt Spacing- 3.000
in.
Bolt Spacing-
3.000
in.
Angle top - 90.0 degrees
Angle top - 90.0
degrees
Angle bot - 90.0 degrees
Angle bot - 90.0 degrees
3
Left
Side name
Right Side Fame
Cont ro-ling
!foments
Ax,-ial Shear
foments
_: al
Si
0.4220
Web Plate
Fillet -BS
Load Combinations:
-----------------------------
(k - f t)
-------------------------------------------------
(kips) (kips)
(k -ft)
(kips) (kips).
55) 0.6DL +WL1 (SOA -L)
-49.54
7.34 3.96
-2.06
7.56 2.64
3) DL +COLL +PLL2 (SOA -L)
-56.14
-10.35 -2.71
149.42
-9.13
-8.80
Connection Design Summary:
11/30/2011
Bolt Unity Check (O.S.) = 0.4074 Plate
Unity Check (O.S.) =
0.3586
Bolt Unity Check (I.S.) = 0.9527 Plate
Unity Check (I.S.) =
0.8245
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
16.0000
66.8216
58.2409
3
0.8716
Outer Flg
Fillet -BS
0.3125
16.0000
111.3693
22.2347
67
0.1996
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
8.7961
3
0.0535
Right
Side of Conn
Inner Flg
Fillet -BS
0.1875
12.0000
50.1162
49.5000
3
0.9877
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
21.1480
2
0.4220
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
9.6178
61
0.0585
------------------------------------------------------------------------------
NS -
Near side weld, FS - Far
side
weld, BS -
Both sides
weld.
107
11/30/2011
Intermediate Connection O Left Rafter and Right Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness
Gage -
Center of Bolt
Pf top (out) -
Pf top (ins)-
Pf
ins)-
Pf bot (out) -
Pf bot (ins) -
Bolt
ins) -
Bolt Spacing -
Angle top - 90
Angle bot - 90
0.2500 in.
0.2500 in.
29.500 in.
0.250 in.
3.000 in.
to Flange:
1.125 in.
1.625 in.
1.189 in.
1.561 in.
3.000 in.
0 degrees
0 degrees
Right Side of Conn Data:
Plate 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3125 in.
Web Depth - 29.500 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center.of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.625 in.
Pf bot (out)- 1.083 in.
Pf bot (ins)- 1.603 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 94.8 degrees
Le -Et Side Frame Right Side Frame
Controlling Moments ?_tial Shear Moments Ax -al
-Shear
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
----------------------------- -------------------------------------------------
5) DL +LL +COLL (SOA -L) -139.90 -12.74 -18.39 -138.82 -12.45 -18.60
61) 0.6DL +LWL2 +RBUPLW (SOA 71.22 12.27 9.47 70.76 12.27 9.5F
Connection Design Summary:
Bolt Unity Check .(O.S.) = 0.7676 Plate Unity Check (O.S.) = 0.7422
Bolt Unity Check (I.S.) = 0.5367 Plate Unity Check (I.S.) = 0.5236
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Star Building Systems,-'�!
OK
User: TOPage:
F21- 21
R -Frame Design Program
version v3.96
Job .
73224B
Connection Report
Length
File: frame_2.fra Date:
11/30/11
msl '140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Intermediate Connection O Left Rafter and Right Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness
Gage -
Center of Bolt
Pf top (out) -
Pf top (ins)-
Pf
ins)-
Pf bot (out) -
Pf bot (ins) -
Bolt
ins) -
Bolt Spacing -
Angle top - 90
Angle bot - 90
0.2500 in.
0.2500 in.
29.500 in.
0.250 in.
3.000 in.
to Flange:
1.125 in.
1.625 in.
1.189 in.
1.561 in.
3.000 in.
0 degrees
0 degrees
Right Side of Conn Data:
Plate 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3125 in.
Web Depth - 29.500 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center.of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.625 in.
Pf bot (out)- 1.083 in.
Pf bot (ins)- 1.603 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 94.8 degrees
Le -Et Side Frame Right Side Frame
Controlling Moments ?_tial Shear Moments Ax -al
-Shear
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
----------------------------- -------------------------------------------------
5) DL +LL +COLL (SOA -L) -139.90 -12.74 -18.39 -138.82 -12.45 -18.60
61) 0.6DL +LWL2 +RBUPLW (SOA 71.22 12.27 9.47 70.76 12.27 9.5F
Connection Design Summary:
Bolt Unity Check .(O.S.) = 0.7676 Plate Unity Check (O.S.) = 0.7422
Bolt Unity Check (I.S.) = 0.5367 Plate Unity Check (I.S.) = 0.5236
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Weld
Weld
Design
Welc
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
30.5031.
59
0.6086
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
49.5000
6
0.9877
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
19.1688
3
0.1167
Right
Side of Conn
Inner Flg
Fillet -BS
0.2500
12.Q000
66.8216
30.8392
59
0.4615
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
49.5000
6
0.9877
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
19.1687
3
0.1167
-----------------------------------'-------------------------------------------
NS -
Near side weld,
FS - Far
side weld,
BS -
Both sides
weld.
108
11/30/2011
Star Building Systems, :s OK
User: r
Page:.
F21- 22
R -Frame Design Program -P)v3.96
Check
Job :
73224B
Cap Plate Summary
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
0.000
Start Time.:
11:05:54
INTERIOR COLUMN 1 CAP PLATE AND BOLT DESIGN
--------------------------------------------
Cap Plate and Bolt Design Sizes >>
----------------------------------
Use ( 4)- 0.500 in. Dia. A325N Bolts
Bolt Gage 2.500 in. Bolt Spacing 2.500 in.
Plate Size 8.00OOx 11.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Forces for Cap Plate Bolt Design >>
109
11/30/2011
Shear
Tension
Allowable
Load
Check
Loading Type
(kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Bolt Tension
0.000
20.284
35.343
59
0.5739
Bolt Shear
0.004
0.000
18.850
61
0.0002
109
11/30/2011
Star Building Systems, OK
User: A
Page:
F21- 23
R -Frame Design Program - Gerslon v3.96
Web
Job .
73224B
Knee and Stiffener Report
File: frame_2.fra
Date:
11/3.0/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
in.
Start Time:
11:05:54
Left and Right Knee Design
Knee Web Thickness
Bearing Stiffener Type
Bearing Stiffener at Knee
Column Cap Plate
Knee Panel Weld Sizes
Use 0.2500 in. Thick Web
Horizontal
4.7500 X 0.3750 in.
10.0000 X 0.3750 in.
Required (Due to Weld
Shear) Min.
Fillet Welds, around
the
Knee
Web
Panel
are:
Column Cap Plate:
0.2500
in.
x
52.180
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.2500
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.2500
in.
x
52.000
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.2500
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
47.847
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
47.847
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection P1.:
0.1875
in.
x
52.180
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
0.3125 -in. x 4.750 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS
S"TIFF. CE iITEERLIN E
LOU'- ED FROM
COL. STIFFENER THECENTER NO. OF STIFF.
NO. ORIENTATION OF THE COL. STIFF. WIDTH
--------------------------- ------ (IN.)
1 VERTICAL 5.2500 IN. 4 2.7500
Pinch Stiffener Design - Left Side
Located at end
of frame part Width Thickness
(in.) (in.)
3 3.750 0.3125
STIFF. STIFF.
THICK. LENGTH
(IN.) (IN.)
0.3750 30.7500
Length
(in.)
5.0
110
11/30/2011
VERSION v3.96
BRAND STAR
DESCRIPTION-msl 140./24.333/32.708 20./85./0.
FRAME_ID 21 .
# FRAME LEFT SIDE IS BLDG. PLANE SWC
## AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224B
ANALYZE none *DATASET members brace combinations
BUILDING LABEL B
LOCATION frame lines 2
LATERAL GRID LABEL 2
LONGITUDINAL GRID LABEL J F C
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 60. 60.
WIDTH 140. 70.
LENGTH 53.5
EAVE 24.3333 *ROOF SLOPE 1.
SPANS 2@70.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.
GIRT THICKNESS 0.059 *PURLIN THICKNESS
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 35.544 16.192 4.709 4.
NO PEAK CONNECTION
PEAK RAFTER 5.
CODE LABEL 2010 CALL F OR_�J IA
3UILDING CODE IB09 U=`•:o_rmal
D
DEAD LO.T2.434 *CO IL:ATERPJ LOAD 5.
LIVE LOAD 20. reduce
25
0.085
839
profile seismic detail \
wind array connection base
SNOW R=O. T=1. S=N WEL=70. WER=70. WML=70. WMR=70.
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD S1=22. SS=54. 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= 32.7087
WALL TRIBUTARY TR= 27. S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 26.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180, S=180. W=180. G=120.
DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=1 RC=3
BRACE ATTACHMENT'FLANGE
GIRT SPACING 20.2083
GIRT BRACE N
PURLIN SPACING 2@4.3642'12@5.
PURLIN BRACE N FF N CC N CC N CC N CC N CC CC C
LEFT COLUMN *RECESS 0.875.
BASE W=10. T=0.375 L=13.. N=2 D=0.75
12. 0. 15. 10. 0.375
0. 52. 0. 10. 0.375'
82
0.185 10.. 0 . 3 tpt�0i20»
0.25 10. 0.375
Star Building Systems,
C, OK User: r,
Page:
F21- 1
R -Frame Design Program
- Version v3.96
Job :
73224B
Input Data Echo
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708
20./85./0.
Start Time:
11:05:54
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-B\
VERSION v3.96
BRAND STAR
DESCRIPTION-msl 140./24.333/32.708 20./85./0.
FRAME_ID 21 .
# FRAME LEFT SIDE IS BLDG. PLANE SWC
## AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224B
ANALYZE none *DATASET members brace combinations
BUILDING LABEL B
LOCATION frame lines 2
LATERAL GRID LABEL 2
LONGITUDINAL GRID LABEL J F C
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 60. 60.
WIDTH 140. 70.
LENGTH 53.5
EAVE 24.3333 *ROOF SLOPE 1.
SPANS 2@70.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.
GIRT THICKNESS 0.059 *PURLIN THICKNESS
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 35.544 16.192 4.709 4.
NO PEAK CONNECTION
PEAK RAFTER 5.
CODE LABEL 2010 CALL F OR_�J IA
3UILDING CODE IB09 U=`•:o_rmal
D
DEAD LO.T2.434 *CO IL:ATERPJ LOAD 5.
LIVE LOAD 20. reduce
25
0.085
839
profile seismic detail \
wind array connection base
SNOW R=O. T=1. S=N WEL=70. WER=70. WML=70. WMR=70.
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD S1=22. SS=54. 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= 32.7087
WALL TRIBUTARY TR= 27. S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 26.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180, S=180. W=180. G=120.
DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=1 RC=3
BRACE ATTACHMENT'FLANGE
GIRT SPACING 20.2083
GIRT BRACE N
PURLIN SPACING 2@4.3642'12@5.
PURLIN BRACE N FF N CC N CC N CC N CC N CC CC C
LEFT COLUMN *RECESS 0.875.
BASE W=10. T=0.375 L=13.. N=2 D=0.75
12. 0. 15. 10. 0.375
0. 52. 0. 10. 0.375'
82
0.185 10.. 0 . 3 tpt�0i20»
0.25 10. 0.375
LEFT RAFTER
CONNECTION 0=2E
52. 29.5
29.5 0.
0. 0.
CONNECTION 0=2E
0. 29.5
CONNECTION 0=2E
29.5 34.25
INTERIOR COLUMN 1
BASE W=8. T=0.375
10. 10.
CONNECTION 0=1F
SYMMETRICAL ALL
WIND LOAD WL1
WIND LOAD WL2
WIND LOAD LWL1
WIND LOAD LWL2
WIND LOAD LWL3
WIND LOAD LWL4
WIND LOAD WL3
WIND LOAD WL4
LOAD COMBINATIONS
I=2E W=i0.
10.
15.
20.
I=2E W=8.
0.
I=2E W=6.
5.
*RECESS
L=11. N=2
0.
I=1F W=8.
8. T=0.75 D=1.
8. 0.3125
8. 0.3125
8. 0.375
6. T=0.5 D=0.75
6. 0.25
T=0.5 D=0.75
6. 0.25
0.875
D=0.75
8. 0.5
T=0.375 D=0.5
0.25 8.
0.185 8.
0.156 8.
0.25 6.
0.25 6.
0.156 8
14.621 0.2200 -0.8700 -0.5500 -0.4700 60.833
14.621 0.5800 -0.5100 -0.1900 -0.1100 60.833
14.621 -0.6300 -1.2500 -0.8700 -0.6300 10.700
14.621 -0.6300 -0.8700 -1.2500 -0.6300 129.300
14.621 -0.6300 -0.7100 -0.5500 -0.6300 10.700
14.621 -0.6300 -0.5500 -0.7100 -0.6300 129.300
14.621 -0.4700 -0.5500 -0.8700 0.2200 79.167
14.621 -0.1100 -0.1900 -0.5100 0.5800 79.167
1)1. DL 1. COLL 1. PLL1 *DEFL
2)1. DL 1. COLL 1. PLL1 *DEFL
3)1. DL 1. COLL 1. PLL2 *DEFL
4)1. DL 1. COLL 1. PLL2 *DEFL
5)1. DL 1. LL 1. COLL *DEFL
6)1. DL 1. LL 1. COLL *DEFL
7)1.06895 DL 0.91 EQ *DEFL 50.
8)1.06895 DL 0.91 EQ *DEFL 50.
9)1.06895 DL -0.91 EQ *DEFL 5_lDL -0.91 EQ *DEFL 5
11)1.06895 DL 1.06895 COL_ 0.91
_211.06895 DL 1.06895 COLL 0.91
13')1.06595 DL 1.06895 COLL -0.91
14)1.06895 DL 1.06895 COLL -0.91
15)0.53105 DL 0.91 RBUPEQ *DEFL
16)0.53105 DL 0.91 RBUPEQ *DEFL
17)0.53105 DL 0.91 EQ *DEFL 50
18)0.53105 DL 0.91 EQ *DEFL 50
19)0.53105 DL -0.91 EQ *DEFL 5
20)0.53105 DL -0.91 EQ *DEFL 5
21)0.8015 DL 2. RBUPEQ *TYPE R *AP
22)0.8015 DL 2. RBUPEQ *TYPE R *AP
23)0.8015 DL 2.5 EQ *TYPE R *APP C
24)0.8015 DL 2.5 EQ *TYPE R *APP C
25)0.8015 DL -2.5 EQ *TYPE R *APP
26)0.8015"DL -2.5 EQ *TYPE R *APP
27)1.2985 DL 1.2985 COLL 2.5 EQ *
28)1.2985 DL 1.2985 COLL 2.5 EQ *
29)1.2985 DL 1.2985 COLL -2.5 EQ
30)1.2985 DL 1.2985 COLL -2.5 EQ
31)0.8015 DL 2.5 EQ *TYPE R *APP B
32)0.8015 DL 2.5 EQ *TYPE R *APP B
33)0.8015 DL -2.5 EQ *TYPE R *APP
34)0.8015 DL -2.5 EQ *TYPE R *APP
35)1.2985 DL 1.2985 COLL 2.5 EQ *
36)1.2985 DL 1.2985 COLL 2.5 EQ *
37)1.2985 DL 1.2985 COLL -2.5 EQ
38)1.2985 DL 1.2985 COLL -2.5 EQ
39)0.8015 DL 3.5 EQ *TYPE R *APP K
40)0.8015 DL 3.5 EQ *TYPE R *APP K
0.3125
0.25
0.25
0.25
0.3125
0.5
Left
Left
Right
Right
60. 120. *PDELTA L
60.
60.
0.
O
Q
Q
EQ
EQ
0.
*PDELTA L
60. 120. *PDELTA R
*PDELTA R
60. 120. *PDELTA L
*PDELTA L
60. 120. *PDELTA R
*PDELTA R
120. *PDELTA L
120. *PDELTA R
120. *PDELTA L
120. *PDELTA R
120. *PDELTA L
*PDELTA L
1210. *?-:,:,ET--TA D
R
*DEFL 50. 120.
*PDEL'-A L
*DE='L 50. 120.
*PD ELT:; R
*DEFL 50. 120.
*PDELTA L
*DEFL 50. 120.
*PDELTA R
60. 120. *PDELTA L
60. 120. *PDELTA R
120. *PDELTA L
120. *PDELTA R
120. *PDELTA L
0. 120. *PDELTA R
P C *PDELTA L
P C *PDELTA R
*PDELTA L
*PDELTA R
C *PDELTA L
C *PDELTA R
TYPE R *APP C
*PDELTA L
TYPE R *APP C
*PDELTA R
*TYPE R *APP C
*PDELTA L
*TYPE R *APP C
*PDELTA R
*PDELTA L
*PDELTA R
B *PDELTA L
B *PDELTAR
TYPE R *APP B
*PDELTA L
TYPE R *APP B-*PDELTA
R
*TYPE R *APP B
*PDELTA L
*TYPE R *APP B
*PDELTA R
*PDELTA L
*PDELTA R
83
11/30/2011
41)0.8015
DL -3.5
EQ E
R *APP K *PDELTA L i
42)0.8015
DL -3.5
EQ *13(PE
R *APP K *PDELTA R
43)1.2985
DL 1.2985 COLL
3.5 EQ *TYPE R *APP K *PDELTA L
44)1.2985
DL 1.2985 COLL
3.5 EQ *TYPE R *APP K *PDELTA R
45)1.2985
DL 1.2985 COLL
-3.5 EQ *TYPE R *APP K *PDELTA L
DL 1.2985 COLL
-3.5 EQ *TYPE R *APP K *PDELTA R
47)1. DL
1 . WL1- .._
.. *DEFL. .
60. .....120 . *PDELTA *L .__ ... _.__. _ . ..,............... .._....... _.
_ _. _,.
48)1. DL
1. WL1
*DEFL
60. 120. *PDELTA R
49)1. DL
1. WL2
*DEFL
60. 120. *PDELTA L
50)1. DL
1. WL2
*DEFL
60. 120. *PDELTA R
51)1. DL
1. WL3
*DEFL
60. 120. *PDELTA L
52)1. DL
1. WL3
*DEFL
60. 120. *PDELTA R
53)1. DL
1. WL4
*DEFL
60. 120. *PDELTA L
54)1. DL
1. WL4
*DEFL
60. 120. *PDELTA R
55)0.6 DL
1. WL1
*DEFL
60. 120. *PDELTA L
56)0.6 DL
1. WL1
*DEFL
60. 120. *PDELTA R
57)0.6 DL
1. WL2
*DEFL
60. 120. *PDELTA L
58)0.6 DL
1. WL2
*DEFL
.60. 120.' *PDELTA R
59)0.6 DL
1. LWL1
1. RBUPLW *DEFL 60. 120. *PDELTA L
60)0.6 DL
1. LWL1
1. RBUPLW *DEFL 60. 120. *PDELTA 'R
61)0.6 DL
1. LWL2
1. RBUPLW *DEFL 60. 120. *PDELTA L
62)0.6 DL
1. LWL2
1. RBUPLW *DEFL 60. 120. *PDELTA R
63)0.6 DL
1. LWL3
1. RBUPLW *DEFL 60. 120. *PDELTA L
64)0.6 DL
1. LWL3
1. RBUPLW *DEFL 60. 120. *PDELTA R
65)0.6 DL
1. LWL4
1. RBUPLW *DEFL 60. 120. *PDELTA L
66)0.6 DL
1. LWL4
1. RBUPLW *DEFL 60. 120. *PDELTA R
67)0.6 DL
1. WL3
*DEFL
.60. 120. *PDELTA L
68)0.6 DL
1. WL3
*DEFL
60. 120. *PDELTA R
69)0.6 DL
1. WL4,
*DEFL
60. 120. *PDELTA L
70)0.6 DL
1. WL4
*DEFL
60. 120. *PDELTA R
71)1. DL
1. COLL
1. WL1
*DEFL 60. 120. *PDELTA L
72)1. DL
1. COLL
1. WL1
*DEFL 60. 120. *PDELTA R
73) 1 _ DL
1. COLL
1. WL2
*Dv -FL 60. 1-20. *PDEL1 A L
74)1. DL
_. COLL
1. WL2
*DEFL 60. 120. xPDLLTA R
75)1. DL
1. COLL
1. WL3
*DEFL 060. 1-20. *PDELTA L
7Go)1. DL
1. COLL
1. I I L 3
*DEFL 60. 120. *PDELTA R
77)1. DL
1. COLL
1. WL4
*DEFL 60. 120. *PDELTA L
78)1. DL
1. COLL
1. WL4
*DEFL 60. 120. *PDELTA R
79)1. DL
0.75 LL
1. COLL
0.75 WL1 *DEFL 60. 120. *PDELTA L
80)1. DL
0.75 LL
1. COLL
0.75 WL1 *DEFL 60. 120. *PDELTA R
81)1. DL
0.75 LL
1. COLL
0.75 WL2 *DEFL 60. 120. *PDELTA L
82)1. DL
0.75 LL
1. COLL
0.75 WL2 *DEFL 60. 120. *PDELTA R
83)1. DL
0.75 LL
1. COLL
0.75 LWL1 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA L
' 84)1. DL
0.75 LL
1. COLL
0.75 LWL1 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA R
85)1. DL
0.75 LL
1. COLL
0.75 LWL2 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA L
86)1. DL
0.75 LL
1. COLL
0.75 LWL2 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA R
87)1. DL
0.75 LL
1. COLL
0.75 LWL3 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA L
88)1. DL
0.75 LL
1. COLL
0.75 LWL3 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA R
89)1. DL
0.75 LL
1. COLL
0.75 LWL4 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA L
90)1. DL
0.75 LL
1. COLL
0.75 LWL4 0.75 RBUPLW *DEFL 60. 120.
\
*PDELTA R
91)1. DL
0.75 LL
1. COLL
0.75 WL3 *DEFL 60. 120. *PDELTA L
92)1. DL
0.75 LL
1. COLL
0.75 WL3 *DEFL 60. 120. *PDELTA R
93)1. DL
94) 1. DL
0.75 LL
0.75 LL
1.' COLL
1. COLL
0.75 WL4 .*DEFL 60. 120. *PDELTA L
0.75 WL4 *DEFL 60. 120. *PDELTA R
84
11/30/2011
95)1. DL
1. COLL
1. LWL1
1. RBDWLW *DEFL 60. 120. *PDELTA L
96)1. DL 1. COLL 1. L, 1. RBDWLW *DEFL 60.E *PDELTA R
97)1. DL 1. COLL 1. LWL2 1. RBDWLW *DEFL 60. z0. *PDELTA L
98)1. DL 1. COLL 1. LWL2 1. RBDWLW *DEFL 60. 120. *PDELTA R
99)1. DL 1. COLL 1. LWL3 1. RBDWLW *DEFL 60. 120. *PDELTA L
100)1. DL 1. COLL 1. LWL3 1. RBDWLW *DEFL 60. 120. *PDELTA R
101)1. DL 1. COLL 1. LWL4 1. RBDWLW *DEFL 60. 120. *PDELTA L
102)1. DL 1. COLL 1. LWL4 1. RBDWLW *DEFL 60. 120. *PDELTA R
103)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBDWLW *DEFL 60. 120.
*PDELTA L
104)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBDWLW *DEFL 60. 120.
*PDELTA R
105)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBDWLW *DEFL 60. 120.
*PDELTA L
106)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBDWLW *DEFL 60. 120.
*PDELTA R
107)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBDWLW *DEFL 60. 120.
*PDELTA L
108)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBDWLW *DEFL 60. 120.
*PDELTA R
109)1. DL 0.75 LL 1. COLL 0.75 LWL4 0.75 RBDWLW *DEFL 60. 120.
*PDELTA L
110)1. DL 0.75 LL 1. COLL 0.75 LWL4 0.75 RBDWLW *DEFL 60. 120.
*PDELTA R
111)1.06895 DL 1.06895 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L
112)1.06895 DL 1.06895 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R
113)1.2985 DL 1.2985 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA L
114)1.2985 DL 1.2985 COLL 2. RBDWEQ *TYPE R *APP C *PDELTA R
115)1. LL *DEFL 60. 180. *TYPE D
'116)1. WL1 *DEFL 60. 180. *TYPE D
117)1. WL2 *DEFL 60. 180. *TYPE D
118)1. LWL1 *DEFL 60. 180. *TYPE D
119)1. LWL2 *DEFL 60. 180. *TYPE D
L3 *DEFL 60. 180. *TYPE D
T_.-Wl 4 *DE'FL 60. 360. • P E D
122)l. IIJ3 *DEFL 60. 1-30. *T _' L D
123j1. 4'dL4 *DEFL 60. 180. *TYPE D
124)1.2985 DL -.1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
125)0.8015 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
126)1.2985 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
127)0.8015 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
LOADS
RC EQDW GLOB M C 20.000000 19.629999 0.000000 \
# WALL WEIGHT FOR EQ
LC EQDW GLOB M C
# WALL WEIGHT FOR EQ
LC RBDWLW GLOB Y C
# WIND BRACE FORCE
RC RBDWLW GLOB Y C
# WIND BRACE FORCE
LC RBUPLW GLOB Y C
## WIND BRACE FORCE
LC RBUPLW GLOB L C
# WIND BRACE FORCE
RC RBUPLW GLOB Y C
# WIND BRACE FORCE
RC RBUPLW GLOB L C
# WIND BRACE FORCE
LC RBDWEQ GLOB Y C
# SEISMIC BRACE FORCE
RC RBDWEQ GLOB Y C
# SEISMIC BRACE FORCE
LC RBUPEQ GLOB Y C
# SEISMIC BRACE FORCE
20.000000 19.629999 0.000000 \
24.333000 -9.434000 0.916700
24.333000 -9.434000 -0.916700
-0.875000 9.434000 0.916700 \
-0.875000 10.478000
-0.875000 9.434000
-0.875000 10.478000
24.333000 -20.719000
24.333000
-0.875000
-20.719000
10.359000
0.000000 \
-0.916700 \
0.000000 \
0.916700 \
-0.916700 \
0.916700 \
85
11/30/2011
LC RBUPEQ GLOB L C -0.,875000
# SEISMIC BRACE FORC.�
RC RBUPEQ GLOB Y C. -0.-875000
# SEISMIC BRACE FORCE
RC RBUPEQ GLOB L C -0.875000
# SEISMIC BRACE FORCE
END
11.507000 .000000
10.359000 -0•.916700
11.507000 0.000000
86
11/30/2011
Building Grid Label Legend
Building B
Frame Number 21
No. of Frames 1
Left Column Column @ * - J
Right Column Column @.* - C
Interior Column # 1: Column @ * - F
*Frames located @ 2
87
11/30/2011
Star Building Systems,•
OK
User: r`� Page:
F21- 2
R-Frame�Design Program
Building Grid label legend
msl 140./24:333/32.708
- Version v3.96
20./85./0.
Job .
File: frame_2.fra Date:
Start Time:
73224B
11/30/11
11:05:54
Building Grid Label Legend
Building B
Frame Number 21
No. of Frames 1
Left Column Column @ * - J
Right Column Column @.* - C
Interior Column # 1: Column @ * - F
*Frames located @ 2
87
11/30/2011
Building :B
Frame Number :21 Location: frame lines 2
No. of Frames: 1
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design RISC thirteenth edition 2005
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ...................................... 24.333
Horizontal width from left to right steel line (feet) ............... 140.000
Horizontal distance to ridge from left side (feet) .................. 70.000
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) ....................... 8.250
Tributary Width left & right side (feet) ............................ 27.000
................................. LrOm Height C CC tO HeL 24'.33
T.ribt:tar•.; Width roof (Leet: 32.709
7--a-me Soans 1 to - (Leet) 70.000 70.000
Tension Flange Boit Hole Reduction .................................. `res
Tension Field Action at Knee ........................................ Yes
Second order analysis method ......................................... C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf).....................................
2.434
Frame Rafter Dead Weight (psf)......................................
1.148
Star Building Systems,
1 OK
User: r� Page:
F21- 3
R -Frame Design Program
Code Summary Report
msl 140./24.333/32.708
--------------------------------------------------------------------------------
- ti'ersion v3.96
20./85./0.
Job
File: frame_2.fra Date:
Start Time:
73224B
11/30/11
11:05:54
Building :B
Frame Number :21 Location: frame lines 2
No. of Frames: 1
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design RISC thirteenth edition 2005
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ...................................... 24.333
Horizontal width from left to right steel line (feet) ............... 140.000
Horizontal distance to ridge from left side (feet) .................. 70.000
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) ....................... 8.250
Tributary Width left & right side (feet) ............................ 27.000
................................. LrOm Height C CC tO HeL 24'.33
T.ribt:tar•.; Width roof (Leet: 32.709
7--a-me Soans 1 to - (Leet) 70.000 70.000
Tension Flange Boit Hole Reduction .................................. `res
Tension Field Action at Knee ........................................ Yes
Second order analysis method ......................................... C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf).....................................
2.434
Frame Rafter Dead Weight (psf)......................................
1.148
Total Roof Dead Weight (psf)........................................
3.582
Collateral Load to Frame Rafter (psf) ...............................
5.000
Roof Live Load Entered (psf) W/ Live Load Reduction Requested.......
20.000
Design Roof Live Load Used (psf)....................................
12.000
Roof Snow Load Entered (psf)........................................
0.000
Snow Exposure Factor [Ce] ..........................................
1.000
Snow Importance Factor [I] -- Standard Use Category .................
1.000
Snow Thermal Factor Entered [Ct] -- User Entered.....................
1.000
Snow Thermal Factor Used [Ct] -- Heated Building ....................
1.000.
Slippery & Unobstructed Roof Surface ................................
No
Roof Snow Load [Pf = I*Pg] (psf)....................................
0.000
Snow Slope Factor[Cs]..............................................
1.000
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf).......................
0.000
UNBALANCED SNOW LOADING(s)
--------------------------
88
No Unbalanced Roof Snow Loadings.
11/30/2011
10E�\TTERN 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%
--------------------------
--------------------------
89
11/30/2011
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 24.333
Wind Elevation on left column (feet) ................................ 24.333
Wind Elevation on right column (feet) ............................... 24.333
Total frame width (feet)............ 140.000
Total building length (feet) ........................................ 53.500
Number of primary wind loadings .................................... 8
90
11/30/2011
Star Building Systems,
R -Frame Design Program
Wind Summary Report
msl 140./24.333/32.708
--------------------------------------------------------------------------------
COK
- VErsion v3.96
20./85./0.
User: r`!)Page:
Job :
File: frame_2.fra Date:
Start Time:
F21- 4
73224B
11/30/11
11:05:54
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 24.333
Wind Elevation on left column (feet) ................................ 24.333
Wind Elevation on right column (feet) ............................... 24.333
Total frame width (feet)............ 140.000
Total building length (feet) ........................................ 53.500
Number of primary wind loadings .................................... 8
90
11/30/2011
Star Building Systems,OK
User: ry
Page:
F21- 5
R -Frame Design Program - V&rsion v3.96
Job
73224B
Continue Wind Summary Report
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
Start Time:
11:05:54
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 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) 0.220 -0.870( 43.50) -0.550( 56.50) -0.470
--------------------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.580 -0.510( 43.50) -0.190(.56.50) -0.110
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -1.250( 7.60) -0.870( 92.4%) -0.630
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.870( 92.4%) -1.250( 7.6%) -0.630
----------7---------------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
•:�x:t is :'c •Y, .<*3: i� ter. Y�tit LeftWall Left- Rafter Rafter er � t tZI a1 �
da_1 _ aft_ :night a_t.__ igh
Pri:�,ary Co•___. (Cn-0.530-0.71u-( 7.6-) -0.550' 92.zo) -0.630
-------------------------------------------------------.--------------------------
b'dind Load LvdL4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.550( 92.4%) -0.710( 7.6%) -0.630
--------------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.470 -0.550( 56.5%) -0.870( 43.50-o) 0.220
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.110 -0.190( 56.5%) -0.510( 43.5%) 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
applied fully to their respective rafter.
91
11/30/2011
Load Combination :
------------------
1)
DL +COLL +PLL1 (SOA -L)
N
Star Building Systems,
i OK
User: I!,Page:
F21- 6
R -Frame Design Program
- ve:rsion v3.96
Job :
73224B
Load Combinations Report
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Load Combination :
------------------
1)
DL +COLL +PLL1 (SOA -L)
N
A
P
2)
DL +COLL +PLL1 (SOA -R)
N
A
P
3)
DL +COLL +PLL2 (SOA -L)
N
A
P
4)
DL +COLL +PLL2 (SOA -R)
N
A
P
5)
DL +LL +COLL (SOA -L)
N
A
P
6)
DL +LL +COLL (SOA -R)
N
A
P
7)
1.069DL +0.91EQ (SOA -L)
N
A
P
8)
1.069DL +0.91EQ (SOA -R)
N
A
P
9)
1.069DL-0.91EQ (SOA -L)
N
A
P
10)
1.069DL-0.91EQ (SOA -R)
N
A
'P
11)
1.069DL +1.069COLLL +0.91EQ
(SOA -L)
N
A
P
12)
1.069DL +1.069COLL +0.91EQ
(SOA -R)
N
A
P
13)
1.069DL +1.069COLL-0.91EQ
(SOA -L)
N
A
P
14)
1.069DL +1.069COLL-0.91EQ
(SOA -R)
N
A
P
15)
0.5311DL +0.91RBUPEQ (SOA -L)
N
A
P
16)
0.5311DL +0.91RBUPEQ (SOA -R)
N
A
P
17)
0.5311DL +0.91EQ (SOA -L)
N
A
P
18)
0.5311DL +0.91EQ (SOA -R)
N
A
P
19)
0.5311DL-0.91EQ (SOA -L)
N
A
P
20)
0.5311DL-0.91EQ (SOA -R)
N
'A
P
21)
0.8015DL +2.RBUPEQ (SOA -L)
N
C
R
P
22)
0.8015DL +2.RBUPEQ (SOA -R)
N
C
R
P
23)
0.8015DL +2.5EQ (SOA -L)
N
C
R
P
24)
0.8015DL +2.5EQ (SOA -R)
N
C
R
P
2_51
-2.SEQ (SOA --L)
N
C
R.
P
6)
(0�.3]015DL
80"1 ,DJ-2.5EQ. (SOA -R)
_\I
CR
27)
1.2985DL +1.2985COLL +2.SEO
(SOA -L)
%
C
P
28)
1.2985DL +1.2985COLL +2.5EQ
(SOA -R)
N
C
R
P
29)
1.2985DL +1.2985COLL -2.5EQ
(SOA -L)
N
C
R
P
30)
1.2985DL +1.2985COLL -2.5EQ
(SOA -R)
N
C
R
P
31)
0.8015DL +2.5EQ (SOA -L)
N
B
R
P
32)
0.8015DL +2.5EQ (SOA -R)
N
B
R
P
33)
0.8015DL -2.5EQ (SOA -L)
N
B
R
P
34)
0.8015DL -2.5EQ (SOA -R)
N
B
R
P
35)
1.2985DL +1.2985COLL +2.5EQ
(SOA -L)
N
B
R
P
36)
1.2985DL +1.2985COLL +2.5EQ
(SOA -R)
N
B
R
P
37)
1.2985DL +1.2985COLL -2.5EQ
(SOA -L)
N
B
R
P
38)
1.2985DL +1.2985COLL -2.5EQ
_(SOA -R)
N
B
R
P
39)
0.8015DL +3.5EQ (SOA -L)
N
K
R
P
40)
0.8015DL +3.5EQ (SOA -R)
N
K
R
P
41)
0.8015DL -3.5EQ (SOA -L)
N
K
R
P
42)
0.8015DL -3.5EQ (SOA -R)
N
K
R
P
43)
1.2985DL +1.2985COLL +3.5EQ
(SOA -L)
N
K.R
P
44)
'1..2985DL +1.2985COLL +3.5EQ
(SOA -R)
N
K
R
P
45)
1.2985DL +1.2985COLL -3.5EQ
(SOA -L)
N
K
R
P
46)
1.2985DL +1.2.985COLL -3.5EQ
(SOA -R)
N
K
R
P
47).
DL +WL1 (SOA' -L)
N
A
P
48)
DL +WL1 (SOA -R)
N
A
P
49)
DL +WL2 (SOA -L)
N
A
P
50)
DL +WL2 (SOA -R)
N
A
P
92
11/30/2011
Load Combination :
------------------
51) DL +WL3 (SOA -L)
52) DL +WL3 (SOA -R)
53) DL +WL4 (SOA -L)
54) DL +WL4 (SOA -R)
55) 0.6DL +WL1 (SOA -L)
56) 0.6DL +WL1 (SOA -R)
57) 0.6DL +WL2 (SOA -L)
58) 0.6DL +WL2 (SOA -R)
59) 0.6DL +LWL1 +RBUPLW (SOA -L)
60) 0.6DL +LWL1 +RBUPLW (SOA -R)
61) 0.6DL +LWL2 +RBUPLW (SOA -L)
62) 0.6DL +LWL2 +RBUPLW (SOA -R)
63) 0.6DL +LWL3 +RBUPLW (SOA -L)
64) 0.6DL +LWL3 +RBUPLW (SOA -R)
65) 0.6DL +LWL4 +RBUPLW (SOA -L)
66) 0.6DL +LWL4 +RBUPLW (SOA -R)
67) 0.6DL +WL3 (SOA -L)
68) 0.6DL +WL3 (SOA -R)
69) 0.6DL +WL4 (SOA -L)
70) 0.6DL +WL4 (SOA -R)
71) DL +COLL +WL1 (SOA -L)
72) DL +COLL +WL1 (SOA -R)
73) DL +COLL +WL2 .(SOA -L)
74) DL +COLL +WL2 (SOA -R)
75) DL +COLL +"raL3 (SOA -L)
76 ) DL +COLL +N)L3 ( SOA -R)
7 7 ) DL =CO=,L=WL4_ (SOA -L)
78) DL +COLE +WL4- (SOA -R)
79) DL +0.75LL +COLL +0.75WL1 (SOA -L)
80) DL +0.75LL +COLL.+0.75WL1 (SOA -R)
81) DL +0.75LL +COLL +0.75WL2 (SOA -L)
82) DL +0.75LL +COLL +0.75WL2 (SOA -R)
83) DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
84) DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
85) DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
86) DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
87) DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
88) DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
89) DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
90) DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
91) DL +0.75LL +COLL +0.75WL3 (SOA -L)
92) DL +0.75LL +COLL +0.75WL3 (SOA -R)
93) DL +0.75LL +COLL +0.75WL4 (SOA -L)
94) DL +0.75LL +COLL +0.75WL4 (SOA -R)
95) DL +COLL +LWL1 +RBDWLW (SOA -L)
96) DL +COLL +LWL1 +RBDWLW (SOA -R)
97) DL +COLL +LWL2 +RBDWLW (SOA -L)
98) DL +COLL +LWL2 +RBDWLW (.SOA -R)
99) DL +COLL +LWL3 +RBDWLW (SOA -L)
100) DL +COLL +LWL3 +RBDWLW (SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
( SOA -R)
(SOA- L)
(SOA -R)
(SOA -L)
(SOA -R)
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
�T
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
N
N
N
N
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
A P
A P
A P
A P
A P
A P
93
11/30/2011
Star Building Systems, C. OK
R -Frame Design Program - Ve-rsion v3.96
Continue Load Comb Report
msl 140./24.333/32.708 20./85./0.
----------------------------------------------------------------------------
User: rxPage:
,,,,,,JJJ Job :
File: frame_2.fra Date:
Start Time:
F21- 7
73224B
11/30/11
11:05:54
Load Combination :
------------------
51) DL +WL3 (SOA -L)
52) DL +WL3 (SOA -R)
53) DL +WL4 (SOA -L)
54) DL +WL4 (SOA -R)
55) 0.6DL +WL1 (SOA -L)
56) 0.6DL +WL1 (SOA -R)
57) 0.6DL +WL2 (SOA -L)
58) 0.6DL +WL2 (SOA -R)
59) 0.6DL +LWL1 +RBUPLW (SOA -L)
60) 0.6DL +LWL1 +RBUPLW (SOA -R)
61) 0.6DL +LWL2 +RBUPLW (SOA -L)
62) 0.6DL +LWL2 +RBUPLW (SOA -R)
63) 0.6DL +LWL3 +RBUPLW (SOA -L)
64) 0.6DL +LWL3 +RBUPLW (SOA -R)
65) 0.6DL +LWL4 +RBUPLW (SOA -L)
66) 0.6DL +LWL4 +RBUPLW (SOA -R)
67) 0.6DL +WL3 (SOA -L)
68) 0.6DL +WL3 (SOA -R)
69) 0.6DL +WL4 (SOA -L)
70) 0.6DL +WL4 (SOA -R)
71) DL +COLL +WL1 (SOA -L)
72) DL +COLL +WL1 (SOA -R)
73) DL +COLL +WL2 .(SOA -L)
74) DL +COLL +WL2 (SOA -R)
75) DL +COLL +"raL3 (SOA -L)
76 ) DL +COLL +N)L3 ( SOA -R)
7 7 ) DL =CO=,L=WL4_ (SOA -L)
78) DL +COLE +WL4- (SOA -R)
79) DL +0.75LL +COLL +0.75WL1 (SOA -L)
80) DL +0.75LL +COLL.+0.75WL1 (SOA -R)
81) DL +0.75LL +COLL +0.75WL2 (SOA -L)
82) DL +0.75LL +COLL +0.75WL2 (SOA -R)
83) DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
84) DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
85) DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
86) DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
87) DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
88) DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
89) DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
90) DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
91) DL +0.75LL +COLL +0.75WL3 (SOA -L)
92) DL +0.75LL +COLL +0.75WL3 (SOA -R)
93) DL +0.75LL +COLL +0.75WL4 (SOA -L)
94) DL +0.75LL +COLL +0.75WL4 (SOA -R)
95) DL +COLL +LWL1 +RBDWLW (SOA -L)
96) DL +COLL +LWL1 +RBDWLW (SOA -R)
97) DL +COLL +LWL2 +RBDWLW (SOA -L)
98) DL +COLL +LWL2 +RBDWLW (.SOA -R)
99) DL +COLL +LWL3 +RBDWLW (SOA -L)
100) DL +COLL +LWL3 +RBDWLW (SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
( SOA -R)
(SOA- L)
(SOA -R)
(SOA -L)
(SOA -R)
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
�T
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
N
N
N
N
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
A P
A P
A P
A P
A P
A P
93
11/30/2011
Load Combination
------------------
101) DL +COLL +LWL4 +RBDWLW (SOA -L)
102) DL +COLL +LWL4 +RBDWLW (SOA -R)
103) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
104) DL +0.75LL +COLL +0.15LWL1 +0.75RBDWLW
105) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
106) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
107) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
108) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
109) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
110) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
111) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -L)
112) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -R)
113) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -L)
114) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -R).
115) LL
116) WL1
117) WL2
118 ) LWL1
119) LWL2
120) LWL3
121) LWL4
122) WL3
123) WL4
124) 1.2985DL +EQ
135) G.S015DL -EQ
1201 1.2935DL -EQ
127) 0 _ 8G15DL -EQ
(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 C R P
N C R P
D
D
D
D
D
D
D
D
D
D E
D
11
D
94
11/30/2011
Star Building Systems,. t OK
User: r•
Page:
F21- '8
R -Frame Design :Program - version v3.96
Job
73224'B
Continue Load Comb Report
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
Start Time:
11:05:54
Load Combination
------------------
101) DL +COLL +LWL4 +RBDWLW (SOA -L)
102) DL +COLL +LWL4 +RBDWLW (SOA -R)
103) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
104) DL +0.75LL +COLL +0.15LWL1 +0.75RBDWLW
105) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
106) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
107) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
108) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
109) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
110) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
111) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -L)
112) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -R)
113) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -L)
114) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -R).
115) LL
116) WL1
117) WL2
118 ) LWL1
119) LWL2
120) LWL3
121) LWL4
122) WL3
123) WL4
124) 1.2985DL +EQ
135) G.S015DL -EQ
1201 1.2935DL -EQ
127) 0 _ 8G15DL -EQ
(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 C R P
N C R P
D
D
D
D
D
D
D
D
D
D E
D
11
D
94
11/30/2011
.Star Building Systems, C OK User: Y Page: F21- 9
�7)
R -Frame Design Program - version v3.96 Job . 73224B
Continue Load Comb Report File: frame_2.fra Date: 11/30/11
msl 140./24.333/32.708 20./85./0. Start Time: 11:05:54
---=----------------------------------------------------------------------------
Where
DL =-Roof
Dead Load
COLL =
Roof Collateral Load
PLL1 =
Pattern Live Load [PLLxx]
PLL2 =
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
RBDWLW=
Downward Acting Rod Brace Load
from Longit. Wind
RBDWEQ=
Downward Acting Rod Brace Load
from Long. Seismic
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
.A= 7,1lowable Stress Design Combination - ASD05
for .
C= Column Ci!Y .- ±'ry.n
_O%�-naCZ=? O _ C V ± 6mi1C
= �e lec ion Only Co-1bina ion
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
95
11/30/2011
96.
11/30/2011
Star
Building Systems,
G, OK
User:
ry
Page:
F21- 10
.R -Frame Design Program
- Ve-rsion
v3.96
Job :
73224B
User
Load
Report
File: frame_2.fra
Date:
11/30/11
msl
--------------------------------------------------------------------------------
140./24.333/32.708
20./85./0.
Start
Time:
11:05:54
* USER INPUT LOADS
-------------------
LOAD
MEM
NAME
SYS
DIR TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
20.000
19.6300
0.0000
0.000
2
LC
EQDW
GLOB
M
C
20.000
19.6300
0.0000
0.000
3
LC
RBDWLW
GLOB
Y
C
24.333
-9.4340
0.0000
0.917
4
RC
RBDWLW
GLOB
Y
C
24.333
-9.4340-
0.0000
-0.917
5
LC
RBUPLW
GLOB
Y
C
-0.875
9.4340
0.0000
0.917
6
LC-
RBUPLW
GLOB
L
C
-0.875
10.4780
0.0000
0.000
7
RC
RBUPLW
GLOB
Y
C
-0.875
9.4340
0.0000
-0.917
8
RC
RBUPLW
GLOB
L
C
-0.875
10.4780
0.0000
0.000
9
LC
RBDWEQ
GLOB
Y
C
24.333
-20.7190
0.0000
0.917
10
RC
RBDWEQ
GLOB
Y
C
24.333
-20.7190
0.0000
-0.917
11
LC
RBUPEQ
GLOB
Y
C
-0.875
10.3590
0.0000
0.917
12
LC
RBUPEQ
GLOB
L
C
-0.875
11.5070
0.0000
0.000
13
RC
RBUPEQ
GLOB
Y
C
-0.875
.10.3590
0.0000
-0.917
14
RC
RBUPEQ
GLOB
L
C
-0.875
11.5070
0.0000
0.000
96.
11/30/2011
Star Building Systems, C_ 'OK
User: ry
Page:
F21- 11
R -Frame Design Program - Gersion v3.96
TYP
Job
73224B
Load Report
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--=-----------------------------------------------------------------------------
Start Time:
11:05:54
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
20.'000
19.6300
N/A
0.000
2
LC
EQDW
GLOB
M
C
20.000
19.6300
N/A
0.000
3
LC
RBDWLW
GLOB
Y
C
24.333
-9.4340
N/A
0.917
4
RC
RBDWLW
GLOB
Y
C
24.333
-9.4340
N/A
-0.917
5
LC
RBUPLW
GLOB
Y
C
-0.875
9.4340
N/A
0.917
6.LC
RBUPLW
GLOB
L
C
-0.875
10.4780•
N/A
0.000
7
RC
RBUPLW
GLOB
Y
C
-0.875
9.4340
N/A
-0.917
8
RC
RBUPLW
GLOB
L
C
-0.875
10.4780
N/A
0.000
9
LC
RBDWEQ
GLOB
Y
C
24.333
•-20.7190
N/A
0.917
10
RC
RBDWEQ
GLOB
Y
C
24.333
-20.7190
N/A
-0.917
11
LC
RBUPEQ
GLOB
Y
C
-0.875
10.3590
N/A
0.917
12
LC
RBUPEQ
GLOB
L
C
-0.875
11.5070
N/A
0.000
13
RC
RBUPEQ
GLOB
Y
C
-0.875
10.3590
N/A
-0.917
14
RC
RBUPEQ
GLOB
L
C
-0.875
11.5070
N/A
0.000
15
LR
DL
XREF
Y
U
0.000
-0.0796
N/A
0.000
16
RR
DL
XREF
Y
U
0.000
-0.0796
N/A
0.000
17
LC
SW
GLOB
Y
U
-0.875
-0.0502
N/A
0.000
18
LR
SW
GLOB
Y
U
0.000
-0.0375
N/A
0.000
19
RC
SW
GLOB
Y
U
-0.875
-0.0502
N/A
0.000
20
RR
SW
GLOB
Y
U
0.000
-0.0375
N/A
0.000
21
IC1
SW
YREF
Y
U
-0.875
-0.0325
N/A
27.435
22
LR
LL
XREF
Y
U
0.000
-0'.3925
N/A
0.000
23
RR
LL
Zvi
y
U
0.000
-0.392.5
0.000
25
RR
PT.L2
.iT
T.l
0.000
-^ .J X25
Nl/
1�..� ✓U�✓
26
L'.?
COLL
1:RE-
Y
U
0.000
-0.1633
N/A
0.000
27
RR
COLL
XREF
Y
U
0.000
-0.1635
N/A
0.000
28
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
29
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
30
LC
WL1
MEMB
Y
U
0.000
-0.0868
N/A
0.000
31
RC
WL1
MEMB
Y
U
0.000
0.1855
N/A
0.000
32
LR
WL1
MEMB
Y
U
0.000
0.4161
N/A
0.000
33
RR
WL1
MEMB
Y
U
0.000
0.2630
N/A
0.000
34
LR
WL1
MEMB
Y
U
57.998
-0.1530
N/A
0.000
35
LC
WL2
MEMB
Y
U
0.000
-0.2290
N/A
0.000
36
RC
WL2
MEMB
Y
U
0.00.0
0.0434
N/A
0.000
37
LR
WL2
MEMB
Y
U
0.000
0.2439
N/A
0.000
38
RR
WL2
MEMB
Y
U
0.000
0.0909
N/A
0.000
39
LR
WL2
MEMB
Y
U
57.998
-0.1530
N/A
0.000
40
LC
LWL1
MEMB
Y
U
0.000
0.2487
N/A
0.000
41
RC
LWL1
MEMB
Y
U
0.000
0.2487
N/A
0.000
42
LR
LWL1
MEMB
Y
U
0.000
0.5978
N/A
0.000
43
RR
LWL1
MEMB
Y
U
0.000
0.4161
N/A
0.000
44
LR
LWL1
MEMB
Y
U
7.691
-0.1817
N/A
0.000
45
LC
LWL2
MEMB
Y
U.
0.000
0.2487
N/A
0.000
46
RC
LWL2
MEMB
Y
U
0.000
0.2487
N/A
0.000
47
LR
LWL2
MEMB
Y
U
0.000
0.4161
N/A
0.000
48
RR
LWL2
MEMB
Y
U
0.000
0.5978
N/A
0.000
49
RR
LWL2
MEMB
Y
U
7.691
-0.1817
N/A
0.000
50
LC
LWL3
MEMB
Y
U
0.000
0.2487
N/A
0.000
97
11/30/2011
98
11130/2011
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Building
Systems,
OK
User:
r:
Page:
F21- 12
R -Frame
Design
Program
- bersion
x3.96
-
Job :
73224B
Load
Report
File: frame_2.fra
Date:
11/30/11
msl
140./24.333/32.708
20./85./0.
Start
Time:
11:05:54
--------------------------------------------------------------------------------
51
RC
LWL3
MEMB
Y
U
0.000
0.2487
N/A
0.000
52
LR
LWL3
MEMB
Y
U
0.000
0.3395
N/A
0.000
53
RR
LWL3
MEMB
Y
U
0.00.0
0.2630
N/A
0.000
54
LR
LWL3
MEMB
Y
U
7.691
-0.0765
N/A
0.000
55
LC
LWL4
MEMB
Y
U
0.000
0.2487
N/A
0.000
56
RC
LWL4
MEMB
Y
U
0.000
0.2487
N/A
0.000
57
LR
LWL4
MEMB
Y
U
0.000
0.2630
N/A
0.000
58
RR
LWL4
MEMB
Y
U
0.000
0.3395
N/A
0.000
59
RR
LWL4
MEMB
Y
U
7.691
-0.0765
N/A
0.000
60
LC
WL3
MEMB
Y
U
0.000
0.1855
N/A
0.000
61
RC
WL3
MEMB
Y
U
0.000
-0.0868
N/A
0.000
62
LR
WL3
MEMB
Y
U
0.000
0.2630
N/A
0.000
63
RR
WL3
MEMB
Y
U
0.000
0.4161
N/A
0.000
64
RR
WL3
MEMB
Y
U
57.998
-0.1530
N/A
0.000
65
LC
WL4
MEMB
Y
U
0.000
0.0434
N/A
0.000
66
RC
WL4
MEMB
Y
U
0.000
-0.2290
N/A
0.000
67
LR
WL4
MEMB
Y
U
0.000
0.0909
N/A
0.000
68
RR
WL4
MEMB
Y
U
0.000
0.2439
N/A
0.000
69
RR
WL4
MEMB
Y
U
57.998
-0.1530
N/A
0.000
98
11130/2011
Star Building Systems, k OK
User: r!
Page:
F21- 13
R -Frame Design Program - version v3.96
22.0000
Job :
73224B
Seismic Summary Report
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
1.3680
Start Time:
11:05:54
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) ......- -
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ...
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ............. ...... ...... I .... ........... .........
D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g)
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g)
0.2875
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) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
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
1.,. in Seismic Force Calculations [Used; 1%)
0.00
Snow in Seismic Force Calculations (Min. Required] (%) ........ ... ..
0.00
Snow in Seismic Load Combinations [Used] (%) .....................
0.00
.Snow in Seismic Load Combinations [Min. Required] M ..............
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] 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) .....................................
7.3000
Seismic Deflection Amplification Factor [Cd] ...................:....
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
6.778
Theta [Px*Delta/Vx/hx/Cd]............. !........................... ..
0.017
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load = 21.285
Wall Weight = 1.971
Collateral Load = 22.896
Snow Load = 0.000
Rafter Crane.Weight = 0.000
-7- ---------------------------------
Total Roof Weight = 46.152 kips
User Mass Load (1) = 39.260
-------------------------------------
Total User Mass = 39.260 kips
99
11/30/2011
Total Roof Weight = 46.152
Total'User Mass
= �60 •
Mezzanine Weight
= ''0000
Col. Crane Weight
= 0.000
-------------------------------------
TOTAL Bldg Weight
= 85.412 kips
X
X
Seismic Coeff.
= 0.1407
-------------------------------------
BASE SHEAR = 12.0182 kips
Seismic
Load for Roof
at
col # 1 =
2.0997
kips
Seismic
Load for Roof
at
col # 2 =
2.9218
-kips
Seismic
Load for Roof
at
col # 3 =
2.0997
kips
---------------------------------------------------
SEISMIC
LOAD for Roof
in
TOTAL =
7.1212
kips
Seismic
Ld for Mass #
1
@ col # 1 =
2.4485
kips
Seismic
Ld for Mass #
1
@ col # 2 =
0.0000
kips
Seismic
Ld for Mass #
1
@ col # 3 =
2.4485
kips
---------------------------------------------------
SEISMIC
LOAD for Mass
in
TOTAL =
4.8970
kips
100
11/30/2011
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
'Star Building Systems,
i` / OK
User: r<_ Page:
F21- 14
R—Frame Design Program
- Version v3.96
Job :
73224B
Continued Seismic Load
Report
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
------------------- ------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
NO.
2.0997
N/A
2.4485
N/A
70
LC
EQ
YREF
X
C
21.512
71
LC
EQ
YREF
X
C
20.000
72
IC1
EQ
YREF
X
C
27.969
73
RC
EQ
YREF
X
C
21.512
74
RC
EQ
YREF
X
C
20.000
INTENSITY
START
END
2.0997
N/A
2.4485
N/A
2.9218
N/A
2.0997
N/A
2.4485
N/A
LENGTH
101
11/30/2011
• ft
Star Building Systems, OK User: Y:, Page: F21- 15
R -Frame Design Program - version v3.96 ���•��� Job : 73224B
Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/30/11
msl 140./24.333/32.708 20./85./0. Start Time: 11:05:54
--------------------------------------------------------------------------------
Left Column Analysis Length = 22.46 ft Kx = 1.00 Weight = 1124. lbs
Effective Ix = 4463.7 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 15.00 12.000 41.209 10.00x 0.3750 0.1850 10.00x0.3750 9.22 55.0
2 5.54 41.209 52.000 10.00x 0.3750 0.2500 10.00x 0.3750 9.22 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
-Checks --------
No
hecks--------
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 -26.8 -182.9 -14.4 8.1 32.9 14.4 1.6 0.65 0.51 0.88 0.88 5
205 -26.6 -250.7• -14.4 6.2 32.9 12.0 1.8 0.35 0.47 0.94 0.94 5
--------------------------------------------------------------------------------
Left Rafter Analysis Length = 67.33 ft Kx = 1.00 Weight = 2530. lbs
Effective Ix = 1701.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
3 10.00 52.000 29.500 8.00x 0.3125 0.2500 8.00x 0.3125 -10.62 55.0
4 15.00 29.500 29.500 8.00x 0.3125 0.1850 8.00x 0.2500 0.00 55.0
29.500 '.Onx 0.3750 0.1560 8.00:' 0.2500 0.00 55.0
20.00 29.5O0
5 15.50 29.-00 29.500 6.00_: 0.2500 0.2500 6.00 0.2500 0.00 55.0
7 5.00 29.500 34.250 6.00x- 0.2500 0.2500 6_0Ox 0.3125 4.75 3 5 .
--------------7------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb;
--------------------------------------------------------------------------------
301 .-11.6 -116.5 21.1 10.2 32.9 23.1 1.8 0.76 0.21 0.29' 0.76 2
417 -10.2 191.3 4.6 11.1 26.3 32.9 3.1 0.27 0.97 0.86 0.97 2
507 -9.9 207.0 0.2 11.6 29.1 32.9 2.2 0.01 0.88 0.94 0.94 2
601 -9.1 149.4 -8.8 8.9 29.6 35.2 5.6 0.21 0.83 0.70 0.83 2
705 -12.5 -216.0 -21.1 12.9' 30.8 31.8 4.4 0.46 0.91 0.84 0.91 5
------------------------------------------------------------------------------.--
Interior Column # 1 Analysis Length = 28.84 ft Kx = 1.00 Weight = 893. lbE
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
8 27.44 10.000 10.000 8.00x 0.5000 0.1560 8.00x 0.5000 0.00 55.0
----------------------------------------------------------7---------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks -=------
No. Axial Moment Shear. Fa Fbo Fbi Fv Shear Axial+Bend Comb Load.
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max. Comb
---------=----------------------------------------------------------------------
801 -42.2 0.0 0.0 6.2 0.0 0.0 17.4 0.00 0.71 0.71 O.Thl 51
------------------------------------------------------------------------1-1130/201t--
Right Column Analysis Length = 22.46 ft Kx = 1.00 Weight = 1124. lbs
Effective Ix = 4463.7 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
9 15.00 12.000 41.209 10.00x 0.3750 0.1850 10.00x 0.3750 9.22 55.0
10 5.54 41.209 52.000 10.00x 0.3750 0.2500 10.00x 0.3750 9.22 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
--------------------------------------------------------------------------------
910 -26.8 -182.9 -14.4 8.1 32.9 14.4 1.6 0.65 0.51 0.88 0.88 6
1005 -26.6 -250.7 -14.4 6.2 32.9 12.0 1.8 0.35 0.47 0.94 0.94 6
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 67.33 ft Kx = 1•.00 Weight = 2530. lbs
Effective Ix = 1701.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper. Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
11 10.00 52.000 29.500 8.00x 0.3125 0.2500 8.00x 0.3125 -10.62 55.0
12 15.00 29.500 29.500 8.00x 0.3125 0.1850 8.00x 0.2500 0.00 55.0
'3 20.00 29.500 29.500 8.00x 0.3750 0.1560 8.00x 0.2500 0.00 55.0
1 15.50 29.500 29.500 6.00x 0.2500 0.2500 6.00. 0.2500 0.00 55.0
15 5.00 29.500 3'..250 5.00.. 0.2500 .2500 6.00x.0.3125 4.75 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
--------------------------------------------------------------------------------
1101 -11.6 -116.5 21.1 10.2 32.9 23.1 1.8 _0.76 0.21 0.29 0.76 3
1217 -10.2 191.3 4.6 11.1 26.3 32.9 3.1 0.27 0.97 0.86 0.97 3
1307 -9.9 207.0 0.2 11.6 29.1 32.9 2.2 0.01 0.88 0.94 0.94 3
1401 -9.1 149.4 -8.8 8.9 29.6 35.2 5.6 0.21 0.83 0.70 0.83 3
1505• -12.5 -216.0 -21.1 12.9 30.8 31.8 4.4 0.46 0.91 0.84 0.91 6
----------------------------------------------------------------=---------------
TOTAL MEMBER WEIGHT = 8201. lbs
103
11/30/2011
Star Building Systems,
C.OK
User: . Page:
r
F21- 16
R -Frame Design Program
- Version v3.96
V
-� Job :
73224B
Forces and Allowable Stresses Summary
File: frame_2.fra Date:
11/30/11
msl 140./24.333/.32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Right Column Analysis Length = 22.46 ft Kx = 1.00 Weight = 1124. lbs
Effective Ix = 4463.7 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
9 15.00 12.000 41.209 10.00x 0.3750 0.1850 10.00x 0.3750 9.22 55.0
10 5.54 41.209 52.000 10.00x 0.3750 0.2500 10.00x 0.3750 9.22 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
--------------------------------------------------------------------------------
910 -26.8 -182.9 -14.4 8.1 32.9 14.4 1.6 0.65 0.51 0.88 0.88 6
1005 -26.6 -250.7 -14.4 6.2 32.9 12.0 1.8 0.35 0.47 0.94 0.94 6
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 67.33 ft Kx = 1•.00 Weight = 2530. lbs
Effective Ix = 1701.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper. Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
11 10.00 52.000 29.500 8.00x 0.3125 0.2500 8.00x 0.3125 -10.62 55.0
12 15.00 29.500 29.500 8.00x 0.3125 0.1850 8.00x 0.2500 0.00 55.0
'3 20.00 29.500 29.500 8.00x 0.3750 0.1560 8.00x 0.2500 0.00 55.0
1 15.50 29.500 29.500 6.00x 0.2500 0.2500 6.00. 0.2500 0.00 55.0
15 5.00 29.500 3'..250 5.00.. 0.2500 .2500 6.00x.0.3125 4.75 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
--------------------------------------------------------------------------------
1101 -11.6 -116.5 21.1 10.2 32.9 23.1 1.8 _0.76 0.21 0.29 0.76 3
1217 -10.2 191.3 4.6 11.1 26.3 32.9 3.1 0.27 0.97 0.86 0.97 3
1307 -9.9 207.0 0.2 11.6 29.1 32.9 2.2 0.01 0.88 0.94 0.94 3
1401 -9.1 149.4 -8.8 8.9 29.6 35.2 5.6 0.21 0.83 0.70 0.83 3
1505• -12.5 -216.0 -21.1 12.9 30.8 31.8 4.4 0.46 0.91 0.84 0.91 6
----------------------------------------------------------------=---------------
TOTAL MEMBER WEIGHT = 8201. lbs
103
11/30/2011
104
11/30/2011
Star Building
Systems, l OK User: r�
Page: F21- 17
R-Frame Design
Program - -crsion v3.96
Job : 73224B
Anchor Rod and
Base Plate Design File: frame_2.fra_
Date: 11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time: 11:05:54
BOTH EXTERIOR
COLUMNS ANCHOR RODS AND BASE PLATE DESIGN
Anchor Rod & Base
Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750
in. Dia. A36 Anchor Rods
Rod Gage :
4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 6.0000
Plate Size
10.0000x 13.0000x 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 24.290 38.436 61
0.63
Rod Shear
24.346 0.000 30.748 36
0.79
Shear & Tension 11.437 24.290 28.521 61
0.85
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
0.31250 10.000 46.404 12.333 111
0.27
Outer Flg
0.31250 10.000 46.404 12.515 59
0.27
Web Plate
0.18750 12.000 50.116 24.346 36
0.49
104
11/30/2011
INTERIOR COLUMN 1 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.): 3.5000, 1 @ 4.0000, 3.5000
Plate Size : 8.0000x 11.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load Check
Loading Type (kips) (kips) (kips) No. Ratic
-----------------------------------------------------------------
Rod Tension 0.000 19.748 38.436 59 0.51
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Weld
Weld
Weld
Star Building Systems,•
OK
User: rs Page:
F21- 18
R -Frame Design Program - Version v3.96
Anchor Rod and Base Plate Design
Job
File: frame_2.fra Date:
73224B
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
INTERIOR COLUMN 1 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.): 3.5000, 1 @ 4.0000, 3.5000
Plate Size : 8.0000x 11.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load Check
Loading Type (kips) (kips) (kips) No. Ratic
-----------------------------------------------------------------
Rod Tension 0.000 19.748 38.436 59 0.51
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
0.31250
8.000
37.123
8.263
59
0.22
Outer Flg
_0.31250
8.000
37.123
8.263
59
0.22
Web Plate
0.18750
10.000
27.842
3.222
59
0.12
105 .
11/30/2011
Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.7500 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3750 in.
Web Depth -
01---,
0)
0.250 in.
Star Building Systems,
OK
)
User: r. Page:
F21- 19
_
R Frame Design Program
�-
- version v3.96
Job :
73224B
Connection Report
1.389 in.
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 1 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.7500 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3750 in.
Web Depth -
51.757 in.
Web Thickness
0.250 in.
Gage -
3.500 in.
Center of Bolt
to Flange:
Pf top (out)-
1.438 in.
Pf top(ins)-
1.686 in.
Pf bot .(out)-
1.389 in.
Pf bot (ins)-
1.736 in.
Bolt Spacing-
3.500 in.
Controlling Mode : Thick Plate
Angle top - 85.2
degrees
Angle bot - 90.0
degrees
Controlling
Shear
Load Combinations:
-----------------------------
44) 1.2985DL +1.2985COLL +3.
20.40
40) 0.8015DL +3.5EQ (SOA -R)
10.59
Connection Design Summary:.
Bolt Unity Check (O.S.) =
Bolt Unity Check (I.S.) =
Right Side of Conn Data:
------------------------
Plate: 8.00 x 0.7500.in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3125 in.
I.S. - 8.00 x 0.3125 in.
Web Depth - 51.757 in.
Web Thickness 0.250 in.
Gage - 3.500 in.
Center of Bolt to Flange:
Pf top (out)- 1.375 in.
Pf top (ins)- 1.811 in.
Pf bot (out)- 1.646 in.
Pf bot (ins)- 1.530 in.
Bolt Spacing- 3.500 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 74.6 degrees
!,eft v-dn Frame Right Side Frame
Moments Nxi al Shear Moments '�:i al
(k -f t) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
5 357.83 -0.97 4.46 -603.91 -13.00
416.30 3.86 -4.23 -480.36 -6.83
0.6281 Plate Unity Check (O.S.) = 0.5285
0.4636 Plate Unity Check (I.S.) = 0.3993
106
11/30/2011
Star Building Systems,
(, OK
User: r; Page:
F21- 20
R -Frame Design Program
- Version v3.96
Job .
73224B
Connection Report
Fu
File: frame_2.fra Date:
11/30/11
msl 140./24.333/32.708
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:05:54
Intermediate Connection @ Left Rafter and,Right Rafter Depth 4
--------------------------------------------------------------------------------
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: Right Side of Conn Data:
Plate: 8.00 x 0.5000 in.
Plate: 6.00 x
0.5000
in.
Fy(Min) 55.0 ksi
Fy(Min)
55.0
ksi
Fu 70.0 ksi
Fu
70.0
ksi
Flanges:
Flanges:
Capacity
Force
O.S. - 8.00 x 0.3750 in.
O.S. - 6.00 x
0.2500
in.
I.S. - 8.00 x 0.2500 in.
I.S. - 6.00 x
0.2500
in.
Web Depth - 29.500 in.
Web Depth -
29.500
in.
Web Thickness 0.156 in.
Web Thickness
0.250
in.
Gage - 3.000 in.
Gage -
3.000
in.
Center of Bolt to Flange:
Center of Bolt
to Flange:
Pf top (out)- 1.125 in.
Pf top (out)-
1.250
in.
Pf top (ins) - 1.500 in.
Pf top (ins) -
1.500
in.
Pf bot (out)- 1.125 in.
Pf bot (out)-
1.125
in.
Pf bot (ins)- 1.625 in.
Pf bot (ins)-
1.625
in.
Bolt Spacing- 3.000 in.
Bolt Spacing-
3.000
in.
Angle top - 90.0 degrees
Angle top - 90.0
degrees
Angle bot - 90.0 degrees
Angle bot - 90.0
degrees
Left
Side Frame
Right Side Frame
Controls :i.:19 Moments
Axial Shear Moments
_zL.:ia1.
Inner Flg
Fillet -BS
Load Cor�binaticns: (k -rt)
----------------------------- -------------------------------------------------
(}cips) (kips)
(k -ft)
(kips) (kips)
55) 0.6DL +WL1 (SOA -L) -49.54
7.34 3.96
-2.06
7.56 2.64
3) DL +COLL +PLL2 (SOA -L) -56.14
-10.35 -2.71
149.42
-9.13
-8.80
2
0.4220
Connection Design Summary:
Fillet -BS
0.1875
59.0000
Bolt Unity Check (O.S.) = 0.4074 Plate
Unity Check (O.S.) =
0.3586
Bolt Unity Check (I.S.) = 0.9527 Plate
Unity Check (I.S.) =
0.8245
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.
Ratic
------------------------------------------------------------------------------
Left
Side of Conn
Inner Flg
Fillet -BS
0.1875
16.0000
66.8216
58.2409
3
0.8716
Outer Flg
Fillet -BS
0.3125
16.0000
111.3693
22.2347
67
0.1996
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
8.7961
3
0.0535
Right
Side of Conn
Inner Flg
Fillet -BS
0.1875
12.0000
50.1162
49.5000
3
0._9877
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
21.1480
2
0.4220
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
9.6178
61
0.0585
-------=------------7---------------------------------------------------------
NS -
Near side weld,
FS - Far
side
weld, BS -
Both sides
weld.
107
11/30/2011-
Intermediate Connection @ Left Rafter and Right Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness
Gage -
Center of Bolt
Pf top (out)-
Pf
out)-
Pf top (ins) -
Pf bot (out)-
Pf bot. (ins) -
Bolt
ins) -
Bolt Spacing -
Angle top - 90
Angle bot - 90
0.2500 in.
0.2500 in.
29.500 in.
0.250 in.
3.000 in.
to Flange:
1.125 in.
1.625 in.
1.189 in.
1.561 in.
3.000 in.
0 degrees
0 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3125 in.
Web Depth - 29.500 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1:625 in.
Pf bot (out)- 1.083 in.
Pf bot (ins)- 1.603 in.
Bolt Spacing- 3.000 'in.
Angle top - 90.0 degrees
Angle bot - 94.8 degrees
Left Side F-1-ame Right Side Frame
Controlling Moments '-%_xia1 Shear Moments Z_xil a
c - hear
a
Load. Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
----------------------------- -------------------------------------------------
5) DL +LL +COLL (SOA -L) -139.90 -12.74 -18.39 -138.82 -12.45 -18.60
61) 0.6DL +LWL2 +RBUPLW (SOA 71.22 12.27 9.47 70.76 12.27 9.56
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.7676 Plate Unity Check (O.S.) = 0.7422
Bolt Unity Check (I.S.) = 0.5367 Plate Unity Check (I.S.) = 0.5236
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Star Building Systems, OK
User: r
Page:
F21- 21
R -Frame Design Program -version v3.96
W
Job .
73224B
Connection Report
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
Check
Start Time:
11:05:54
Intermediate Connection @ Left Rafter and Right Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness
Gage -
Center of Bolt
Pf top (out)-
Pf
out)-
Pf top (ins) -
Pf bot (out)-
Pf bot. (ins) -
Bolt
ins) -
Bolt Spacing -
Angle top - 90
Angle bot - 90
0.2500 in.
0.2500 in.
29.500 in.
0.250 in.
3.000 in.
to Flange:
1.125 in.
1.625 in.
1.189 in.
1.561 in.
3.000 in.
0 degrees
0 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3125 in.
Web Depth - 29.500 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1:625 in.
Pf bot (out)- 1.083 in.
Pf bot (ins)- 1.603 in.
Bolt Spacing- 3.000 'in.
Angle top - 90.0 degrees
Angle bot - 94.8 degrees
Left Side F-1-ame Right Side Frame
Controlling Moments '-%_xia1 Shear Moments Z_xil a
c - hear
a
Load. Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
----------------------------- -------------------------------------------------
5) DL +LL +COLL (SOA -L) -139.90 -12.74 -18.39 -138.82 -12.45 -18.60
61) 0.6DL +LWL2 +RBUPLW (SOA 71.22 12.27 9.47 70.76 12.27 9.56
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.7676 Plate Unity Check (O.S.) = 0.7422
Bolt Unity Check (I.S.) = 0.5367 Plate Unity Check (I.S.) = 0.5236
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
12.0000
50.1162
30.5031.
59
0.6086
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
49.5000
6
0.9877
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
19.1688
3
0.1167
Right
Side of Conn
Inner Flg
Fillet -BS
0.2500
12.0000
66.8216
30.8392
59
0.4615
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
49.5000
6
0.9877
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
19.16.87
3
0.1167
-----------------------------
NS -
Near side weld,
FS - Far
------------------------------------------=------
side
weld, BS -
Both sides
weld.
108
11/30/2011
•S
)
Tension
Allowable
Load
Star Building Systems, i. OK
User: r=;k
Page:
F21- 22
R -Frame Design Program - Version v3.96
Ratio
Job .
73224B
Cap Plate Summary
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708 20./85./0.
--------------------------------------------------------------------------------
18.850
Start Time:
11:05:54
INTERIOR COLUMN 1 CAP PLATE AND BOLT DESIGN
Cap Plate and Bolt Design Sizes >>
----------------------------------
Use ( 4) - 0.500 in.. Dia. 'A325N Bolts
Bolt Gage 2.500 in. Bolt.Spacing 2.500 in.
Plate Size 8.0000x 11.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Forces for Cap Plate Bolt Design >>
Shear
Tension
Allowable
Load
Check
Loading Type (kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Bolt Tension 0.000
20.284
35.343
59
0.5739
Bolt Shear 0.004
0.000
18.850
61
0.0002
109
11/30/2011
Star Building Systems, !�.
OKUser: r - Page: F1- 12
R -Frame Design Program -rsion v3.96
Job : 73224A
Seismic Summary Report File: frames_3_8.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:18
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) ..........
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) .........
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance.Category.......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.2875
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) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
Seismic Overstrength Factor [OMEGAo] ...............................
2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
1.3000
Seismic Redundancy/Reliability Factor [rho] ........................
1.3000
Snow in Se -sr:. -c Force_ Calculations [Used] (%) ......................
.3.00
Snow in Seismic Force Calculations [Min. Reaui red] (%)
0.00
Snow in Seismic Load Combinations [Used] (%) .......................
0.00
Show 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] M ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] M ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (6)....
100.00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .....................................
7.3000
Seismic Deflection Amplification Factor [Cd] ........................
3.0000
Seismic Response -Coefficient [Cs] Used .............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
5.664
Theta [Px*Delta/Vx/hx/Cd]............................................
0.018
Theta Max [.5/BETA/Cd] where BETA=1.0 ...............................
0.167
Roof Dead Load = 29.818
Wall Weight = 1.898
Collateral Load = 30.550
Snow Load = 0.000
Rafter Crane Weight = 0.000
-------------------------------------
Total Roof Weight_ = 62.266 kips
User Mass Load (1) = 39.000
-------------------------------------
Total User Mass = 39.000 kips
129
Total Roof Weight = 62.266
12/02/2011
Total User Mass = 39.000
Mezzanine Weight =
000
t.
Col. Crane Weight =
0.000
-------------------------------
TOTAL Bldg Weight =
101.266
------
kips
X
X
Seismic
Coeff. =
0.1407
-------------------------------------
BASE SHEAR =
14.2489
kips
Seismic
Load for Roof
at col #
1 =
1.9794
kips
Seismic
Load for Roof
at col #
2 =
2.1564
kips
Seismic
Load for Roof
at col #
3 =
3.3678
kips
Seismic
Load for Roof
at col #
4 =
2.1927
kips
-----------------------------------
SEISMIC
LOAD for Roof
in TOTAL
----------------
=
9.6963
kips
Seismic
Ld for Mass #
1 @ col
# 1 =
2.2763
kips
Seismic
Ld for Mass #
1 @ col
# 2 =
0.0000
kips
Seismic
Ld for Mass #
1 @ col
# 3 =
2.2763
kips
Seismic
Ld for Mass #
1 @ col
# 4 =
0.0000
kips
---------------------------------------------------
SEISMIC
LOAD for Mass
in TOTAL =
4.5526
kips
130
12/02/2011
Star Building Systems, OK User: rr,! �Page: F1- 13
R -Frame Design Program 71,)sion v3.96 Job : 73224A
Continued Seismic Load Report File: frames_3_8.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:18
--------------------------------------------------------------------------------
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
NO.
2.2763
N/A
0.000
2.1564
N/A
0.000
82
LC
EQ
YREF
X
C
21.418
83
LC
EQ
YREF
X
C
20.000
84
ICI
EQ
YREF
X
C
28.055
85
IC2
EQ
YREF
X
C
29.427
86
IC2
EQ
YREF
X
C
20.000
87
RC
EQ
YREF
X
C
21.467
INTENSITY
LENGTH
START
END
1.9794
N/A
0.000
2.2763
N/A
0.000
2.1564
N/A
0.000
3.3678
N/A
0.000
2.2763
N/A
0.000
2.1927
N/A
0.000
131
12/02/2011
Star
Building
Systems,
� OK
User: rt.
Page:.
Fl-
14
R-Frame
Design
Program
- Vt=rsion v3.96
JJJ Job :
73224A
Forces
and Allowable
Stresses Summary File:
frames_3_8.fra
Date:
12/ 2/11
ms2
--------------------------------------------------------------------------------
230./24.333/26.
20./85./0.
Start Time:
13:53:18
Left
Column
Analysis Length = 22.38
ft. Kx
= 1.00 Weight =
1233.
lbs
Effective Ix
= 5385.6 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
15.00
12.000
42.899 10.00x 0.3750
0.1850
10.00x 0.5000
9.74
55.0
2
5.39
42.899
54.000 10.00x 0.3750
0.2500
10.00x 0.5000
9.74
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
-26.5
-247.8
-19.0 8.4 32.9 16.5
1.5 0.78 0.50 0.79
0.79
5
205
--------------------------------------------------------------------------------
-26.2
-337.7
-19.0 6.6 32.9 14.1
1.7 0.42 0.46 0.86
0.86
5
Left
Rafter
# 1
Analysis Length = 67.15
ft Kx
= 1.00 Weight =
2347.
lbs
Effective Ix
= 1363.6 in4
Part
Length
Web Height at Outer Flange
Web
Inner Flange Taper
Fy
No.
(ft)
Start(in)
End(in) (in)
Thick
(in) Angle
(ksi)
3
10.00
54.000
25.500 .8.00x 0.3125
0.2500
8.00x 0.3125 -13.36
55.0
4
15.00
25.500
25.500 8.00x 0.3125
0.1850
8.00x 0.3750
0.00
55.0
5
20.00
25.500
25.500 8.00:{ 0.2500
0.1560
8.00x 0.2500
0.00
55.0
6
-1 . O9
25 . 5C0
2-5.500 6.00y- 0.3'125
0.-!350
6.00x_ 0-2500
0.JO
5.5 . 0
7
9.✓J
215.500
32.209 0.00x 0.3125,.0.2500
0.00x 0.-D
- - - -
3.53
- - - - - - -
J3.0
- - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
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
--------------------------------------------------------------------------------
312
-20.0
-166.9
16.6 14.6 36.5 29.4
7.6
0.06 0.71 0.86
0.86
5
401
-20.0
-166.9
16.6 14.7 32.9 30.1
4.1
0.83 0.82 0.82
0.83
5.
516
-18.1
92.4
-0.1 11.7 20.6 32.9
2.9
0.01 0.95 0.63
0.95
6
601
-18.5
84.8
-2.1 11.1 31.6 32.9
4.1
0.11 0.68 0.70
0.70
5
710
--------------------------------------------------------------------------------
-8.5
-209.1
-17.9 14.9 30.8 33.3
4.9
0.37 0.83 0:72
0.83
2
Interior Column # 1
Analysis Length = 28.93
ft Kx
= 1.00 Weight
= 710.
lbs
Part
Length
Web Height at Left Flange
Web
Right Flange Taper.
Fy
No.
(ft)
Start(in)
End(in) (in)
Thick
(in) Angle
(ksi)
8
27.60
10.000
10.000 8.00x 0.3750
0.1560
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
---------------------------------------------------
801
-37.8
0.0
0.0 5.8 0.0 0.0
17.4
0.00 0.86 0.86
0.836
2
------------------------------------------------------------------------t2[D=it--
Star Building Systems, OK User: r�_ Page: F1- 15
R -Frame Design Program - V6 sion v3.96 Job : 73224A
Forces and Allowable Stresses Summary File: frames_3_8.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:18
--------------------------------------------------------------------------------
Left Rafter # 2 Analysis Length = 45.17 ft Kx = 1.00 Weight = 1473. lbs
Effective Ix = 1619.1 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
9 0.97 32.269 33.000 6.00x 0.3125 0.2500 6.00x 0.3750 3.58 55.0
10 10.00 33.000 29.500 6.00x 0.3125 0.2500 6.00x 0.3750 -1.67 55.0
11 10.00 29.500 29.500 - 6.00x 0.2500 0.1850 6.00x 0.3750 0.00 55.0
.12 15.00 29.500 29.500 6.00x 0.2500 0.1560 6.00x 0.3750 0.00 55.0
13 9.41 29.500 29.500 6.00x 0.2500 0.1850 6.00x 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
--------------------------------------------------------------------------------
901 -11.8 -225.2 18.5 15.6 33.7 33.1 4.7 0.56 0.80 0.76 0.80 2
1001 -11.8 -209.1 18.1 15.4 33.3 32.9 4.5 0.44 0.73 0.70 0.73 2
1101 -11.3 -56.4 12.7 14.3 32.9 32.3 3.1 0.74 0.32 0.29 0.74 2
1212 -4.7 119.7 -0.1 10.9 24.9 32.9 2.2 0.01 0.85 0.55 0.85 8
1301 -4.5 113.8 -2.5 10.5 26.2 32.9 3.1 0.15 0.72 0.50 0.72 8
----------------------------------- :
Column Analysis Length = 21.44 ft Kx = 1.00 Weight = 1086. lbs
Effective Ix = 4695.2 in4
'_ ' aoo_ "y
��
a_" � � �e:-Gth `l.i2i� r'_c�.= 'moi_ at Outer F la'?Ce ',,Iei7 _:-:!2r T'
''0. (Lt) eta-_ (; ) J�nr3 (in) (in) hick (i n) Angle
(ksi)
14 15.00 12.000 44.568 8.00x 0.3125 0.1850 8.00x 0.6250 10.26 55.0
15 4.34 44.568 54.000 8.00x 0.3125 0.2500 8.00x 0.6250 10.26 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,
--------------------------------------------------------------------------------
1412 -29.3 -244.2 -19.2 7.7 32.9 17.9 1.4 0.80 0.66 0.81 0.81 6
1503 -29.2 -279.6 -19.2 6.2 32.8 16.4 2.0 0.38 0.61 0.82 0.82 6
--------------------------------------------------------------------------------
133
12/02/2011
Star Building Systems, i, OK User: rz Page: F1- 16
R -Frame Design Program - ve=ion v3.96 Job : 73224A
Forces and Allowable Stresses Summary File: frames_3_8.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:18
---------------------------7----------------------------------------------------
Right Rafter # 1 Analysis Length = 88.70 ft Kx = 1.00 Weight = 3989. lbs
Effective Ix = 2909.8 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
16 10.48 54.000 44.532 8.00x 0.2500 0.2500 8.00x 0.3125 -4.30 55.0
17 10.00 44.532 35.500 8.00x 0.2500 0.2500 8.00x 0.2500 -4.30 55.0
18 15.00 35.500 35.500 8.00x 0.3750 0.1850 8.00x 0.2500 0.00 55.0
19 20.00 35.500 35.500 6.00x 0.5000 0.1850 6.00x 0.3750 0.00 55.0
20 12.41 35.500 35.500 6.00x 0.3125 0.2500 6.00x 0.2500 0.00 55.0
21 10.00 35.500 38.250 6.00x 0.3125 0.2500 6.00x 0.2500 1.31 55.0
22 8.9'7 38.250 40.716 6.00x 0.3750 0.2500 6.00x 0.5000 1.31 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
--------------------------------------------------------------------------------
1601 -20.8 -306.1 24.9 8.1 32.9 22.9 1.7 0.95 0.56 0.73 0.95 6
1712 -10.5 183.6 9.2 9.6 21.0 32.9 3.9 0.34 0.92 0.60 0.92 3
1817 17.8 -181.4 -2.0 32.5 32.9 18.8 2.1 0.14 0.51 1.0 1.0 70
1910 -18.0 254.9 0.0 11.9 29.0 30.8 2.1 0.00 0.86 0.91 0.91 5
2001 -17.5 224.1 -5.8 8.3 31.3 32.9 3.9 0.17 0.88 0.88 '0.88 5
2112 -7.9 -182.7 -22.1 11.8 32.9 26.6 3.8 0.58 0.56 0.72 0.72 3
2211 -7.5 -404.9 -27.0 14.1 32.9 30.0 3.0 0.82 0.91 0.92 0.92 3
--------------------------------------------------------------------------------
lnter_or Column - 2 Analvsis Length = 30.30 _- K -A = 1.00 Weight = 640. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
23 28.65 10.000 1.0.000 8.00x 0.3125 0.1560 8.00x 0.3125 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
--------------------------=-----------------------------------------------------
2309 -43.4 -17.8 -0.1 11.7 32.9 24.0 17.4 0.00 0.83 0.92 0.92 109
--------------------------------------------------------------------------------
Right.Rafter # 2 Analysis Length = 24.01 ft Kx = 1.00 Weight = 1055. lbs
Effective Ix = 1619.1 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start (in) End(in) ( in) Thick ( in) Angle
(ksi)
24 1.03 40.716 41.000 6.00x 0.3750 0.2500 6.00x 0.5000 1.31 55.0
25 10.00 41.000 29.500 6.00x 0.3750 0.2500 6.00x 0.5000 -5.47 55.0
26 13.21 29.500 29.500 6.00x 0.3750 0.2500 6.00x 0.3750 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks-------- 134
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend CbV02Tbad,
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
TOTAL MEMBER WEIGHT = 12532. lbs
135
12/02/2011
__
2401 -12.8 -404.9 22.'" 15.1 32.9 30.0
---=------------------
3.0 0.ba0.92 0.92 0.92 3
2503 -12.7 -350.6 21.3 15.5 30.8 30.4
3.2 0.45 0.90 0.83 0.90 3
2604 -18.9 -144.0 5.4 11.4 30.8 26.9
5.6 0.13 0.62 0.71 0.71 5
TOTAL MEMBER WEIGHT = 12532. lbs
135
12/02/2011
Systems,
�P) OK
User: r
Page:
F1- 17
Star Building
Loading Type
(kips)
(kips)
(kips)
R -Frame Design Program
- VtCrsion v3.96
-
Job :
73224A
Anchor Rod and Base Plate Design
File: frames_3_8.fra
Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start
Time:
13:53:18
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, 7:0000
Plate Size 10.0000x 14.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Shear
Tension
Allowable
Load
Check
Loading Type
(kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Rod Tension
0.000
21.833
38.436
68
0.57
Rod Shear
18.952
0.000
20.499
5
0.92
Shear & Tension
10.212
21.833
30.819
68
0.71
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
0.31250
10.000
46.404
12.466
5
0.27
Outer Flg
0.31250
10.000
46.404
7.463
68
0.16
Web ?lute
0.13750
12.000
33.411
.18.952
5
0.57
')_G inn EXT,
i�: ^'PTO7 C'✓LT�'i T` :1V'.r T�rir i(�l�s �1'VD 3A�i. �J' Z �v.7 � 1: 1V
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 1.000 in. Dia. A36 Anchor Rods
Rod Gage 4.000 in. Rod Spacing (in.): 4.0000, 1 Q 4.0000, 6.0000
Plate Size 8.0000x 14.0000x 0.6250 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
22.129
68.330
69
0.32
Rod Shear
30.768
0.000
54.664
36
0.56
Shear & Tension
12.453
19.907
65.479
75
0.30
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
0.31250
8.000
37.123
15.448
.6
0.42
Outer. Flg
0.31250
8.000
37.123
5.692
69
0.15
Web Plate
0.18750
12.000
50.116
30.768
36
0.61 136
12/02/2011
INTERIOR COLUMN 1 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.): 3.3750, 1 @ 4.0000, 3.3750
Plate Size 8.0000x 10.7500x 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 21.670 38.436 67 0.56
Standard Base Plate welding >> (Using E70 Electrodes)
Fillet
Weld
D-)Star
Weld
Design
Building Systems,
OK
User: r
Page:
F1- 18
R -Frame Design Program
- version v3.96
�`-'
Job :
73224A
Anchor Rod and Base Plate Design
File: frames_3_8.fra
Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start
Time:
13:53:18
INTERIOR COLUMN 1 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.): 3.3750, 1 @ 4.0000, 3.3750
Plate Size 8.0000x 10.7500x 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 21.670 38.436 67 0.56
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
0.31250
8.000
37.123
8.599
67
0.23
Outer Flg
0.31250
8.000
37.123
8.599
67
0.23
Web Plate
0.18750
10.000
27.842
4.472
67
0.16
INTERIOR COLUMN, 2 A`: OR RODS AND D -SE PLATE D=SIG?IT
A-nchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.3125, 1 @ 4.0000, 3.3125
Plate Size : 8.0000x 10.6250x 0.5000 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Shear
Tension
Allowable
Load
Check
Loading Type (kips)
(.kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Rod Tension 0.000
35.002
38.436
70
0.91
Rod Shear 3.272
0.000
20.499
86
0.16
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
0.31250
8.000
37.123
13.339
70
0.36
Outer Flg
0.31250
8.000
37.123
13.339
70
0.36
Web Plate
0.18750
10.000
27.842
8.941
70
0.32
137
12/02/2011
Vertical Knee Connection @ Left Rafter Depth 1
--------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 4 rows Extended 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3750 in.
Web Depth - 53.629 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.177 in.
Pf top (ins)- 1.447 in.
Pf bot (out)- 1.145 in.
Pf bot (ins)- 1.480 in:.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Controlling
Shear
Load Combinations:
-----------------------------
45) 1.2985DL +1.2985COLL -3.5
70) 0.6DL +LWL2 (SOA -R)
-17.92
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.
Bolt Unity Check (I.S.) = 0.
Right Side of Conn Data:
------------------------
Plate: .8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3125 in.
I.S. - 8.00 x 0.3125 in.
Web Depth -. 53.629 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.136 in.
Pf top (ins)- 1.551 in.
Pf bot ' (out) - 1.395 in.
Pf bot (ins)- 1.276 in.
Bolt.Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 71.9 degrees
Left Side Conn . Right Side Conn
Moments A:.i al Shear Moments P1_ial
(k -f t) (kips) (kips) (k -f t) (kips) (kips)
-------=-----------------------------------------
-587.90 -13.79 21.58 -587.90 -13.79 21.58
248.74 19.72 -17.92 248.74 19.72
5519 Plate Unity Check (O.S.) = 0.4675 .
4361 Plate Unity Check (I.S.) = 0.3761
138
12/02/2011
Star Building Systems,
CC OK
User: ry Page:
F1- 19
R -Frame Design Program
- Gerston v3.96
Job :
73224A
Connection Report
File: frames_3_8.fra Date:
12/ 2/11
ms2 230./24.333/26.
-------------------------------------------------------------------------
.20./85./0.
Start Time:
13:53:18
Vertical Knee Connection @ Left Rafter Depth 1
--------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 4 rows Extended 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3750 in.
Web Depth - 53.629 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.177 in.
Pf top (ins)- 1.447 in.
Pf bot (out)- 1.145 in.
Pf bot (ins)- 1.480 in:.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Controlling
Shear
Load Combinations:
-----------------------------
45) 1.2985DL +1.2985COLL -3.5
70) 0.6DL +LWL2 (SOA -R)
-17.92
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.
Bolt Unity Check (I.S.) = 0.
Right Side of Conn Data:
------------------------
Plate: .8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3125 in.
I.S. - 8.00 x 0.3125 in.
Web Depth -. 53.629 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.136 in.
Pf top (ins)- 1.551 in.
Pf bot ' (out) - 1.395 in.
Pf bot (ins)- 1.276 in.
Bolt.Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 71.9 degrees
Left Side Conn . Right Side Conn
Moments A:.i al Shear Moments P1_ial
(k -f t) (kips) (kips) (k -f t) (kips) (kips)
-------=-----------------------------------------
-587.90 -13.79 21.58 -587.90 -13.79 21.58
248.74 19.72 -17.92 248.74 19.72
5519 Plate Unity Check (O.S.) = 0.4675 .
4361 Plate Unity Check (I.S.) = 0.3761
138
12/02/2011
Intermediate Connection @ Left Rafter Depth 4
--------------------------------------------------------------------------------
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 - 1/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
Plate: 8.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 8.00 x 0.2500 in.
Web Depth - 25.500 in.
Web Thickness 0.156 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.2500 in.
Web Depth 25.500 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Welded
Left Side Conn
Right Side
Star Building Systems,
C OK
User: rv,, i ) Page:
F1- 20
R -Frame Design Program
- Version v3.96
J Job :
73224A
Connection Report
- - - - - - - -
File: frames_3_8.fra Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start Time:
13:53:18
Intermediate Connection @ Left Rafter Depth 4
--------------------------------------------------------------------------------
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 - 1/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
Plate: 8.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 8.00 x 0.2500 in.
Web Depth - 25.500 in.
Web Thickness 0.156 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.2500 in.
Web Depth 25.500 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Left Side Conn
Right Side
Corn
Controlling
Moments Axial
Shear
Moments
=xial
Length
Shear
Load Co~Lb'nations:
- - - - - - - - - - - - - - - - - -
- - - - - - - -
(k -=t) (kips)
- - - -------------------------------------------------
------------------------------------------------68)
(rips)
(k -_t)
(kips)
(kips)
68) 0.6DL +LWL1
(SOA -R)
-37.94 21.50
2.87
-37.94
21.50
2.87
6) DL +COLL +PLL1
+PLL3
(SO 85.37 -17.91
-2.70
85.37
-17.91
-2.70
Connection Design
Summary:
16.0000
66•.8216
35.2954
6
0.5282
Bolt Unity Check
(O.S.)
= 0.5134 Plate Unity
Check
(O.S.) =
0.7640
64
Bolt Unity Check
(I.S.)
= 0.5544 Plate Unity
Check
(I.S.) =
0.8215
11.0997
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Weld
Weld
Design
Welc
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
16.0000
66•.8216
35.2954
6
0.5282
Outer Flg
Fillet -BS
0.1875
16.0000
66.8216
24.3108
64
0.3638
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
11.0997
68
0.0782
Right Side of Conn
Inner Flg
Fillet=BS
0.1875
12.0000
50.1162
36.4175
6
0.7267
Outer Flg
Fillet -BS
0.2500
12.0000
66.8216
23.9919
64
0.3590
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
12.8598
68
0.0906
------------------------------------------------------------------------------
NS - Near side weld, FS - Far
side
weld, BS -
Both sides
weld.
139
12MV2011
Intermediate Connection @ Left Rafter Depth 8
--------------------------------------------------------------------------------
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. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.3750 in.
Web Depth - 29.500 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.114 in.
Pf bot (ins)- 1.511 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 91.7 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3750 in.
Web Depth - 29.500 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Left
Side Cora:
Right Side Corn
Star Building Systems, C� OK
User: ry
Page:
Fl- 21
R -Frame Design Program - Version v3.96
Ax i al
Job :
73224A
Connection Report
File: frames_3_8.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:.53:18
Intermediate Connection @ Left Rafter Depth 8
--------------------------------------------------------------------------------
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. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.3750 in.
Web Depth - 29.500 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.114 in.
Pf bot (ins)- 1.511 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 91.7 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3750 in.
Web Depth - 29.500 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Required Connection Plate Welding >> (Using E70 Electrodes)
Left
Side Cora:
Right Side Corn
Controlli n g
Moments
Arial
She_.-
Moments
Ax i al
Shea --
Joint
Size
Length
Capacity
Force
Load Combinations:
-----------------------------
(k -ft)
-------------------------------------------------
(kips)
(kips)
(k -ft)
(kips) (kips)
2) DL +COLL +PLL1 +PLL2 '(SO
-56.44
-11.34
12.73
-56.44
-11.34 12.73
63) 0.6DL +WL1 (SOA -L)
18.12
17.09
-4.69
18.12
17.09
-4.69
Flg
Fillet -BS
0.3125
Connection Design Summary:
83.5270
19.8142
3
0.2372
Bolt Unity Check (O.S.)
= 0.3007 Plate
Unity
Check
(O.S.) =
0.4640
Bolt Unity Check (I.S.)
= 0.2857 Plate
Unity
Check
(I.S.) =
0.4332
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.
Ratic
------------------------=-----------------------------------------------------
Left
Side of Conn
Flg
Fillet -BS
0.3125
12.0000
83.5270
19.8142
3
0.2372
.Inner
Outer Flg
Fillet -BS
0.2500
12.0000
66.8216
20.8452
2
0.3120
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
16.3082
68
0.0993
Right
Side of Conn
Inner Flg
Fillet -BS
0.3125
12.0000
83.5270
19.2780
3
0.2308
Outer Flg.
Fillet -BS
0.1875
12.0000
50.1162
20.8705
2
0.4164
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
15.2608
68
0.0929
-------------------------------
NS -
Near side weld,
FS - Far
7 -------------------------------------
side
weld, BS -
Both sides
weld.
_---------
140
12/02/2011
Peak Connection @ Left Rafter Depth 11
--------------------------------------------------------------------------------
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. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness .
Gage -
Center of Bolt
Pf top (out) -
Pf ' top (ins)-
Pf
ins)-
Pf bot (out)-
Pf bot (ins) -
Bolt
ins) -
Bolt Spacing -
Angle top - 85
Angle bot - 94
0.2500 in.
0.3750 in.
29.602 in.
0.185 in.
3.000 in.
to Flange:
1.282 in.
1.467 in.
1.094 in.
1.530 in.
3.000 in.
2 degrees
8 degrees
Right Side of Conn Data:
Plate: 6.00 x
0.3750
s
Fy(Min)
Star Building Systems,
l OK
User: r� Page:
F1- .22
R -Frame Design Program
Connection Report
ms2 230./24.333/26.
--------------------------------------------------------------------------------
- Version v3.96'
20./85./0.
Job :
File: frames_3_8.fra Date:
Start Time:
73224A
12/ 2/11
13:53:18
Peak Connection @ Left Rafter Depth 11
--------------------------------------------------------------------------------
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. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness .
Gage -
Center of Bolt
Pf top (out) -
Pf ' top (ins)-
Pf
ins)-
Pf bot (out)-
Pf bot (ins) -
Bolt
ins) -
Bolt Spacing -
Angle top - 85
Angle bot - 94
0.2500 in.
0.3750 in.
29.602 in.
0.185 in.
3.000 in.
to Flange:
1.282 in.
1.467 in.
1.094 in.
1.530 in.
3.000 in.
2 degrees
8 degrees
Right Side of Conn Data:
Plate: 6.00 x
0.3750
in.
Fy(Min)
55.0
ksi
Fu
70.0
ksi
Flanges:
= �__a�
Shear
O.S. - 6.00 x
0.3750
in.
I.S. - 6.00 x
0.3750
in.
Web Depth -
29.602
in.
Web Thickness
0.250
in.
Gage -
3.000
in.
Center of Bolt
to Flange:
Pf top (out)-
1.156
in.
Pf top (ins)-
1.467
in.
Pf bot (out)-
1.094
in.
Pf bot (ins)-
1.530
in.
Bolt Spacing-
3.000
in.
Angle top - 85.2
degrees
Angle bot - 94.8
degrees
Required Connection Plate Welding >> (Using E70 Electrodes)
Left
Side Conn
Right
Side Con_
_nn
Cont----oIJ
Moments
Axial
Shear
Moments
= �__a�
Shear
Size
Length
Capacity
Force
Load
:oad Combinations:
-----------------------------
(k -ft)
-------------------------------------------------
(kips)
(kips)
(k -ft)
(kips) (kips)
5) DL +COLL +PLL1 +PLL3
(SO -98.92
-18.39
-4.34
-98.92
-18.39 4.34
70) 0.6DL +LWL2 (SOA -R)
40.85
24.04
6.30
40.85
24.04
-6.30
Inner Flg
Fillet -BS
0.3125
12.0000
Connection Design Summary:
25.8078
8
0.3090
Outer Flg
Bolt Unity Check (O.S.)
= 0.5354 Plate Unity
Check
(O.S.) =
0.8393
Bolt Unity Check (I.S.)
= 0.5072 Plate Unity
Check
(I.S.) =
0.7638
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Weld
Weld
Design
Welc
Joint
Size
Length
Capacity
Force
Load
Check
Weld
Location
Type
(in.)
(in.)
(kips)
(kips)
No.
Ratie
------------
Left
-----------------------------------------------------------------
Side of Conn
Inner Flg
Fillet -BS
0.3125
12.0000
83.5270
25.8078
8
0.3090
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
36.6909
5
0.7321
.
Web Plate
Fillet -BS
0.1875
59.2045
164.8392
15.5944
70
0.0946
Right
Side of Conn
Inner Flg
Fillet -BS
0.3125
12.0000
83.5270'
26.0075
8
0.3114
Outer Flg
Fillet -BS
0.3125
12.0000
83.5270
36.1210
5
0.4324
Web Plate
Fillet -BS
0.1875
59.2045
1.64.8392
16.2192
70
0.0984
------------------------------------------------------------------------------
NS -
Near side weld,
FS - Far
side
weld, BS -
Both side's
weld.
141
12/02/2011
Star Building Systems; OK User: r�' Page: Fl- 23
R -Frame Design Program - version v3.96 Job : 73224A
Connection Report File: frames_3_8.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:18
--------------------------------------------------------------------------------
Vertical Knee Connection @ Right Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3750 in.
I.S. - 7.75 x 0.5000 in.
Web Depth - 54.016 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.177 in.
Pf top (ins)- 1.447 in.
Pf bot (out)- 1.088 in.
Pf bot (ins) - 1.406 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 99.1 degrees
Right Side of Conn Data:
------------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 8.00 x 0.3125 in.
Web Depth - 54.016 in.
Web Thickness 0.250 in.
Gage 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.198 in.
Pf top (ins)- 1.551 in.
Pf bot (out)- 1.381 in.
Pf bot (ins)- 1.306 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 90.0 degrees
LeftSi de Conn Right S_de Corn
Controlling I'lorrients Shea_- !oments = _i a1
Shear
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
----------------------------- -------------------------------------------------
44) 1.2985DL +1.2985COLL +3.5 -751.05 -30.02 25.23 -751.05 -30.02 '25.23
41) 0.8015DL 73.5EQ (SOA -L) 552.26 19.31 -7.55 552.26 19.31
-7.55
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.6762 Plate Unity Check (O.S.) = 0.5787
Bolt Unity Check (I.S.) = 0.5900 Plate Unity Check (I.S.) = 0.5085
142
12/02/2011
Intermediate Connection @ Right Rafter Depth 4
--------------------------------------------------------------------------------
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:
Right Side of Conn Data:
Plate: 8.00 x 0.5000 in.
Plate: 6.00 x
0.5000
in.
Star Building Systems,
OK
User: -r", Page:
Fl- 24
R -Frame Design Program
Connection Report
ms2 230./24.333/26.
--------------------------------------------------------------------------------
- version v3.96
20./85./0.
Job :
File: frames_3_8.fra Date:
Start Time:
73224A
12/ 2/11
13:53:18
Intermediate Connection @ Right Rafter Depth 4
--------------------------------------------------------------------------------
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:
Right Side of Conn Data:
Plate: 8.00 x 0.5000 in.
Plate: 6.00 x
0.5000
in.
Fy(Min) 55.0 ksi
Fy(Min)
55.0
ksi
Fu 70.0 ksi
Fu
70.0
ksi
Flanges:
Flanges:
Capacity
Force
O.S. - 8.00 x 0.3750 .in.
O.S. - 6.00 x
0.5000
in.
I.S. - 8.00 x 0.2500 in.
I.S. - 6.00 x
0.3750
in.
Web Depth - 35.500 in.
Web Depth -
35.500
in.
Web Thickness 0.185 in.
Web Thickness
0.185
in.
Gage - 3.000 in.
Gage -
3.000
in.
Center of Bolt to Flange:
Center of Bolt
to Flange:
Pf top (out)- 1.250 in.
Pf top (out)-
_1.125
in.
Pf top (ins) - 1.375 in.
Pf top (ins) -
1.375
in.
Pf bot (out)- 1.250 in.
Pf bot (out)-
1.125
in.
Pf bot (ins)- 1.500 in.
Pf bot (ins)-
1.500
in.
Bolt Spacing- 3.000 in.
Bolt Spacing-
3.000
in.
Angle top - 90.0 degrees
Angle top - 90.0
degrees
Angle bot - 90.0 degrees
Angle bot - 90.0
degrees
Left
Side Con-
Right Side Conn
Controlling Moment.s
A Y_ i al Shear
Moments
A:,_ia
Shear
Fillet -BS
0.3125
12.0000
Load Combinations: (k -=t)
----------------------------- -------------------------------------------------
(kips) (kips)
(k -ft)
(kips) (kips)
70) 0.6DL +LWL2 (SOA -R) -181.38
17.76 -2.01
-181.38
17.76
-2.01
99.0000
65.0728
70
3) DL +COLL +PLL2 +PLL3 (SO 260.43
-9.84 1.06
260.43
-9.84 1.06
Connection Design Summary:
71.0000
197.6805
10.3535
Bolt Unity Check (O.S.) = 0.8434 Plate
Unity Check (O.S.)
=
0.8402
Bolt Unity Check (I.S.) = 0.9928 Plate
Unity Check (I.S.)
=
0.9954
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
16.0000
66.8216
66.0000
3
0.9877
Outer Flg
Fillet -BS
0.3125
16.0000
111.3693
65.3817
70
0.5871
Web Plate
Fillet -BS
0.1875
71.0000
197.6805
10.5634
67
0.0534
Right
Side of Conn
Inner Flg
Fillet -BS
0.3125
12.0000
83.5270
74.2500
3
0.8889 -
Outer Flg
Groove
0.5000
6.0000
99.0000
65.0728
70
0.6573
Web Plate
Fillet -BS
0.1875
71.0000
197.6805
10.3535
67
0.0524
------------------------------------------------------------------------------
NS -
Near side weld, FS - Far
side
weld, BS -
Both sides
weld.
143
12/02/2011
Intermediate Connection @ Right Rafter Depth 7
--------------------------------------------------------------------------------
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) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness
Gage -
Center of Bolt
Pf top (out)-
Pf
out)-
Pf top (ins)-
Pf
ins)-
Pf bot (out)-
Pf
out)-
Pf bot (ins) -
Bolt Spacing -
Angle top - 90
Angle bot - 88
0.3125 in.
0.2500 in.
38.250 in.
0.250 in.
3.000 in.
to Flange:
1.188 in.
1.500 in.
1.387 in.
1.363 in.
3.000 in.
0 degrees
7 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.5000 in.
Fy (Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3750 in.
I.S. - 6.00 x 0.5000 in.
Web Depth - 38.250 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.500 in.
Pf bot (out)- 1.114 in.
Pf bot (ins)- 1.386 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 91.3 degrees
•
Left
Side Conn
Right Side Conn
Star Building Systems,
OK
User: r%
Page:
F1- 25
R -Frame Design Program
'
- version v3.96
S�eGr
Job :
73224A
Connection Report
Weld Location
File: frames_3_8.fra
Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start
Time:
13-:53:18
Intermediate Connection @ Right Rafter Depth 7
--------------------------------------------------------------------------------
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) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness
Gage -
Center of Bolt
Pf top (out)-
Pf
out)-
Pf top (ins)-
Pf
ins)-
Pf bot (out)-
Pf
out)-
Pf bot (ins) -
Bolt Spacing -
Angle top - 90
Angle bot - 88
0.3125 in.
0.2500 in.
38.250 in.
0.250 in.
3.000 in.
to Flange:
1.188 in.
1.500 in.
1.387 in.
1.363 in.
3.000 in.
0 degrees
7 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.5000 in.
Fy (Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3750 in.
I.S. - 6.00 x 0.5000 in.
Web Depth - 38.250 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.500 in.
Pf bot (out)- 1.114 in.
Pf bot (ins)- 1.386 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 91.3 degrees
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Left
Side Conn
Right Side Conn
Controlling
Moments
=;::i al
Shear
Moment
Length
S�eGr
Force
Load
Check
Weld Location
Type
(in.)
woad Combinations:
-----------------------------
(kips)
(k -ft)
-------------------------------------------------
(kips)
(kips)
(k -ft)
(kips) (kips)
3) DL +COLL +PLL2 +PLL3
(SO -182.67
-7.92
-22.06
-182.67
. -7.92 -22.OE
70) 0.6DL +LWL2
(SOA -R)
95.74
17.98
15.28
95.74
17.98
15.28
Outer Flg
Fillet -BS
0.2500
12.0000
66.8216
55.7411
Connection Design
Summary:
Web Plate
Fillet -BS
0.1875
76.5000
212.9938
Bolt Unity Check
(O.S.) =
0.8051 Plate
Unity
Check
(O.S.) =
0.7822
Bolt Unity Check
(I.S.) =
0.5960 Plate
Unity
Check
(I.S.) =
0.5887
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
12.0000
50.1162
31.9004
70
0.6365
Outer Flg
Fillet -BS
0.2500
12.0000
66.8216
55.7411
3
0.8342
Web Plate
Fillet -BS
0.1875
76.5000
212.9938
22.0638
3
0.1036
Right Side of Conn
Inner Flg
Groove
0.5000
6.0000
99.0000
33.3371
70
0.3367
Outer Flg
Fillet -BS
0.3125
12.0000
83.5270
55.4561
3
0.6639
Web Plate
Fillet -BS
0.1875
76.5000
212.9938
22.0638
3
0.1036
-------------------------------------------------------------------------------
NS - Near side weld, FS - Far
side
weld, BS -
Both sides
weld.
144
12/02/2011
Building Systems, i OK User: r
Page:
F1- 26
Star
R -Frame Design Program- version v3.96
Job :
73224A
Cap Plate Summary
File: frames_3_8.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start Time:
13:53:18
INTERIOR COLUMN 1
CAP PLATE AND BOLT DESIGN
Cap Plate and Bolt
Design Sizes >>
----------------------------------
Use ( 4)- 0.500
in. Dia. A325N Bolts
Bolt Gage 2.500 in. Bolt Spacing
2.500 in.
Plate Size 8.0000x 10.8750x 0.3750 in.
(WidthxDepthxThickness)
Controlling Forces
for Cap Plate Bolt Design >>
-----------------------------------------------
Shear Tension Allowable
Load
Check
Loading Type
(kips) (kips) 1. (kips)
No.
Ratio
-----------------------------------------------------------------
Bolt Tension
0.000 22.091 35.343
67
0.6251
Bolt Shear
0.768 0.000 18.850
2
0.0407
INTERIOR COLUMN 2
CAP PLATE AND BOLT DESIGN
Cap Plate and Bolt
Design Sizes >>
----------------------------------
Use ( 4)- 0.500
in. Dia. A325N Bolts
Bolt Gage 2.500
in. Bolt Spacing
2.500 in.
Plate Size
8.0000x 10.7500x 0.3750 in.
(WidthxDepthxThickness)
Cont-olling-'orces
for Ca -.o Plate Bolt Design >>
-------------------------------------------
-----------------------------------------------
Shear, _ nS�On _.liGi+iuble
y
Load
,
Ch?C:=
Loading Type
(kips) (kips) (kips)
No.
Ratio
-----------------------------------------------------------------
Bolt Tension
0.000 33.214 35.343
70
0.9398
Bolt Shear
5.178 0.000 18.850
70
0.2747
Shear & Tension
5.178 33.214 35.343
70
0.9398
145
12/02/2011
• *. .
Star Building Systems, C )OK User: rTA; Page: F1- 27
R -Frame Design Program - vi-tsion v3.96 ✓✓✓ Job : 73224A
Knee and Stiffener Report File: frames_3_8.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:18
--------------------------------------------------------------------------------
Left Knee Design
Knee Web Thickness
Bearing Stiffener Type
Bearing Stiffener at Knee
Column Cap Plate
Use 0.2500 in. Thick Web
Horizontal
4.7500 X 0.3750 in.
10.0000 X 0.3750 in.
Knee Panel Weld Sizes
the
Knee
Web
Panel
are:
x
54.187
in.
GMAW
on
NEAR
Required (Due to Weld
Shear) Min.
Fillet Welds, around
the
Knee
Web
Panel
are:
Column Cap Plate:
0.2500
in.
x
54.187
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Column Cap Plate:
0.2500
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.2500
in.
x
54.000
in.
GMAW
on
NEAR
Side
(STD.
WELD)
Horizontal Stiffener:
0.2500
in.
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
49.687
in.
SAW
on
NEAR
Side
(STD.
WELD)'
Column Outer Flange:
0.1875
in.
x
49.687
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection Pl.:
0.1875
in.
x
54.187
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
0.3125 in x 4.750 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
Bearing Sti ffener ^vpe
Searing Stiffener at Knee
Column Cap Plate
Knee Panel Weld Sizes
Use 0.2500 =n. T_^? c{ Web
:orizontal
3.7500 X 0.5000 in.
8.0000 X 0.3750 in.
Required (Due to Weld Shear) Min.
Column Cap Plate: 0.2500 in.
Column Cap Plate:. 0.2500 in.
Horizontal Stiffener: 0.2500 in.
Horizontal Stiffener: 0.2500 in.
Column Outer Flange: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Connection Pl.: 0.1875 in.
Fillet Welds,'around
the
Knee
Web
Panel
are:
x
54.187
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
54.000
in.
GMAW
on
NEAR
Side
(STD.
WELD)•
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD}
x
49.687
in.
SAW
on
NEAR
Side
(STD.
WELD}
x
49.687
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
54.187
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
Use
3.750 in Long Complete -Joint -Penetration
Groove GMAW Weld (STD. WELD)
(STD.
WELD)- Company Standard Weld was Designed and Checked
as OK.
RAFTER
WEB STIFFENERS OVER INTERIOR COLUMNS
STIFF. CENTERLINE
LOCATED FROM
COL.
STIFFENER THE CENTER NO. OF STIFF.
STIFF.
STIFF. 146
NO.
ORIENTATION OF THE COL. STIFF. WIDTH
THICK.
LENGTH 12/022011
----
----------------------- ------ (IN.)
(IN.)
(IN.)
147
12/02/2011
5.i IN.
4
2.7500 0• 28.8750
1 VERTICAL
/
d
-i=50
2 VERTICAL
5. 1562 IN.
4
2.7500 0. J' 37.6250
Pinch Stiffener Design
- Left
Side
Located at end
of frame part
Width
Thickness
Length
(in.)
(in.).
(in.)
--------------
3
-------
3.750
---------
0.3125
------
7.0
147
12/02/2011
IP
Star Building Systems, <, OK
User: ri
Page:
g
F1- 28
R -Frame Design Program - version v3.96
y-
Job
73224A
Flange Brace Report
File: frames_3_8.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:53:18
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 2012-1/2" @ FLOOR 1 @ 14'2-1/2" @ FLOOR
1 @ 411-1/2" @ EAVE 1 @ 3'3-1/2"
1 @ 3'4
1 @ 3'6 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 4'4-3/8" @ EAVE 2 @ 4'4-3/8" @ EAVE
21 @ 5'0 21 @ 5'0
1 @ 1'3-1/4" @ PEAK 1 @ 1'3-1/4" @ 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 21.08
(N)
LFT RAFTER 4.38 8.76 13.78 18.79 23.81 28.83 33.85 38.86 43.88 48.90
(N) (F) (N) (C) (N) (C) (N), (C) (N) (C)
53.91 58.93 63.95 68.97 73.98 79.00 84.02 89.04 94.05 99.07
(N) (C) (C) (C) (C) (C) (C) (N) (C)
101.09 109.1= 1-=.1-2
(C) (N) (C)
RGT COLUMN 14.08 17.38 20.71
(N) (F) (N)
RGT RAFTER 4.38 8.76 13.78 18.79 23.81 28.83 33.85 38.86 43.88 48.9C
(N) (F) (N) (N) (C) (N). (C) (N) (M) (N)
53.91 58.93 63.95 68.97 .73.98 '79.00 84.02 89.04 94.05 99.07
(M) (N) (C) (N) (C) (C) (C) (F) (M) (M)
104.09 109.11 114.12
(M) (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
"M" Indicates that One 211x21Ix1/8" flange brace is located at the brace point
"F" Indicates One 5 ft location Large flange Brace at the brace point
---------------------------------------------------------------------------------
148
12/02/2011
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) .(Inches)
Ext.
Left Col
Star Building Systems, OK
User: r�
Page:
F1- 29
R -Frame Design Program - version v3.96
Job
73224A
Primary Deflection Report
File: frames_3_8.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0. -
--------------------------------------------------------------------------------
Start
Time:
13:53:18
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) .(Inches)
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upward)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -1.513 in. 36.32 ft. 1.323 in. 26.32 ft.
Load Comb 1 4
Defl. L/532 L/608
•��'?._ F__CT IONS for S F -N1 Posi", v e = Y. Jawa_ai
Max. Downward Deflection Max. Upward Deflection
Y -Def. X=Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -2.106 in. 101.34 ft. 1.659 in. 111.34 ft.
Load Comb 7 6
Defl. L/394 L/500
MAX RAFTER DEFLECTIONS for SPAN #3. (Positive = Y:Upward)
-----------------------------
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Right S.L. Y -Def. X -Dist. from Right S. -L.
------------------------------------------------------------------------------
Max. Def -4.312 in. 48.60 ft. 2.668 in. 45.01 ft.
Load Comb 5 115
Defl. L/246 L/398
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
--------------------
Pos. Max 1.627 in.
Load Comb 6 149
Defl. L/509 12/02/2011
--------------------
Ext.
Left Col
Int.
Column -1
Int.
Column -2
Ext Right Col
X -Def
Y -Def
X -Def
Y -Def
X -Def
Y -Def
X -Def
Y -Def
--------------------------------------------------------=---------------------
Pos.
Max
4.863
0.201
5.102
0.029
5.167
0.057
5.009
0.157
Load
Comb
121
3
121
114
121
115
121
121
Defl.
H/ 55
H/ 68
H/ 70
H/ 51
------------------------------------------------------------------------------
Neg.
Max
-6.279
-0.145
-6.572
-0.059
-6.736
-0.096
-6.481
-0.241
Load
Comb
122
121
122
1
122
3
122
3
Defl.
H/ 42
H/ 52
H/ 53
H/ 39
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upward)
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -1.513 in. 36.32 ft. 1.323 in. 26.32 ft.
Load Comb 1 4
Defl. L/532 L/608
•��'?._ F__CT IONS for S F -N1 Posi", v e = Y. Jawa_ai
Max. Downward Deflection Max. Upward Deflection
Y -Def. X=Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -2.106 in. 101.34 ft. 1.659 in. 111.34 ft.
Load Comb 7 6
Defl. L/394 L/500
MAX RAFTER DEFLECTIONS for SPAN #3. (Positive = Y:Upward)
-----------------------------
Max. Downward Deflection Max. Upward Deflection
Y -Def. X -Dist. from Right S.L. Y -Def. X -Dist. from Right S. -L.
------------------------------------------------------------------------------
Max. Def -4.312 in. 48.60 ft. 2.668 in. 45.01 ft.
Load Comb 5 115
Defl. L/246 L/398
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
--------------------
Pos. Max 1.627 in.
Load Comb 6 149
Defl. L/509 12/02/2011
--------------------
Neg. Max -1.617 in. t
Load Comb 8
Defl. L/513
--------------------
--------------------
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
120 3.0
121 3.0
122 3.0
123 3.0
Vertical Clearance at the Left Knee is 19.5126 feet
Vertical Clearance at the Right Knee is 19.4629 feet
150
12/02/2011
Star Building Systems, OK User: rv�k Page: F2- 1
R -Frame Design Program - ve"rsion v3.96 Job : 73224A
Input Data Echo File: frames_4-7.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-A\
--------------------------------------------------------------------------------
VERSION v3.96
BRAND STAR
DESCRIPTION ms2 230./24.333/26. 20./85./0.
FRAME_ID 2
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection profile seismic detail \
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224A
ANALYZE all *DATASET members brace combinations wind -array connection base
BUILDING LABEL A
LOCATION frame lines 2-5
LATERAL GRID LABEL 4 5 6 7
LONGITUDINAL GRID LABEL J F C.1 A
NUMBER FRAMES 4 *PRICE complete
TYPE LEFT ms t cs 60. 60.
TYPE RIGHT ms t cs 60. 60.
WIDTH 230. 115.
LENGTH 131.
EAVE 24.3333 *ROOF SLOPE 1.
SPANS'70. 68.87 91.13
GIRT DEPTH LEFT 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT DEPTH RIGHT 8. 1.
GIRT THICKNESS LEFT 0.059 *PURLIN THICKNESS 0.059
GIRT THICKNESS RIGHT 0.105
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN. STIF'_:SS T_ -EF- 14.993 9.841 4.02 3.503 *PURLIN ;STi�FT?^SS RIGHT \
19.771 _2.oG1 41.8306 3.818
C'JE JA3uJ 20 G �iT?OU1A
=3UILDIT:G CODE I309 U=ormal
DEAD LOAD 2.386 *COLLATERAL LOAD 5.
LIVE LOAD 20. reduce
SNOW R=O. T=1. S=N WEL=115. WER=115. WML=115. WMR=115.
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD S1=22. SS=54. TL=16. oCR=NORM aSR=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= 26.
WALL TRIBUTARY TR= 26. S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 26.50
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. TW=60..TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=1 RC=3
BRACE ATTACHMENT FLANGE
GIRT SPACING LEFT 20.2083
GIRT SPACING RIGHT 14.2083 3.2917 3.3333
GIRT BRACE LEFT N
GIRT BRACE RIGHT N F N 151
PURLIN SPACING 2@4.3642 21@5. 12/02/2011
PURLIN BRACE LEFT N FF N CC N CC N CC N CC N.CC CC CC CC -'N CC N CC N CC N C
!W)
PURLIN BRACE RIGHT N FlP FF N FF N FF N FF N FF NV FF FF FF CC CC N \
�1
C
LEFT COLUMN *RECESS 0.875
BASE W=10. T=0.375 L=13. N=2 'D=0.75
12. 0. 15. 10. 0.375 0.185 10. 0.375
0. 54. 0. 10. 0.375 0.25 10. 0.5
LEFT RAFTER 1
CONNECTION 0=4E I=4E W=10. 8. T=0.5 D=0.75
54. 25.5 10. 8. 0.25 0.25 8. 0.3125
25.5 0. 15. 8. 0.25 0.185 8. 0.3125
0. 0. 20. 8. 0.25 0.156 8. 0.25
CONNECTION 0=2E I=2E W=8. 6. T=0.375 D=0.75
0. 25.5 0. 6. 0.3125 0.185 6. 0.25
25.5 29.1191 9.0478 6. 0.3125 0.25 6. 0.375
INTERIOR COLUMN 1 *RECESS 0.875
BASE W=8. T=0.375 L=10.75 N=2 D=0.75
10. 10. 0. 8. 0.375 0.156 8. 0.375
CONNECTION 0=1F I=1F W=8. T=0.375 D=0.5
LEFT RAFTER 2
29.1191 29.5 0.9522 6. 0.3125 0.25 6. 0.375
29.5 29.5 10. 6. 0.3125 0.185 6. 0.625
CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75
29.5 0. 10. 6. 0.25 0.185 6. 0.25
0. 0. 15. 6. 0.25 0.156 6. 0.25,
0. 29.5 0. 6. 0.25 0.156 6. 0.25
CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75
RIGHT COLUMN *RECESS -0.125
BASE W=8. T=0.625 L=14. N=2 D=1.
12. 0. 15. 8. 0.3125 0.185' 8. 0.625
0. 54. 0. 8.' 0.3125 0.25 .8. 0.625
RIGHT RAFTER 1
CONNECTION 0=4E I=4E W=8. T=0.625 D=0.75
5 0. 10.3968 8.- 0.25 0.25 8. 0.3125
0.20 0.25 c. 0.15
�.2. 'C. 15. 8. 0.3125 0.25 S. 0.25
COINECTION 0=3E I=3E W=8. 6. T=0.5 D=0.75
0. 0. 20. 6. 0.5 0.185 6. 0.375
0. 42. 0. 6. 0.3125 0.25 6. 0.25
42. 42. 10. 6. 0.3125 0.25 6. 0.25
CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75
42. 42. 8.9584 6. 0.25 0.25 6. 0.375
INTERIOR COLUMN 2 *RECESS 0.875
BASE W=8. T=0.5 L=10.625 N=2 D=0.75
10. 10. 0. 8. 0.3125 0.156 B. 0.3125
CONNECTION 0=1F I=1F W=8. T=0.375 D=0.5
BRACE LEFT 19.
BRACE RIGHT 19.
RIGHT RAFTER 2
42. 42. 1.0416 6. 0.25 0.25 6. 0.375
42. 29.5 10. 6.' 0.25 0.25 6. 0.3125
29.5 29.5 0. 6. 0.25 0.185 6. 0.3125
WIND LOAD WL1 14.621 -0.1500 -1.2400 -0.9200 -0.8400 60.833 Left
WIND LOAD WL2 14.621 0.9500 -0.1400 0.1800 0.2600 60.833 Left
WIND LOAD LWL1 14.621•-1.0000 -1.6200 -1.2400 -1.0000 23.300
WIND LOAD LWL2 14.621 -1.0000 -1.2400 -1.6200 -1.0000 206.700
WIND LOAD LWL3 14.621 -1.0000 -1.0800 -0.9200 -1.0000 23.300
WIND LOAD LWL4 14.621 -1.0000 -0.9200 -1.0800 -1.0000 206.700
WIND LOAD WL3 14..621 -0.8400 -0.9200 -1.2400 -0.1500 169.167 Right
WIND LOAD WL4 14.621 0.2600 0.1800 -0.1400 0.9500 169.167 Right
LOAD COMBINATIONS
1)1. DL 1. COLL 1. PLL1 1. PLL2 *DEFL 60. 120. *PDELTA L 152-
2) 1. DL 1. COLL • 1. PLL1 1. PLL2 *DEFL 60. 120. *PDELTA R 12/02/201
3)1. DL 1. COLL 1. PLL2 1. PLL3 *DEFL 60. 120. *PDELTA L"
4)1. DL 1. COLL1. _j 1. PLL3 *DEFL 60. 11 D*PDELTA R
5)1. DL 1. COLL 1. PLL, 1. PLL3 *DEFL 60. 12u. *PDELTA L
6)1. DL 1. COLL 1. PLL1 1. PLL3 *DEFL 60. 120. *PDELTA R
7)1. DL 1. COLL 1. PLL2 *DEFL 60. 120. *PDELTA L
8)1. DL 1. COLL 1. PLL2 *DEFL 60. 120. *PDELTA R
9)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L
10)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R
11)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
12)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
13)1.06895 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
14)1.06895 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
15)1.06895 DL 1.06895 COLL 0.91 EQ *DEFL 50. 120. *PDELTA L
16)1.06895 DL 1.06895 COLL 0.91 EQ *DEFL 50. 120. *PDELTA R
17)1.06895 DL 1.06895 COLL -0.91 EQ *DEFL 50. 120. *PDELTA L
18)1.06895 DL 1.06895 COLL -0.91 EQ *DEFL 50. 120. *PDELTA R
19)0.53105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L
20)0.53105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R
21)0.53105 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
22)0.53105 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
23)0.53105 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
24)0.53105 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
25)0.8015 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L
26)0.8015 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R
27)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA L
28)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA.R
29)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA L
30)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA R
31)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *APP C *PDELTA L
32)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *APP C *PDELTA R
33)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R *APP C *PDELTA L
34)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R.*APP C *PDELTA R
35)0.8015 DL 2.5 EQ *TYPE R *APP B *PDELTA L
30')0.8015 DL -2.5 EQ *--YPE R *APP B *PDELTA P.
7) -0.0-0 1 5 JL -22 .5 '_-'.Q *TYPE E R B `�*A_-P D]E�
3 T2•- L
3) .J) . 0 0 0 15 DD . L -/ 5 --,'Q V • T Y 7 :F A
R ? P B * _ J S .. P
39)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *A?P B *PDELTA L
40)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *APP B *PDELTA R
41)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R *APP B *PDELTA L
42)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R *APP B *PDELTA R
43)0.8015 DL 3.5 EQ *TYPE R *APP K *PDELTA L
44)0.8015 DL 3.5 EQ *TYPE R *APP K *PDELTA R
45)0.8015 DL -3.5 EQ *TYPE R *APP K *PDELTA L
46)0.8015 DL -3.5 EQ *TYPE R *APP K *PDELTA R
47)1.2985'DL 1.2985 COLL 3.5 EQ *TYPE R *APP K *PDELTA L
48)1.2985 DL 1.2985 COLL 3.5 EQ *TYPE R *APP K *PDELTA R
401.2985 DL 1.2985 COLL -3.5 EQ *TYPE R *APP K *PDELTA L
50)1.2985 DL 1.2985 COLL -3.5 EQ *TYPE R *APP K *PDELTA R
51)1. DL 1. WL1 *DEFL 60. 120. *PDELTA L
52)1. DL 1. WL1 *DEFL 60. 120. *PDELTA R'
53)1. DL 1. WL2 *DEFL 60. 120. *PDELTA L
54)1. DL 1. WL2 *DEFL 60. 120. *PDELTA R
55)1. DL 1.-WL3 *DEFL 60. 120. *PDELTA L
56)1. DL 1. WL3 *DEFL 60. 120. *PDELTA R
57)1. DL 1. WL4 *DEFL 60. 120. *PDELTA L
58)1. DL 1. WL4 *DEFL 60. 120. *PDELTA R
59)0.6 DL 1. WL1 *DEFL 60. 120. *PDELTA L
60)0.6 DL 1. WL1 *DEFL 60. 120. *PDELTA R
61)0.6 DL 1. WL2 *DEFL 60. 120. *PDELTA L
62)0.6 DL 1. WL2 *DEFL 60. 120. *PDELTA R
63)0.6 DL 1. LWL1 1. RBUPLW *DEFL 60. 120. *PDELTA L
64)0.6 DL 1'. LWL1 1..RBUPLW *DEFL 60.120. *PDELTA R
65)0.6 DL 1. LWL2 1. RBUPLW *DEFL 60. 120. *PDELTA L
66)0.6 DL 1. LWL2 1. RBUPLW *DEFL 60. 120. *PDELTA R-
153
12/02/2011
ON I
67)0.6 DL 1 . LWL3 1 . • �!PLW *DEFL 6 0 . 12 0 . * PI; L
68) 0.6 DL 1. LWL3 1. tc�(JPLW *DEFL 60. 120.. *PDh� R
69)0.6 DL 1. LWL4 1. RBUPLW *DEFL 60. 120. *PDELTA L
70)0.6 DL 1. LWL4 1. RBUPLW *DEFL 60. 120. *PDELTA R
71)0.6 DL 1. WL3 *DEFL 60. 120. *PDELTA L
72)0.6 DL 1. WL3 *DEFL 60. 120. *PDELTA R
73)0.6 DL 1. WL4 *DEFL 60. 120. *PDELTA L
74)0.6 DL 1. WL4 *DEFL 60. 120. *PDELTA R
75)1. DL 1. COLL 1. WL1 *DEFL 60. 120. *PDELTA L
76)1. DL 1. COLL 1. WL1 *DEFL 60. 120. *PDELTA R
77)1. DL 1. COLL 1. WL2 *DEFL 60. 120. *PDELTA L
78)1. DL 1. COLL 1. WL2 *DEFL 60. 120. *PDELTA R
79)1. DL 1. COLL 1. WL3 *DEFL 60. 120. *PDELTA L
80)1. DL 1. COLL 1. WL3 *DEFL 60. 120. *PDELTA R
81)1. DL 1. COLL 1. WL4 *DEFL 60. 120. *PDELTA L
82)1. DL 1. COLL 1. WL4 *DEFL 60. 120. *PDELTA 'R
83)1. DL 0.75 LL 1. COLL 0.75 WL1 *DEFL 60. 120. *PDELTA L
84)1. DL 0.75 LL 1. COLL 0.75 WL1 *DEFL 60. 120. *PDELTA R
85)1. DL 0.75 LL 1. COLL 0.75 WL2 *DEFL 60. 120. *PDELTA L
86)1. DL 0.75 LL 1. COLL 0.75 WL2 *DEFL 60. 120. *PDELTA R
87)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBUPLW *DEFL 60. 120. \
*PDELTA L
88)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBUPLW *DEFL 60. 120. \
*PDELTA R
89)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBUPLW *DEFL 60. 120. \
*PDELTA L
90)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBUPLW *DEFL 60. 120. \
*PDELTA R
91)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBUPLW *DEFL 60. 120. \
*PDELTA L'
92)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBUPLW *DEFL 60. 120. \
*PDELTA R
93)1. DL 0.75 LL 1. COLL 0.75 LWL4 0.75 REUPLW *DEFL 60. 120. \.
*PDELITAL
9-^_).. DL 0.75 ?�L 1. COLL 0.75 L,pi T. 0.75 R3UPL'..v *D?=L 60. 120. \
*PDELTA R
95)1. DL 0.75 LL 1. COLL 0.75 WL3 *DEFL 60. 120. *PDELTA L
96)1. DL 0.75 LL 1. COLL 0.75 WL3 *DEFL 60. 120. *PDELTA R
97)1. DL 0.75 LL -1. COLL 0.75 WL4 *DEFL 60. 120. *PDELTA L
98)1. DL 0.75 LL 1. COLL 0.75 WL4 *DEFL 60. 120. *PDELTA R
99)1. DL 1. COLL 1. LWL1 1. RBDWLW *DEFL 60. 120. *PDELTA L
100)1. DL 1. COLL 1. LWL1 1. RBDWLW *DEFL 60. 120. *PDELTA R
101)1. DL 1. COLL 1. LWL2 1. RBDWLW *DEFL 60. 120. *PDELTA L
102)1. DL 1. COLL 1. LWL2 1. RBDWLW *DEFL 60. 120. *PDELTA R
103)1. DL 1. COLL 1. LWL3 1. RBDWLW *DEFL 60. 120. *PDELTA L
104)1. DL 1. COLL 1. LWL3 1. RBDWLW *DEFL 60. 120. *PDELTA R
105)1. DL 1. COLL 1. LWL4 1. RBDWLW *DEFL 60. 120. *PDELTA L
106)1. DL 1. COLL 1. LWL4 1. RBDWLW *DEFL 60. 120. *PDELTA R
107)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBDWLW *DEFL 60. 120. \
*PDELTA L
108)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBDWLW *DEFL 60. 120. \
*PDELTA R
109)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBDWLW *DEFL 60. 120. \
*PDELTA L
110)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBDWLW *DEFL 60. 120. \
*PDELTA R
111)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBDWLW *DEFL 60. 120. \
*PDELTA L
112)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBDWLW *DEFL 60. 120. \
*PDELTA R
113)1. DL 0.75 LL 1. COLL 0.75 LWL4 0.75 RBDWLW *DEFL 60. 120. 15�
*PDELTA L 12/02/2011
114)1. DL 0.75 LL 1. COLL 0.75 LWL4 0.75 RBDWLW *DEFL 60. 120. \
155
12/02/2011
*PDELTA R
115)1.06895 DL 1.06895 LOLL 0.91 RBDWEQ
*DEFL
6U`. 120. *PDELTA L
116)1.06895 DL 1.06895 COLL 0.91 RBDWEQ
*DEFL
60. 120. *PDELTA R
117)1.2985 DL 1.2985 COLL 2. RBDWEQ *TYPE
R *APP
C *PDELTA L
118)1.2985 DL 1.2985 COLL 2. RBDWEQ *TYPE R *APP
C *PDELTA R
119)1. LL *DEFL 60. 180. *TYPE D
120)1. WL1 *DEFL 60. 180. *TYPE D
121)1. WL2 *DEFL 60. 180. *TYPE D
122)1. LWL1 *DEFL 60. 180. *TYPE D
123)1. LWL2 *DEFL. 60. 180. *TYPE D
124)1. LWL3 *DEFL 60. 180. *TYPE D
125)1. LWL4 *DEFL 60. 180. *TYPE D
126)1. WL3 *DEFL 60. 180. *TYPE D
127)1. WL4 *DEFL 60. 180. *TYPE D
128)1.2985 DL 1. EQ *DEFL 40. 0.
*TYPE D *EQCD-3.0
129)0.8015 DL 1. EQ *DEFL 40. 0.
*TYPE D *EQCD 3.0
130)1.2985 DL -1. EQ *DEFL 40. 0.
*TYPE D *EQCD 3.0
131)0.8015 DL.. -1. EQ *DEFL 40. 0.
*TYPE D *EQCD 3.0
LOADS
IC2 EQDW GLOB M C 20.000000
19.500000
0.000000
\
# PARTITION TILL -UP WALL LINE
LC EQDW GLOB M C 20.000000
19.500000
0.000000
\
# WALL WEIGHT FOR EQ
LC RBUPLW GLOB Y C -0.875000
1.391000
0.916700
\
# WIND BRACE FORCE
LC RBUPLW GLOB L C -0.875000
1.435000
0.000000
\
# WIND BRACE FORCE
LC RBDWLW GLOB Y C 24.333000
-1.391000
0.916700
\
# WIND BRACE FORCE
LC RBUPEQ GLOB Y C -0.875000
11.280000
0.916700
\
# SEISMIC BRACE FORCE
LC RBUPEQ GLOB L C -0.875000
11.635000
0.000000
\
SEISMIC ER_E FORCE
LC R3:,)WEQ G1,103 _ C 24.333000
-__ . 250000
0.916700
\
SEISMIC B Rl_CE FORCE
IC2 VILI GLOB X U 0.000000
0.170000
0.000000
\
# PARTITION WALL WIND
IC2 WL2 GLOB X U 0.000000
0.040000
0.000000
\
# PARTITION WALL WIND
IC2 LWL$ GLOB X U 0.000000
0.230000
.0.000000
\
# PARTITION WALL WIND
IC2 WL3 GLOB X U 0.000000
-0.090000
0.000000
\
# PARTITION WALL WIND
IC2 WL4 GLOB X U 0.000000
-0.210000
0.000000
\
# PARTITION WALL WIND
END
155
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Star Building Systems,OK User: r; Page: F2- 2
R -Frame Design Program -version v3.96 •���""" Job : 73224A
Building Grid label legend File: frames_4-7..fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
--------------------------------------------------------------------------------
Building Grid Label Legend
--------------------------
--------------------------
Building
Frame Number
No. of Frames
Left Column
Right Column
Interior Column # 1:
Interior Column # 2:
A
2
4
Column @ * - J
Column @ * - A
Column @ * - F
Column @ * - C.1
*Frames located @ 4 5 6 7
156
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Star Building Systems;
*) OK
User: rr Page:
F2- 3
R -Frame Design Program
-Version v3.96
Job :
73224A
Code Summary Report
0.000
File: frames_4-7.fra Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start Time:
13:53:54
Building :A
Frame Number :2 Location: frame lines 2-5
No. of Frames: 4
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design AISC thirteenth edition 2005
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) .....................................
24.333
Horizontal width from left to right steel line (feet) ...............
230.000
Horizontal distance to ridge from left side (feet) ..................
115.000
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 side (inches) ...............................
8.250
Frame Column Inset right side (inches) ..............................
1.000
Tributary Width left A right side (feet) ------------------------- - --
26.000
................. from Height 0.00 to _:eight 2q .33
Tributary � (feet) _- - - -_
-=Jlitar'•r i`ildtl' X00= i= _
.-�J ' � 0
Frame Spans 1 to 3 (feet) 70.000 68.870 91.130
Snow Slope Factor[Cs]..............................................
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).....................................
2.386
Frame Rafter Dead Weight (psf)......................................
1.509
Total Roof Dead Weight (psf)........................................
3.895
Collateral Load to Frame Rafter (psf) ...............................
5.000
Roof Live Load Entered (psf) W/ Live Load Reduction Requested.......
20.000
Design Roof Live Load Used (psf)....................................
12.000
Roof Snow Load Entered (psf)........................................
0.000
Snow Exposure Factor [Ce] ..........................................
1.000
Snow Importance Factor [I] -- Standard Use Category .................
1.000
Snow Thermal Factor Entered TO -- User Entered ....................
1.000
Snow Thermal Factor Used TV -- 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)
-------------------- -- - - --
157
12/02/2011
No Unbalanced Roof Snow Loadings.
•PATTERN LIVE LOADING(s)
�-'----------------------- K.
1) Any two adjacent spans loaded with 1000 of the roof load & all the
remaining spans loaded with 0% (min. of 3 .spans):
100% 100% 0%
----------------
n A A
2) Alternate spans loaded with 1000 of the roof load & all the remaining
spans loaded with 0% (min. of 2 spans).
100% 0% 100% 0% 100%
--------------------------
158
12/02/2011
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 24.333
Wind Elevation on left column.(feet)................................ 24.333
Wind Elevation on right column (feet) ............................... 24.333
Total frame width (feet) ............................................ 230.000
Total building length (feet) ........................................ 131.000
Number of primary wind loadings .................................... 8
159
12/02/2011
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User: r� Page:
F2- 4
R -Frame Design Program
- version v3.96
Job :
73224A
Wind Summary Report
File: frames_4-7.fra Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start Time:
13:.53:54
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 24.333
Wind Elevation on left column.(feet)................................ 24.333
Wind Elevation on right column (feet) ............................... 24.333
Total frame width (feet) ............................................ 230.000
Total building length (feet) ........................................ 131.000
Number of primary wind loadings .................................... 8
159
12/02/2011
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 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( 26.40) -0.920( 73.60) -0.840
--------------------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.950 -0.140( 26.40) 0.180( 73.60) 0.260
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -1.000 -1.620( 10.10) -1.240( 89.90) -1.000
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -1.000 -1.240( 89.90) -1.620( 10.1%) -1.000
--------------------------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
Left Wall Left Rafter Right Rafter Right ;fall
Pri-r:ar-, Coe -i. iC.-O) -=.000 -11.030( 10.1%) -0.920( 39.9%) -1.000
--------------------------------------------------------------------------------
�iinu Load LW- 4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -1.000 -0.920( 89.90) -1.080( 10.1%) -1.000
------=-------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.840 -0.920( 73.6%) -1.240( 26.4%) -0.150
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.260 0.180( 73.6%) -0.140( 26.4%) 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
applied fully to their respective rafter.
160
12/02/2011
Star `Building Systems,
�` OK
User: r
Page:
F2- 5
R -Frame Design Program
`
- version v3.96
Job :
73224A
Continue Wind Summary
Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start
Time:
13:53:54
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 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( 26.40) -0.920( 73.60) -0.840
--------------------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.950 -0.140( 26.40) 0.180( 73.60) 0.260
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -1.000 -1.620( 10.10) -1.240( 89.90) -1.000
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -1.000 -1.240( 89.90) -1.620( 10.1%) -1.000
--------------------------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
Left Wall Left Rafter Right Rafter Right ;fall
Pri-r:ar-, Coe -i. iC.-O) -=.000 -11.030( 10.1%) -0.920( 39.9%) -1.000
--------------------------------------------------------------------------------
�iinu Load LW- 4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -1.000 -0.920( 89.90) -1.080( 10.1%) -1.000
------=-------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.840 -0.920( 73.6%) -1.240( 26.4%) -0.150
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.260 0.180( 73.6%) -0.140( 26.4%) 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
applied fully to their respective rafter.
160
12/02/2011
• N
Star Building Systems, + OK
R -Frame Design Program - -Version v3.96
Load Combinations Report
ms2 230./24.333/26. 20./85./0.
Load Combination :
------------------
19
User: Page: F2- 6
Job : 73224A
File: frames_4-7.fra Date: 12/ 2/11
Start Time: 13:53:54
1)
DL +COLL
+PLL1 +PLL2 (SOA -L)
N
A
P
2)
DL +COLL
+PLL1 +PLL2 (SOA -R)
N
A
P
3)
DL +COLL
+PLL2 +PLL3 (SOA -L")
N
A
P
4)
DL +COLL
+PLL2 +PLL3 (SOA -R)
N
A
P
5)
DL +COLL
+PLL1 +PLL3 (SOA -L)
N
A
P
6)
DL +COLL
+PLL1 +PLL3 (SOA -R)
N
A
P
7)
DL +COLL
+PLL2 (SOA -L)
N
A
P
8)
DL +COLL
+PLL2 (SOA -R)
N
A
P
9)
DL +LL +COLL (SOA -L)
N
A
P
10)
DL +LL +COLL (SOA -R)
N
A
P
11)
1.069DL +0.91EQ (SOA -L)
N
A
P
12)
1.069DL +0.91EQ (SOA -R)
N
A
P
13)
1.069DL-0.91EQ (SOA -L)
N
A
P
14)
1.069DL-0.91EQ
(SOA -R)
N
A
P
15)
1.069DL +1.069COLL +0.91EQ (SOA
-L)
N
A
P
16)
1.069DL +1.069COLL +0.91EQ (SOA
-R)
N
A
P
17)
1.069DL +1.069COLL-0.91EQ (SOA
-L)
N
A
P
18)
1.069DL +1.069COLL-0.91EQ (SOA
-R)
N
A
P
19)
0.5311DL
+0.91RBUPEQ (SOA -L)
N
A
P
20)
0.5311DL
+0.91RBUPEQ (SOA -R)
N
A
P
21)
0.5311DL
+0.91EQ (SOA -L)
N
A
P
22)
0.5311DL
+0.91EQ (SOA -R)
N
A
P
23)
0.5311DL
-0.91EQ (SOA -L)
N
A
P
24)
0.5311DL
-0.91EQ (SOA -R)
N
A
P
25)
0.8015DL
=2.R3UPEQ (SOA -L)
N
C
R
P
26)•
0.8015DL
+`'.R3UPE'Q (SOA- R)
N
C
27
0.801=DL
+2.5EQ (S01" -L)
28)
0.8015DL
+2.5EQ (SOn-R)
N
C
R
P
29)
0.8015DL
-2.5EQ (SOA -L)
NSC
R
P
30)
0.8015DL
-2.5EQ (SOA -R)
N
C
R
P
31)
1.2985DL
+1.2985COLL +2.5EQ
(SOA -L)
N
C
R
P
32)
1.2985DL
+1.2985COLL +2.5EQ
(SOA -R)
N
C
R
P
33)
1.2985DL
+1.2985COLL -2.5EQ
(SOA -L)
N
C
R
P
34)
1.2985DL
+1.2985COLL -2.5EQ
(SOA -R)
N
C
R
P
35)
0.8015DL
+2.5EQ (SOA -L)
N
B
R
P
36)
0.8015DL
+2.5EQ (SOA -R)
N
B
R
P
37)
0.8015DL
-2.5EQ (SOA -L)
N
B
R
P
38)
0.8015DL
-2.5EQ (SOA -R)
N
B
R
P
39)
1.2985DL
+1.2985COLL +2.5EQ
(SOA -L)
N
B
R
P
40)
1.2985DL
+1.2985COLL +2.5EQ
(SOA -R)
N
B
R
P
41)
1.2985DL
+1.2985COLL -2.5EQ
(SOA -L)
N
B
R
P
42)
1.2985DL
+1.2985COLL -2.5EQ
(SOA -R)
N.B
R
P
43)
0.8015DL
+3.5EQ (SOA -L)
N
K
R
P
44)
0.8015DL
+3.5EQ (SOA -R)
N
K
R
P
45)
0.8015DL
-3.5EQ (SOA -L)
N
K
R
P
46)
0.8015DL
-3.5EQ (SOA -R)
N
K
R
P
47)
1.2985DL
+1.2985COLL +3.5EQ
(SOA -L)
N
K
R
P
48)
1.2985DL
+1.2985COLL +3.5EQ
(SOA -R)
N
K
R
P
49)
1.2985DL
+1.2985COLL -3.5EQ
(SOA -L)
N
K
R
P
50)'1.2985DL
+1.2985COLL -3.5EQ
(SOA -R)
N
K
R
P
161
12/02/2011
Star Building Systems, OK
R -Frame Design Program - v-ersi.on v3.96
Continue Load Comb Report
ms2 230./24.333/26. 20./85./0.
Load Combination :
------------------
User: Ip Page: F2- 7
Job : 73224A
File: frames_4-7.fra Date: 12/ 2/11
Start -Time: 13:53:54
51)
DL +WL1 (SOA -L)
N
A
P
52)
DL +WL1 (SOA -R)
N
A
P
53)
DL +WL2 (SOA -L)
N
A
P
54)
DL +WL2 (SOA -R)
N
A
P
55)
DL +WL3 (SOA -L)
N
A
P
56)
DL +WL3 (SOA -R)
N
A
P
57)
DL +WL4 (SOA -L)
N
A
P
58)
DL +WL4 (SOA -R)
N
A
P
59)
0.6DL +WL1 (SOA -L)
N
A
P
60)
0.6DL +WL1 (SOA -R)
N
A
P
61)
0.6DL +WL2 (SOA -L)
N
A
P
62)
0.6DL +WL2 (SOA -R)
N
A
P
63)
0.6DL +LWL1 +RBUPLW (SOA -L)
N
A
P
64)
0.6DL +LWL1 +RBUPLW (SOA -R)
N
A
P
65)
0.6DL +LWL2 +RBUPLW (SOA -L)
N
A
P
66)
0.6DL +LWL2 +RBUPLW (SOA -R)
N
A
P
67)
0.6DL +LWL3 +RBUPLW (SOA -L)
N
A
P
68)
0.6DL +LWL3 +RBUPLW (SOA -R)
N
A
P
69)
0.6DL +LWL4 +RBUPLW (SOA -L)
N
A
P
70)
0.6DL +LWL4 +RBUPLW (SOA -R)
N
A
P
71)
0.6DL +WL3 (SOA -L)
N
A
P
72)
0.6DL +WL3 (SOA -R)'
N
A
P
73)
0.6DL +WL4 (SOA -L)
N
A
P
74)
0.6DL +WL4 (SOA -R)
N
A
P
7-•)
DL +COLL -i'+L (SOA -L)
N
A
.,6)'
D_ +COLL +W!,s ( SJ? -R )
.v
P
77'
DL -COLI, . WL2 ( SOA -L)
i S )
DL +COLL +WT 2 (S 0 ,- R)
N
• A
P
79)
DL +COLL +WL3 (SOA -L)
N
A
P
80)
DL +COLL +WL3 (SOA -R)
N
A
P
81)
DL +COLL +WL4 (SOA -L)
N
A
P
82)
DL +COLL +WL4 (SOA -R)
N
A
P
83)
DL +0.75LL +COLL +0.75WL1 (SOA -L)
N
A
P
84)
DL +0.75LL +COLL +0.75WL1 (SOA -R)
N
A
P
85)
DL +0.75LL +COLL +0.75WL2 (SOA -L)
N
A
P
86)
DL +0.75LL +COLL +0.75WL2 (SOA -R)
N
A
P
87)
DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
(SOA -L)
N
A
P
88)
DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
(SOA -R)
N
A
P
89)
DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
(SOA -L)
N
A
P
90)
DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
(SOA -R)
N
A
P
91)
DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
(SOA -L)
N
A
P
92)
DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
•(SOA -R)
N
A
P
93)
DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
(SOA -L)
N
A
P
94)
DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
(SOA -R)
N
A
P
95)
DL +0.75LL +COLL +0.75WL3 (SOA -L)
N
A
P
96)
DL +0.75LL +COLL +0.75WL3 (SOA -R)
N
A
P
97)
DL +0.75LL +COLL +0.75WL4 (SOA -L)
N
A
P
98)
DL +0.75LL +COLL +0.75WL4 (SOA -R)
N
A
P
99)
DL +COLL +LWL1 +RBDWLW (SOA -L)
N
A
P
100)
DL +COLL +LWL1 +RBDWLW (SOA -R)
N
A
P
162
12/02/2011
Star Building Systems, OK
R -Frame Design Program - version v3.96
Continue Load Comb Report
ms2 230./24.333/26. 20./85./0.
Load Combination :
------------------
User : rx_ . Page: F2- 8
Job : 73224A
File: frames_4-7.fra Date: 12/ 2/11
Start Time: 13:53:54
101) DL +COLL +LWL2 +RBDWLW (SOA -L)
102) DL +COLL +LWL2 +RBDWLW (SOA -R)
103) DL +COLL +LWL3 +RBDWLW (SOA -L)
104) DL +COLL +LWL3 +RBDWLW (SOA -R)
105) DL +COLL +LWL4 +RBDWLW (SOA -L)
106) DL +COLL +LWL4 +RBDWLW (SOA -R)
107) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
108) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
109) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
110) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
111) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
112) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
113) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
114) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
115) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -L)
116) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -R)
117) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -L)
118) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -R)
119) LL
120) WL1
121) WL2
122) LWL1
123) LWL2
124) LWL3
'_25) L?L4
125) uiT•3
12 7 ) ifi
123) 1.2985D_ -EQ
12.9) 0.8015DL +EQ
130) 1.2985DL -EQ
131) 0.8015DL -EQ
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
( SOA -R)
(SOA -L)
( SOA -R)
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N A P
N C R P
N C R P
D
D
D
D
D
D
D
D
D
D E
D E
D E
D E
163
12/02/2011
Where
DL =
COLL =
PLL1 =
PLL2 =
PLL3 =
LL =
EQ =
RBUPEQ=
WL1 =
WL2 =
WL3 =
WL4 =
LWL1 =
RBUPLW=
LWL2 =
LWL3 =
LWL4 =
RBDWLW=
RBDWEQ=
Roof Dead Load
Roof Collateral Load
Pattern Live Load [PLLxx]
Pattern Live Load [PLLxx]
Pattern Live Load [PLLxx]
Roof Live Load
Lateral Seismic Load [parallel to
Upward Acting Rod Brace Load from
Lateral Primary Wind Load
Lateral Primary Wind Load
Lateral Primary Wind Load
Lateral Primary Wind Load
Longitudinal Primary Wind Load
Upward Acting Rod Brace Load from
Longitudinal Primary Wind Load
Longitudinal Primary Wind Load
Longitudinal Primary Wind Load
plane of frame]
Longit. Seismic
Longitud. Wind .
Downward Acting Rod Brace Load from Longit. Wind
Downward Acting Rod Brace Load from Long. Seismic
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Al1Ci,va'J e Stress Design Comb__iatlon - '_SD05
C= Column Only Co::1b_nati on. 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
164
12/02/2011
Star Building Systems, i� OK
User: rV
Page.
F2- 9
R -Frame Design Program - -v-,:--rsion v3.96
Job .
73224A
Continue Load Comb Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:53:54
Where
DL =
COLL =
PLL1 =
PLL2 =
PLL3 =
LL =
EQ =
RBUPEQ=
WL1 =
WL2 =
WL3 =
WL4 =
LWL1 =
RBUPLW=
LWL2 =
LWL3 =
LWL4 =
RBDWLW=
RBDWEQ=
Roof Dead Load
Roof Collateral Load
Pattern Live Load [PLLxx]
Pattern Live Load [PLLxx]
Pattern Live Load [PLLxx]
Roof Live Load
Lateral Seismic Load [parallel to
Upward Acting Rod Brace Load from
Lateral Primary Wind Load
Lateral Primary Wind Load
Lateral Primary Wind Load
Lateral Primary Wind Load
Longitudinal Primary Wind Load
Upward Acting Rod Brace Load from
Longitudinal Primary Wind Load
Longitudinal Primary Wind Load
Longitudinal Primary Wind Load
plane of frame]
Longit. Seismic
Longitud. Wind .
Downward Acting Rod Brace Load from Longit. Wind
Downward Acting Rod Brace Load from Long. Seismic
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Al1Ci,va'J e Stress Design Comb__iatlon - '_SD05
C= Column Only Co::1b_nati on. 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
164
12/02/2011
165
12/02/2011
Page:
F2- TO
Star
Building
Systems,
C
OK
User:
ry
R -Frame Design Program
- D�rsion
v3.96
=
Job :
73224A
User
Load
Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2
-------"-----
230./24.333/26.
-------------------------------------------------------------------
20./85./0.
Start
Time:
13:53:54
* USER INPUT LOADS
-------------------
LOAD
MEM
NAME
SYS
DIR
TYP DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
IC2
EQDW
GLOB
M
C
20.000
19.5000
0.0000
0.000
2
LC
EQDW
GLOB
M
C
20:000
19.5000
0.0000
0.000
3
LC
RBUPLW
GLOB
Y
C
-0.875
1.3910
0.0000
0.917
4
LC
RBUPLW
GLOB
L
C
-0.875
1.4350
0.0000
0.000
5
LC
RBDWLW
GLOB
Y
C
24.333
-1.3910
0.0000
0.917
6
LC
RBUPEQ
GLOB
Y
C
-0'.875
11.2800
0.0000
0.917
7
LC
RBUPEQ
GLOB
L
C
-0.875
11.6350
0.0000
0.000
8
LC
RBDWEQ
GLOB
Y
C
24.333
•-11.2800
0.0000
0.917
9
IC2
WL1
GLOB
X
U
0.000
0.1700
0.0000
0.000
10
IC2
WL2
GLOB
X
U
0.000
0.0400
0.0000
0.000
11
IC2
LWL$
GLOB
X
U
0.000
0.2300
0.0000
0.000
12
IC2
WL3
GLOB
X
U
0.000
-0.0900
0.0000
0.000
13
IC2
WL4
GLOB
X
U
0.000
-0.2100
0.0000
0.000
165
12/02/2011
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
Star Building Systems,
i`, OK
User: rill, Page:
F2- 11
R -Frame Design Program
Load Report
ms2 230./24.333/26.
- lrersion v3.96
20./85./0.
Job :
File: frames_4-7.fra Date:
Start Time:
73224A
12/ 2/11
13:53:54
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
IC2
EQDW
GLOB
M
C
2.0.000
19.5000
N/A
0.000
2
LC
EQDW
GLOB
M
C
20.000
19.5000
N/A
0.000
3
LC
RBUPLW
GLOB
Y
C
-0.875
1.3910
N/A
0.917
4
LC
RBUPLW
GLOB
L
C
-0.875
1.4350
N/A
0.000
5
LC
RBDWLW
GLOB
Y
C
24.333
-1.3910
N/A
0.917
6
LC
RBUPEQ
GLOB
Y
C
-0.875
11.2800
N/A
0.917
7
LC
RBUPEQ
GLOB
L
C
-0.875
11.6350
N/A
0.000
8
LC
RBDWEQ
GLOB
Y
C
24.333
-11.2800
N/A
0.917
9
IC2
WL1
GLOB
X
U
0.000
0.1700•
N/A
0.000
10
IC2
WL2
GLOB
X
U
0.000
0.0400
N/A
0.000
11
IC2
LWL$
GLOB
X
U
0.000
0.2300
N/A
0.000
12
IC2
WL3
GLOB
X
U
0.000
-0.0900
N/A
0.000
13
IC2
WL4
GLOB
X
U
0.000
-0.2100
N/A
0.000
14
IC2
LWL1
GLOB
X
U
0.000
0.2300
N/A
0.000
15
IC2
LWL2
GLOB
X
U
0.000
0.2300
N/A
0.000
16
IC2
LWL3
GLOB
X
U
0.000
0.2300
N/A
0.000
17
IC2
LWL4
GLOB
X
U
0.000
0.2300
N/A
0.000
18
LR
DL
XREF
Y
U
0.000
-0.0620
N/A
0.000
19
RR
DL
XREF
Y
U
0.000
-0.0620
N/A
0.000
20
LC
SW
GLOB
Y
U
-0.875
-0.0524
N/A
0.000
21
LR
SW
GLOB
Y
U
0.000
-0.0320
N/A
0.000
22
RC
SW
GLOB
Y
U
0.125
-0.0509
N/A
0.000
23
FR
SW
GLOB
='
U
0.000
-0.04_55
N/A
0.000
_ _
.C1
-r1
Y]REF
-,
U
-0.375
-0. 0257
N/A
27.36'
25
1-C2
Siff
Y R EFE
U
-0.875
-0.0223
N/A
28 _ S=.S
26
LR
LL
XREF
y
U
0.000
-0.3120
N/A
0.000
27
RR
LL
XREF
Y
U
0.000
-0.3120
N/A
0.000
28
LR
PLL1
XREF
Y
U
0.000
-0.3120
N/A
70.000
29
LR
PLL2
XREF
Y
U
70.000
-0.3120
N/A
45.000
30
RR
PLL2
XREF
Y
U
91.130
-0.3120
N/A
23.870
31
RR
PLL3
XREF
Y
U
0.000
-0.3120
N/A
91.130
32
LR
COLL
XREF
Y
U
0.000
-0.1300
N/A
0.000
33
RR
COLL
XREF
Y
U
0.000
-0.1300
N/A
0.000
34
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
35
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
36
LC
WL1
MEMB
Y
U
0.000
0.0570
N/A
0.000
37
RC
WL1
MEMB
Y
U
0.000
0.3193
N/A
0.000
38
LR
WL1
MEMB
Y
U
0.000
0.4714
N/A
0.000
39
RR
WL1
MEMB
Y
U
0.000
0.3497
N/A
0.000
40
LR
WL1
MEMB
Y
U
57.754
-0.1216
N/A
0.000
41
LC
WL2
MEMB
Y
U
0.000
-0.3611
N/A
0.000
42
RC
WL2
MEMB
Y
U
0.000
-0.0988
N/A
0.000
43
LR
WL2
MEMB
Y
U
0.000
0.0532
N/A
0.000
44
RR
WL2
MEMB
Y
U
0.000
-0.0684
N/A
0.000
45
LR
WL2
MEMB
Y
U
57.754
-0.1216
N/A
0.000
46
LC
LWL1
MEMB
Y
U
0.000
0.3801
N/A
0.000
47
RC
LWL1
MEMB
Y
U
0.000
0.3801
N/A
0.000
48
LR
LWL1
MEMB
Y
U
0.000
0.6158
N/A
0.000
49
RR
LWL1
MEMB
Y
U
0.000
0.4714
N/A
0.000
50
LR
LWL1
MEMB
Y
U
20.091
-0.1445
N/A
0.000
166
12/02/2011
167
12/02/2011
Star
Building Systems,
kl OK
)
User:
r�.
Page:
F2- 12
R -Frame
Design
Program
I I
- version
v3.96
Job :
73224A
Load
ms2
Report
230./24.333/26.
20./85./0.
File: frames_4-7.fra
Start
Date:
Time:
12/ 2/11
13:53:54
--------------------------------------------------------------------------------
51
LC
LWL2
MEMB
Y U
0.000
0.3801
N/A
0.000
52
RC
LWL2
MEMB
Y U
0.000
0.3801
N/A
0.000
53
LR
LWL2
MEMB
Y U
0.000
0.4714
N/A
0.000
54
RR
LWL2
MEMB
Y U
0.000
0.6158
N/A
0.000
55
RR
LWL2
MEMB
Y U
20.559
-0.1445
N/A
0.000
56
LC
LWL3
MEMB-
Y U
0.000
0.3801
N/A
0.000
57
RC
LWL3
MEMB
Y U
0.000
0.3801
N/A
0.000
58
LR
LWL3
MEMB
Y U
0.000
0.4106
N/A
0.000
59
RR
LWL3
MEMB
Y U
0.000
0.3497
N/A
0.000
60
LR
LWL3
MEMB
Y U
20.091
-0.0608
N/A
0.000
61
LC
LWL4
MEMB
Y U
0.000
0.3801'
N/A
0.000
62
RC
LWL4
MEMB
Y U
0.000
0.3801
N/A
0.000
63
LR
LWL4
MEMB
Y U
0.000
0.3497
N/A
0.000
64
RR
LWL4
MEMB
Y U
0.000
0.4106
N/A
0.000
65
RR
LWL4
MEMB
Y U
20.559
-0.0608
N/A
0.000
66
LC
WL3'
MEMB
Y U
0.000
0.3193
N/A
0.000
67
RC
WL3
MEMB
Y U
0.000
0.0570
N/A
0.000
68
LR
WL3
MEMB
Y U
0.000
0.3497
N/A
0.000
69
RR
WL3
MEMB
Y U
0.000
0.4714
N/A
0.000
70
RR
WL3
MEMB
Y U
58.222
-0.1216
N/A
0.000
71
LC
WL4
MEMB
Y U
0.000
-0.0988
N/A
0.000
72
RC
WL4
MEMB
Y U
0.000
-0.3611
N/A
0.000
73
LR
WL4
MEMB
Y U
0.000
-0.0684
N/A
0.000
74
RR
WL4
MEMB
Y U
0.000
0.0532
N/A
0.000
75
RR
WL4
MEMB
Y U
58.222
-0.1216
N/A
0.000
167
12/02/2011
C OK
User: r
Page:
F2- 13
Star Building Systems,
Seismic Loads Required for Building ................................
Yes
'
R -Frame Design Program - �crsion v3.96
-
Job :
73224A
Seismic Summary Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:53:54
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] 0g) ..... ---
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g)
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g)
0.2875
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) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
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! Q) .............
0.00
Snow in Seismic Load Combinations [Used] ( o ) .......................
0.00
Snow in Seismic Load Combinations [Min. Required] (o) ..............
0.00
Mezz. Live load in Seismic Force Calculations [Used] (o) ...........
0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (o) ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] (o) ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (o) ...
100.00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .....................................
7.3000
Seismic Deflection Amplification Factor NO .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
5.141
Theta [Px*Delta/Vx/hx/Cd]...........................................
0.017
Theta Max [.5/BETA/Cd] where BETA=1.0. ...............................
0.167
Roof Dead Load 29.384
Wall Weight 1.898
Collateral Load 29.900
Snow Load 0.000
Rafter Crane Weight 0.000
-------------------------------------
Total Roof Weight 61.182 kips
User Mass Load (1) = 39.000
----7--------------------------------
Total User. Mass 39.000 kips 168
12MT2011
Total Roof Weight 61.182
-------------------------------------
BASE SHEAR = 14.0965 kips
Seismic
Load for Roof
Total User Mass
= 000
Mezzanine Weight
kips
Col. Crane Weight
= 0.000
-------------------------------------
TOTAL Bldg Weight
= 100.182 kips
X
X
Seismic Coeff.
= 0.1407
-------------------------------------
BASE SHEAR = 14.0965 kips
Seismic
Load for Roof
at
col #'1 =
1.9122
kips
Seismic
Load for Roof
at
col # 2 =
2.2261
kips
Seismic
Load for Roof
at
col # 3 =
3.1935
kips
Seismic
Load for Roof
at
col # 4 =
2.2073
kips
---------------------------------------------------
SEISMIC
LOAD for Roof
in
TOTAL =
9.5390
kips
Seismic
Ld for Mass #
1
@ col # 1 =
2.2787
kips
Seismic
Ld for Mass #
1
@ col # 2 =
0.0000
kips
Seismic
Ld for Mass #
1
@ col # 3 =
2.2787
kips
Seismic
Ld for Mass #
1
@ col # 4 =
0.0000
kips
---------------------------------------------------
SEISMIC
LOAD for Mass
in
TOTAL =
4.5574
kips
169
12/02/2011
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD
MEM
ION
SYS
DIR
Star .Building Systems,
C OK
User: ri',�)
Page:
F2- 14
R -Frame Design Program
- V�e'rsion v3.96
2.2261
Job :
73224A
Continued Seismic Load
Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start
Time:
13:53:54
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
NO.
0.000
2.2787
N/A
0.000
2.2261
N/A
76
LC
EQ
YREF
X
C
21.356
77
LC
EQ
YREF
X
C
20.000
78
IC1
EQ
YREF
X
C
28.195
79
IC2
EQ
YREF
X
C
29.366
80
IC2
EQ
YREF
X
C
20.000
81
RC
EQ
YREF
X
C
21.489
INTENSITY
LENGTH
START
END
1.9122
N/A
0.000
2.2787
N/A
0.000
2.2261
N/A
0.000
3.1935
N/A
0.000
2.2787
N/A
0.000
2.2073
N/A
0.000
170
12/02/2011
Star Building Systems, C. OK User: rv, Page: F2- 1'5
R -Frame Design Program - rrersion v3.96 Job : 73224A
Forces and Allowable Stresses Summary File: frames_4-7.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
--------------------------------------------------------------------------------
Left Column Analysis Length = 22.33 ft Kx = 1.00 Weight = 1164. lbs
Effective Ix = 5022.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
1 15.00 12.000 42.891 10.00x 0.3750 0.1850 10.00x 0.3750 9.74 55.0
2 5.39 42.891 54.000 10.00x 0.3750 0.2500 10.00x 0.5000 9.74 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 -25.6 -227.3 -17.5 8.0 32.9 14.6 1.5 0.80 0.55 0.97 0.97 5
205 -25.3 -308.1 -17.5 6.6 32.9 14.2 1.7 0.39 0.42 0.78 0.78 5
--------------------------------------------------------------------------------
Left Rafter # 1 Analysis Length = 67.15 ft Kx = 1.00 Weight = 2263. lbs
Effective Ix = 1259.5 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 10.00 54.000 25.500 8.00x 0.2500 0.2500 8.00x 0.3125 -13.36 55.0
4 15.00 •25.500 25.500 8.00x 0.2500 0.1850 8.00x 0.3125 0.00 55.0
5 20+00 25.500 25=500 8.00x. 0.3500 0.1560 3.00x 0.2500 0.00 55.0
___09 25.500 25.500 6.00x 0.3125 0.1850 6.�0� x.!500 0_00 55.0
7 9.05 25.500 29.119 6.00;•_ 0.3125 0.2500 6.00x 0.3750 1.91 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
--------------------------------------------------------------------------------
312 -18.6 -141.3 15.8 12.4 37.3 28.8 7.6 0.08 0.67 0.78 0.78 5
401 20.0 112.7 -11.6 32.5 21.0 32.9 4.1 0.58 0.92 0.54 0.92 65
514 -17.0 94.7 0.1 11.7 20.6 32.8 2.9 0.01 0.97 0.64 0.97 6
612 -9.2 -79.1 -13.3 14.6 32.9 27.5 4.1 0.67 0.50 0.64 0.67 2
710 -8.8 -205.1 -17.7 15.6 30.8 34.7 5.9 0.36 0.93 0.78 0.93 2
--------------------------------------------------------------------------------
Interior Column # 1 Analysis Length = 29.07 ft Kx = 1.00 Weight = 717. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start (in) End(in) ( in) Thick ( in) Angle
(ksi)
8 27.86 10.000 10.000 8.00x 0.3750 0.1560 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 If lg Max Comb
-------------------------------------------------------------------------
801 -37.3 0.0 0.0 5.7 0.0 0.0 17.4 0.00 0.87 0.87 0.877 2
------------------------------------------------------------------------12=/2Mt--
Star Building Systems,. % OK User: ro Page: F2- 16
R -Frame Design Program - version v3.96 Job : 73224A
Forces and Allowable Stresses Summary File: frames_4-7.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
--------------------------------------------------------------------------------
Left Rafter # 2 Analysis Length = 45.16 ft Kx = 1.00 Weight = 1327. lbs
Effective Ix = 1349.4 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
9 0.95 29.119 29.500 6.00x 0.3125 0.2500 6.00x 0.3750 1.91 55.0
10 10.00 29.500 29.500 6.00x 0.3125 0.1850 6.00x 0.6250 0.00 55.0
11 10.00 29.500 29.500 6.00x 0.2500 0.1850 6.00x 0.2500 0.00 55.0
12 15.00 29.500 29.500 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0
13 9.41 29.500 29.500 6.00x 0.2500 0.1560 6.00x 0.2500 0.00 55.0
-----------------------------------------------------------7--------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
901 -12.0 -221.3 18.3 16.7 35.3 34.6 5.8 0.47 0.86 0.83 0.86 2
1001 -12.0 -204.7 17.8 18.0 32.9 32.9 3.1 1.0 0.87 0.64 1.0
2
1101 -11.6 -53.3 12.5 9.8 32.9 26.8 3.1 0.73 0.35 0.41 0.73 2
1212 -4.3 116.2 -0.1 10.2 25.7 32.9 2.2 0.01 0.85 0.67 0.85 8
1312 -8.2 -0.9 -10.4 14.0 32.9 25.7 2.2 1.0 0.04 0.04 1.0
3
--------------------------------------------------------------------------------
Right-- Column Analysis Length = 21.46 f;_ Kx 1.00 Weight = 1087. lbs
Effective Tx _ 4701.6 _n4
Part Leng"h Web Height at Outer Flange Web Inner Flange Tape- Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
14 15.00 12.000 44.568 8.00x 0.3125 0.1850 8.00x 0.6250 10.26 55.0
15 4.34 44.568 54.000 8.00x 0.3125 0.2500 8.00x 0.6250 10.26 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
--------------------------------------------------------------------------------
1412 -29.4 -224.0 -17.9 7.7 32.9 17.9 1.4 0.75 0.62 0.76 0.76 6
1503 -29.3 -256.5 -17.9 6.2 32.8 16.4 2.0 0.36 0.58 0.77 0.77 6
--------------------------------------------------------------------------------
172
12/02/2011
Right Rafter # 1 Analysis Length = 88.68 ft Kx = 1.00 Weight = 4386. lbs
Effective Ix = 3768.9 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick .(in) Angle
(ksi)
16 10.40 54.000 47.883 8.00x 0.2500 0.2500 8.00x 0.3125 -2.81 55.0
17 10.00 47.883 42.000 8.00x 0.2500 0.2500 8.00x 0.2500 ,-2.81' 55.0
18 15.00 42.000 42.000 8.00x 0.3125 0.2500 8.00x 0.2500 0.00 55.0
19 20.00 42.000 42.000 6.00x 0.5000 0.1850 6.00x 0.3750 0.00 55.0
20 12.50 42.000 42.000 6.00x 0.3125 0.2500 6.00x 0.2500 0.00 55.0
21 10.00 42.000 42.000 6.00x 0.3125 0.2500 6.00x 0.2500 0.00 55.0
22 8.96 42.000 42.000 6.00x 0.2500 0.2500. 6.00x 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
---------------------------------------------------------------------
1601 -19.6 -276.6 25.1 8.2 32.9 22.9 1.7 1.0 0.50 0.66 1.0
1712 6-8.9 222.8 9.4 8.7 19.9 32.9 2.8 0.37 0.91 0.56 0.91 3
1817 -8.2 301.3 1.2 9.0 25.5 32.9 2.8 0.04 0.87 0.72 0.87 3
1905 16.7 -217.6 -0.3 32.5 30.8 18.8 1.5 0.03 0.51 0.92 0.92 65
2001 16.8 -173.2 6.0 32.5 32.9 16.1 2.8 0.20 0.45 0.94 0.94 65
2112 -6.3 -142.4 -22.1 7.4 32.9 25.6 2.8 0.74 0.39. 0.51 0.74 3
2211 -5.8 -365.5 -27.1 11.5 32.9 29.7 2.8 0.91 0.96 0.96 0.96 3
-------------------------------------------------------------- -----------------
-Znte-rior Column # 2 Analysis Length = 30.24 ft Kx = 1.00 Weight = 637. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
23 28.55 10.000 10.000 8.00x 0.3125 0.1560 8.00x 0.3125 0.00 55.0
-----------------------------------------7-------------------7-------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
---------------------------------------------------------------------
2309 -41.6 -17.9 -0.1 11.7 32.9 24.0 17.4 0.00 0.80 0.90 0.90 97
-----------------------------------------------------------------------
Right Rafter # 2 Analysis Length = 24.02 ft Kx = 1.00 Weight = 856. lbs
Effective Ix = 1349.4. in4
Part Length
Web Height at
Outer Flange
Web
Star Building Systems,
�� OK
User: riA Page:
F2- 17
R -Frame Design Program
- Version v3.96
Job :
73224A
Forces and Allowable Stresses Summary
File: frames_4-7.fra Date:
12/ 2/11
ms2 230./24.333/26.
---------------------------------------------------------------------------
20./85./0.
Start Time:
13:53:54
Right Rafter # 1 Analysis Length = 88.68 ft Kx = 1.00 Weight = 4386. lbs
Effective Ix = 3768.9 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick .(in) Angle
(ksi)
16 10.40 54.000 47.883 8.00x 0.2500 0.2500 8.00x 0.3125 -2.81 55.0
17 10.00 47.883 42.000 8.00x 0.2500 0.2500 8.00x 0.2500 ,-2.81' 55.0
18 15.00 42.000 42.000 8.00x 0.3125 0.2500 8.00x 0.2500 0.00 55.0
19 20.00 42.000 42.000 6.00x 0.5000 0.1850 6.00x 0.3750 0.00 55.0
20 12.50 42.000 42.000 6.00x 0.3125 0.2500 6.00x 0.2500 0.00 55.0
21 10.00 42.000 42.000 6.00x 0.3125 0.2500 6.00x 0.2500 0.00 55.0
22 8.96 42.000 42.000 6.00x 0.2500 0.2500. 6.00x 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
---------------------------------------------------------------------
1601 -19.6 -276.6 25.1 8.2 32.9 22.9 1.7 1.0 0.50 0.66 1.0
1712 6-8.9 222.8 9.4 8.7 19.9 32.9 2.8 0.37 0.91 0.56 0.91 3
1817 -8.2 301.3 1.2 9.0 25.5 32.9 2.8 0.04 0.87 0.72 0.87 3
1905 16.7 -217.6 -0.3 32.5 30.8 18.8 1.5 0.03 0.51 0.92 0.92 65
2001 16.8 -173.2 6.0 32.5 32.9 16.1 2.8 0.20 0.45 0.94 0.94 65
2112 -6.3 -142.4 -22.1 7.4 32.9 25.6 2.8 0.74 0.39. 0.51 0.74 3
2211 -5.8 -365.5 -27.1 11.5 32.9 29.7 2.8 0.91 0.96 0.96 0.96 3
-------------------------------------------------------------- -----------------
-Znte-rior Column # 2 Analysis Length = 30.24 ft Kx = 1.00 Weight = 637. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
23 28.55 10.000 10.000 8.00x 0.3125 0.1560 8.00x 0.3125 0.00 55.0
-----------------------------------------7-------------------7-------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks --------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
---------------------------------------------------------------------
2309 -41.6 -17.9 -0.1 11.7 32.9 24.0 17.4 0.00 0.80 0.90 0.90 97
-----------------------------------------------------------------------
Right Rafter # 2 Analysis Length = 24.02 ft Kx = 1.00 Weight = 856. lbs
Effective Ix = 1349.4. in4
Part Length
Web Height at
Outer Flange
Web
Inner Flange
Taper
Fy
No.
(ft)
Start(in)
End(in)
(in)
Thick
(in)
Angle
(ksi)
24
1.04
42.000
42.000
6.00x 0.2500
0.2500
6.00x 0.3750
0.00
55.0
25
10.00
42.000
29.500
6.00x 0.2500
0.2500
6.00x 0.3125
-5.95
55.0
26
13.21
29.500
29.500
6.00x 0.2500
0.1850
6.00x 0.3125
0.00
55.0
------------------------------------------------------------------.---
Point
---Actual Forces---- --Allowable
Stresses--
-------Unity
173
12i02/2011
. Checks--------
No. Axial
Moment_
Shear
Fa Fbo Fbi
Fv
Shear Axial+Bend Comb
Load
(kip)
-----------------------
(k -f t)
(ki• .'(ksi)
------------------------
(ksi)
(ksi)
(ksi)
•
-`=-
Oflg
----------------------
Iflg
Max Comb
2401 -10.9
-365.5
22.0 11.5
32.9
29.7
2.8
0.74
0.96
0.97
0.97 3
2501 -10.8
-346.2
21.5 11.1
32.9
28.9
2.8
0.54
0.94
1.0
1.0
3
2601 -10.4
-164.1
16.1 13.9
32.9
30.7
3.1
0.93
0.87
'0.86
0.93' 3
TOTAL MEMBER WEIGHT = 12439. lbs
174
12/02/2011
Star Building Systems,(s OK
User: ry
Page:
F2- 18
R -Frame Design Program - G_ersion v3.96
-
Job :
73224A
Anchor Rod and Base Plate Design
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:53:54
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, 6.0000
Plate Size 10.0000x 13.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Standard Base Plate Welding >> (Using E70 Electrodes)
Fillet
Shear
Tension
Allowable
Load
Check
Loading Type
(kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Rod Tension
0.000
22.729
38.436
63
0.59
Rod Shear
17.486
0.000
20.499
5
0.85
Shear & Tension
9.361
22.729
32.415
63
0.70
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
0.31250
10.000
46.404
10.174
5
0.22
Outer Flg
0.31250
10.000
46.404
8.869
20
0.19
--b Plate
0.18750
12.000
33.411
17.486
5
0.52
.-! iG7 ^ EXTERIOR COLU1.11i A=`:.tiOR RODS -T�ED DZ: -E PLATE DESIGN
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 1.000 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 4.0000, 1 @ 4.0000, 6.0000
Plate Size : 8.0000x 14.0000x 0.6250 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
22.050
68.330
65
0.32
Rod Shear
32.217
0.000
54.664
40
0.59
Shear & Tension
11.826
19.918
66.654
71
0.30
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
0.31250
8.000
37.123
15.530
6
0.42
Outer Flg
0.31250
8.000
37.123
5.671
65
0.15
Web Plate
0.18750
12.000
50.116
32.217
40
0.64 175
12/02/2011
, chor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.3125, 1 @ 4.0000, 3.3125
Plate Size : 8.0000x 10.6250x 0.5000 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Shear
Tension
Allowable
Star Building
Systems, OK User: r
Page: F2- 19
R -Frame Design
Program - Version v3.96 -
Job : 73224A
Anchor Rod and
Base Plate Design File: frames_4-7.fra Date: 12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start Time: 13:53:54
INTERIOR COLUMN 1 ANCHOR RODS AND BASE PLATE DESIGN
----------------------------------------------------
Rod Shear 3.279
Anchor Rod & Base
Plate Design Sizes >>
63
---------------------------------------
Use'( 4)- 0.750
in. Dia. A36 Anchor Rods
------------------------------------------------------------------
Inner Flg
Rod Gage :
4.000 in. Rod Spacing (in.): 3.3750, 1 @ 4.0000, 3.3750
Plate Size
: 8.0000x 10.7500x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions
for Anchor Rod Design >>
Outer Flg
----------------------------------------------
Shear Tension Allowable Load
Check
Loading Type
(kips) (kips) (kips) No.
Ratio
-----------------------------------------------------------------
Rod Tension
0.000 22.846 38.436 63
0.59
Standard Base
Plate Welding >> (Using E70 Electrodes)
65
------------------------------
Fillet
Weld Weld Weld Design
Weld
Weld
Size - Length Capacity Force Load
Check
Location
(in.) (in.) (kips) (kips) No.
Ratio
------------------------------------------------------------------
Inner Flg
0.31250 8.000 37.123 9.066 63
0.24
Outer Flg
0.31250 8.000 37.123 9.066 63
0.24
Web Plate
0.18750 10.000 27.842 4.714 63
0.17
IST T EpIOR COLUMN2 ANCHOR RODS AND BASE PLATE DESIGN
, chor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.3125, 1 @ 4.0000, 3.3125
Plate Size : 8.0000x 10.6250x 0.5000 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
Shear
Tension
Allowable
Load
Check
Loading Type (kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Rod Tension 0.000
32.445
38.436
65
0.84
Rod Shear 3.279
0.000
20.499
63
0.16
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
0.31250
8.000
37.123
12.365
65
0.33
Outer Flg
0.31250
8.000
37.123
12.365
65
0.33
Web Plate
0.18750
10.000
27.842
8.384
65
0.30
176
12/02/2011
Vertical Knee Connection @ Left Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3125 in.
Web Depth - 53.644 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.167 in.
Pf top (ins) - 1.457 in.
Pf bot (out)- 1.141 in.
Pf bot (ins)- 1.546 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Right Side -of Conn Data:
------------------------
Plate: 8.00 x 0.5000 in.
Fy (Min). 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S..- 8.00 x 0.2500 in.
I.S. - 8.00 x 0.3125 in.
Web Depth - 53.644 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.209 in.
Pf top (ins)- 1.540 in.
Pf bot (out)- 1.289 in.
Pf bot (ins)- 1.383 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 71.9 degrees
Left Side Corin q? :. S-ae Conn
con. l 1 c 14oments al Snea_ Moments A_.,lal
Shea_
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
------------------------------------------------------------------------------
49) 1.2985DL +1.2985COLL -3.5 -489.72 -9.71 18.89 -489.72 -9.71
18.89
65) 0.6DL +LWL2 +RBUPLW
-17.28
Connection Design Summary:
Bolt Unity Check (O.S.)
Bolt Unity Check (I.S.)
(SOA 223.13 18.56 -17.28. 223.13 18.56
= 0.6577 Plate Unity Check (O.S.) = 0.6238
= 0.5575 Plate Unity Check (I.S.) = 0.5319
177
12/02/2011
Star Building Systems, OK
User: r
Page:
F2- 20
R -Frame Design Program - Version v3.96
Job :
73224A
Connection Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:53:54
Vertical Knee Connection @ Left Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 10.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.75 x 0.3125 in.
Web Depth - 53.644 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.167 in.
Pf top (ins) - 1.457 in.
Pf bot (out)- 1.141 in.
Pf bot (ins)- 1.546 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Right Side -of Conn Data:
------------------------
Plate: 8.00 x 0.5000 in.
Fy (Min). 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S..- 8.00 x 0.2500 in.
I.S. - 8.00 x 0.3125 in.
Web Depth - 53.644 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.209 in.
Pf top (ins)- 1.540 in.
Pf bot (out)- 1.289 in.
Pf bot (ins)- 1.383 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 71.9 degrees
Left Side Corin q? :. S-ae Conn
con. l 1 c 14oments al Snea_ Moments A_.,lal
Shea_
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
------------------------------------------------------------------------------
49) 1.2985DL +1.2985COLL -3.5 -489.72 -9.71 18.89 -489.72 -9.71
18.89
65) 0.6DL +LWL2 +RBUPLW
-17.28
Connection Design Summary:
Bolt Unity Check (O.S.)
Bolt Unity Check (I.S.)
(SOA 223.13 18.56 -17.28. 223.13 18.56
= 0.6577 Plate Unity Check (O.S.) = 0.6238
= 0.5575 Plate Unity Check (I.S.) = 0.5319
177
12/02/2011
Intermediate Connection @ Left Rafter Depth 4.
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2.rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
.(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
Plate: 8.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 8.00 x 0.2500 in.
Web Depth - 25.500 in.
Web Thickness 0.156 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins) - 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.3750 in.
Fy (Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 25.500 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top.(out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Le=t Side Conn
Pight Side
Conn
Star Building Systems,C.
OK
User: r..w. Page:
F2- 21
R -Frame Design Program
- V2ion v3.96
- Job :
73224A
Connection Report
Force
File: frames_4-7.fra Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start Time:
13:53:54
Intermediate Connection @ Left Rafter Depth 4.
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2.rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
.(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
Plate: 8.00 x 0.3750 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 8.00 x 0.2500 in.
Web Depth - 25.500 in.
Web Thickness 0.156 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins) - 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.3750 in.
Fy (Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 25.500 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top.(out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Required Connection Plate Welding >> (Using E70 Electrodes)
Le=t Side Conn
Pight Side
Conn
Controlling
_to:::•:: __s :-a1
Shear
Moments
'--- a1
Joint
Shear
Length
Capacity
Force
Load
Check
Load Combinations:
-----------------------------
(k -ft) (kips)
-------------------------------------------------
,,,i s
"K•p )
(k -ft)
(k -f`)
ki s
( p )
ki s
(kips)
59) 0.6DL +WL1 (SOA -L)
-44.54 14.72
3.29
-44.54
14.72
3.29
6) DL +COLL +PLL1 +PLL3
(SO 84.74 -16.72
-3.21
84.74
-16.72
-3.21
Connection Design Summary:
16.0000
66.8216
35.2970
6
0.5282
Bolt Unity Check (O.S.) =
0.5070 Plate Unity
Check
(O.S.) =
0.7504
24.4436
Bolt Unity Check (I.S.)
= 0.5599 Plate Unity
Check
(I.S.) =
0.8289
51.0000
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
16.0000
66.8216
35.2970
6
0.5282
Outer Flg
Fillet -BS
0.1875
16.0000
66.8216
24.4436
59
0.3658
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
10.7651
63
0.0758
Right Side of Corin
Inner Flg
Fillet -BS
0.1875
12.0000
50.1162
36.3416
6
0.7251
Outer Flg
Fillet -BS
0.2500
12.0000
66.8216
24.1390
59
0.3612
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
12.4176
63
0:0875
------------------------------------------------------------------------------
NS - Near side weld, FS - Far
side
weld, BS -
Both sides
weld.
178
12/02/2011
Star Building Systems,
OK
User: r, Page:
F2- 22
R -Frame Design Program
- 'v-ersion v3.96
-- Job :
73224A
Connection Report
Flanges:
File: frames_4-7.fra Date:
12/ 2/11
ms2 230./24.333/26.
--------------------------------------------------------------------------------
20./85./0.
Start Time:
13:53:54
Intermediate Connection Q Left Rafter Depth 8
--------------------------------------------------------------------------------
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:
S ',e e-
Length
O.S. - 6.00 x
0.3125
in.
I.S. - 6.00 x
0.6250
in.
Web Depth -
29.500
in.
Web Thickness
0.185
in.
Gage -
3.000
in.
Center of Bolt
to Flange:
Pf top (out)-
1.125
in.
Pf top (ins)-
1.562
in.
Pf bot (out)-
1.125
in.
Pf bot (ins)-
1.250
in.
Bolt Spacing-
3.000
in.
Angle top - 90.0
degrees
Angle bot - 90.0
degrees
Right Side of Conn Data:
Plate: 6.00 x 0.3750 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 - 29.500 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.500 in.
Pf bot (ins)- 1.250 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Required Connection Plate Welding >> (Using E70 Electrodes)
Left
Side Conn
Right Side Conn
Controlling
Moments
`=:' al
Shear
'cments
zxia1
S ',e e-
Length
Capacity
Force
Load
Check
Load Combinations:
-----------------------------
(k -ft)
-------------------------------------------------
(kips)
(kips)
(k -ft)
(kips) (kips)
2) DL +COLL +PLL1 +PLL2
(SO -53.27
-11.55
12.51
-53.27
-11.55 12.51
59) 0.6DL +WL1 (SOA -L)
19.86
16.41
-5.17
19.86
16.41
-5.17
6.0000
123.7500
13.9547
3
0.1128
Connection Design Summary:
Fillet -BS
0.2500
12.0000
66.8216
19.3757
Bolt Unity Check (O.S.)
= 0.2828 Plate
Unity
Check
(O.S.) =
0.4277
Bolt Unity Check (I.S.)
= 0.3009 Plate
Unity
Check
(I.S.) =
0.4457
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
Groove
0.6250
6.0000
123.7500
13.9547
3
0.1128
Outer Flg
Fillet -BS
0.2500
12.0000
66.8216
19.3757
2
0.2900
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
13.0844
63
0.0797
Right Side of Conn
Inner Flg
Fillet -BS
0.1875
12.0000
50.1162
15.6405
3
0.3121
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
19.4381
2
0.3879
Web Plate
Fillet -BS
0.1875
59.0000
164.2697
16.1187
63
0.0981
------------------------------------------------------------------------------
NS - Near side weld, FS - Far
side
weld, BS -
Both sides
weld.
179
12/02/2011
.-0)Star Building Systems, OK
User: r�_
Page:
F2- 23
R-Frame Design Program - Version v3.96
Design
Job :
73224A
Connection Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:53:54
Peak Connection Q Left -Rafter Depth 11
--------------------------------------------------------------------------------
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. - 6.00 x
I.S. - 6.00 x
Web Depth -
Web Thickness
Gage -
Center of Bolt
Pf top (out.) -
Pf top ( iris) -
Pf bot (out) -
Pf bot (ins) -
Bolt
ins) -
Bolt Spacing -
Angle top - 85
Angle bot - 94
Controlling
Shear
Load Combinations:
0.2500 in.
0.2500 in.
29.602 in.
0.156 in.
3.000 in.
to Flange:
1.156 in.
1.593 in.
1.156 in.
1.593 in.
3.000 in.
2 degrees
8 degrees
5) DL +COLL +PLL1 +PLL3 (SO
8) DL +COLL +PLL2 (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. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3125 in.
Web Depth - 29.602 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.156 in.
Pf top (ins)- 1.593 in.
Pf bot (out)- 1.094 in.
Pf bot (ins)- 1.593 in.
Bolt Spacing- 3.000 in.
Angle top - 85.2 degrees
Angle bot - 94.8 degrees
Left Side Conn Dight Side Conn
Moments Axial Shear Moments xial
(k -f t) (kips) (kips) (k -f t) (kips) (kips)
-------------------------------------------------
-67.95 -17.04 -3.39 -67.95 -17.04 3.39
64.65 -4.34 -7.08 64.65 -4.34 7.08
3283 Plate Unity Check (O.S.) = 0.5040
4103 Plate Unity Check (I.S.) = 0.6306
Required Connection Plate Welding >> (Using E70 Electrodes)
180'
12/02/2011
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 Fig
Fillet -BS
0.1875
12.0000
50.1162
25.1345
8'0.5015
Outer Fig
Fillet -BS
0.1875
12.0000
50.1162
23.9609
5
0.4781
Web Plate
Fillet -BS
0.1875
59.2045
164.8392
15.1132
63
0.0917
Right Side of Conn
Inner Fig
Fillet -BS
0.2500
12.0000
66.8216
25.0425
8
0.3748
Outer Fig
Fillet -BS
0.1875
12.0000
50.1162
24.3999
5
0.4869
Web Plate
Fillet -BS
0.1875
59.2045
164.8392
15.3852
63
0.0933
------------------------------------------------------------------------------
NS - Near side weld, FS - Far side
weld,.BS _
Both sides
weld.
180'
12/02/2011
Vertical Knee Connection @ Right Rafter Depth 1
--------------=-----------------------------------------------------------------
BOLTS A325 H.S.- Fully Tightened
(O.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu- 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3750 in.
I.S. - 7.75 x 0.5000 in.
Web Depth - 54.076 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out) - 1.177 in.
Pf top (ins)- 1 .447 in.
Pf bot (out)- 1.042 in.
Pf bot (ins) - 1.454 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 97.6 degrees
Right Side of Conn Data:
------------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 8.00 x 0.3125 in.
Web Depth -. 54.076 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.198 in.
Pf top (ins)- 1.551 in.
Pf bot (out)- 1.317 in.
Pf bot (ins)- 1.371 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 90.0 degrees
�__t Side �o�__�
i e f Conn Right Side Conn
Controlling Moments Aral Shear Moments T g=al
Shear
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
=---------------------------- -------------------------------------------------
48) 1.2985DL +1.2985COLL +3.5 -797.99 -32.36 25.79 -797.99 -32.36 25.79
45) 0.8015DL -3.5EQ (SOA -L) 614.96 22.23 -7.95 614.96 22.23
-7.95
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.7165 Plate Unity Check (O.S.) = 0.6132
Bolt Unity Check (I.S.) = 0.6586 Plate Unity Check (I.S.) = 0.5658
181
1 2102/2 01 1
4 k,
Star Building Systems, OK
User: rv`
Page:
F2- 24
R -Frame Design Program - version v3.96
Job :
73224A
Connection Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
-----------------------------------------
Start.Time:
------------------------
------
13:53:54
---- - - - - - -
Vertical Knee Connection @ Right Rafter Depth 1
--------------=-----------------------------------------------------------------
BOLTS A325 H.S.- Fully Tightened
(O.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 4 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu- 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3750 in.
I.S. - 7.75 x 0.5000 in.
Web Depth - 54.076 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out) - 1.177 in.
Pf top (ins)- 1 .447 in.
Pf bot (out)- 1.042 in.
Pf bot (ins) - 1.454 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 97.6 degrees
Right Side of Conn Data:
------------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 8.00 x 0.3125 in.
Web Depth -. 54.076 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.198 in.
Pf top (ins)- 1.551 in.
Pf bot (out)- 1.317 in.
Pf bot (ins)- 1.371 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 90.0 degrees
�__t Side �o�__�
i e f Conn Right Side Conn
Controlling Moments Aral Shear Moments T g=al
Shear
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
=---------------------------- -------------------------------------------------
48) 1.2985DL +1.2985COLL +3.5 -797.99 -32.36 25.79 -797.99 -32.36 25.79
45) 0.8015DL -3.5EQ (SOA -L) 614.96 22.23 -7.95 614.96 22.23
-7.95
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.7165 Plate Unity Check (O.S.) = 0.6132
Bolt Unity Check (I.S.) = 0.6586 Plate Unity Check (I.S.) = 0.5658
181
1 2102/2 01 1
Star Building Systems, C OK User: rin-- Page: F2- 25
R -Frame Design Program - Version v3.96 Job : 73224A
Connection Report File: frames_4-7.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
------------=-------------------------------------------------------------------
Intermediate Connection @ Right Rafter Depth 4
--------------------------------------------------------------------------------
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: 8.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.3125 in.
I.S. - 8.00 x 0.2500 in.
Web Depth - 42.000 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out) - 1.312 in.
Pf top (ins)- 1.375 in.
Pf bot (out)- 1.250 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees.
Angle bot - 90.0 degrees
Right Side of Conn Data:
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.5000 in.
I.S. - 6.00 x 0.3750 in.
Web Depth - 42.000 in.
Web Thickness 0.185 in:
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.375 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Lett Side Conn Right Side Conn
Controlling Moments ial Shear Moments axial
SI -ear
Load Combinations: (k -ft) (kips) (kips) (k - f t) (kips) (kips)
----------------------------- -------------------------------------------------
65) 0.6DL +LWL2 +RBUPLW (SOA -212.18 16.68 -2.11 -212.18 16.68
-2.11
3) DL +COLL +PLL2 +PLL3 (SO 301.31 -8.19 1.16 301.31 -8.19 1.16
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.8189 Plate Unity Check (O.S.) = 0.8197
Bolt Unity'Check (I.S.) = 0.9717 Plate Unity Check (I.S.) = 0.9764
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
16.0000
66.8216
66.0000
3
0.9877
Outer Flg
Fillet -BS
0.2500
16.0000
89.0955
62.9987
65
0.7071
Web Plate
Fillet -BS
0.1875
84.0000
233.8756
12.2811
63
0.0525
Right Side of Conn
Inner Flg
Fillet -BS
0.3125
12.0000
83.5270
74.2500
3
0.8889
Outer Flg
Groove
0.5000
6.0000
99.0000
63.8400
65
0.6448
Web Plate
Fillet -BS
0.1875
84.0000
233.8756
10.5648
63
0.0452
------------------------------------------------------------------------------
NS - Near side weld, FS -. Far
side
weld, BS -
Both sides
weld.
182
12/02/2011
Intermediate Connection @ Right Rafter Depth 7
--------------------------------------------------------------------------------
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) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 42.000 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt.to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.250 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
r'.c trp i i i na-
S -- a r
Load Combinations:
-----------------------------
7) DL +COLL +PLL2 (SOA -L)
-10.45
65) 0.6DL +LWL2 +RBUPLW (SOA
Right Side of Conn Data:
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3750 in.
Web Depth - 42.000 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Left Side Conn
Moments A1_lal Shea -
Right S4 de Conn
Moments F. Li a_
(k -f t) (kips) (kips) (k - ft) (kips) (kips)
-------------------------------------------------
-149.08 -3.16 -10.45 -149.08 -3.16
63.49 16.91 15.17 63.49 16.91
15.17
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.6221
Bolt Unity Check (I.S.) = 0.4105
Plate Unity Check (O.S.) = 0.6052
Plate Unity Check (I.S.) = 0.3947
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Weld
Star Building Systems,�,, OK
User: r� t
'
Page:
F2- 26
R -Frame Design Program - Version v3.96
Joint
Job :
73224A
Connection Report
File: frames_4-7.fra
Date:
12/ 2/11
ms2 230./24.333/26. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
13:53:54
Intermediate Connection @ Right Rafter Depth 7
--------------------------------------------------------------------------------
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) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3125 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 42.000 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt.to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.250 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
r'.c trp i i i na-
S -- a r
Load Combinations:
-----------------------------
7) DL +COLL +PLL2 (SOA -L)
-10.45
65) 0.6DL +LWL2 +RBUPLW (SOA
Right Side of Conn Data:
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.3750 in.
Web Depth - 42.000 in.
Web Thickness 0.250 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.188 in.
Pf top (ins)- 1.562 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.500 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Left Side Conn
Moments A1_lal Shea -
Right S4 de Conn
Moments F. Li a_
(k -f t) (kips) (kips) (k - ft) (kips) (kips)
-------------------------------------------------
-149.08 -3.16 -10.45 -149.08 -3.16
63.49 16.91 15.17 63.49 16.91
15.17
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.6221
Bolt Unity Check (I.S.) = 0.4105
Plate Unity Check (O.S.) = 0.6052
Plate Unity Check (I.S.) = 0.3947
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
12.0000
50.1162
19.8457
65
0.3960
Outer Flg
Fillet -BS
0.2500
12.0000
66.8216
41.8849
7
0.6268
Web Plate
Fillet -BS
0.1875
84.0000
233.8756
22.0806
3
0.0944
Right Side of Conn
Inner Flg
Fillet -BS
0.3125
12.0000
83.5270
20.6742
65
0.2475
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
41.9480
7
0.8370
Web Plate
Fillet -BS
0.1875
84.0000
233.8756
22.0805
3
0.0944.
--=-------------------------------------------------------------------483------
NS - Near side weld, FS - Far side
weld, BS -
Both sides
weld.
12/02/2011
Star Building Systems,C OK User: r! ) Page: F2- 27
R -Frame Design Program - 'Version v3.96 `—r' Job : 73224A
Cap Plate Summary File: frames_4-7.fra Dater 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
--------------------------------------------------------------------------------
INTERIOR COLUMN 1 CAP PLATE AND BOLT DESIGN
Cap Plate and Bolt Design Sizes >>
Use ( 4)- 0.500
in. Dia.
A325N Bolts
Bolt Gage 2.500 in.
Bolt Spacing
2.500
in.
Plate Size 8.0000x 10.8750x
0.3750 in.
(WidthxDepthxThickness)
Controlling Forces
for Cap
Plate Bolt Design >>
-----------------------------------------------
Shear
Tension Allowable
Load
Check
Loading Type
(kips)
(kips) (kips)
No.
Ratio
-----------------------------------------------------------------
Bolt Tension
0.000
23.247 35.343
63
0.6578
Bolt Shear
1.823
0.000 18.850
2
0.0967
INTERIOR COLUMN 2
CAP PLATE AND BOLT DESIGN
Cap Plate and Bolt
Design Sizes >>
----------------------------------
Use ( 4)- 0.500
in. Dia.
A325N Bolts
Bolt Gage 2.500
in.
Bolt Spacing
2.500
in.
Plate Size
8.0000x 10.7500x 0.3750 in.
(WidthxDepthxThickness)
Controlling Forces
f7or Cap
Plate Bolt Design
-----------------------------------------------
----------------------------------------------ear
e a
^ersion A_lc:-,able
Load
Chec :
Loading Type
(kips)
(kips) (kips)
----------------------------------
No.
Ratio
----------------------
Bolt Tension
---------
0.000
32.458 35.343
65
0.9184
Bolt Shear
5.801
0.000 18.850
65
0.3078
Shear & Tension
5.801
32.458 35.069
65
0.9255
184
12/02/2011
Star Building Systems,
0
OK
User: rs� Page:
F2- 28
R -Frame Design Program - version v3.96
Knee and Stiffener Report
✓✓✓ Job :
File: frames_4-7.fra Date:
73224A
12/ 2/11
ms2 230./24.333/26.
-------------------------------------------.-------------------------------------
20./85./0.
Start Time:
13:53:54
Left Knee Design
Knee Web Thickness Use 0.2500 in. Thick Web
Bearing Stiffener Type Horizontal
Bearing Stiffener at Knee 4.7500 X 0.3125 in.
Column Cap Plate 10.0000 X 0.3750 in.
Knee Panel Weld Sizes
Required (Due to Weld Shear) Min.
Column Cap Plate: 0.2500 in.
Column Cap Plate: 0.2500 in.
Horizontal Stiffener: 0.2500 in.
Horizontal Stiffener: 0.2500 in.
Column Outer Flange: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Connection P1.: 0.1875 in.
Fillet Welds, around
the
Knee
Web
Panel
are:
x
54.187
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
54.000
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
49.687
in.
SAW
on
NEAR
Side
(STD.
WELD)
x
49.687
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
54.187
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
---------------------------------------
0.2500 in. x 4.750 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
.;nee !., eb '='h, C._ress ise 0-2500 -n. Th' ck Web
Bearing St? --e^er _ .'' a :or_ monai
Bearing Stiffener ac Knee 3.7500 X 0.5000 in.
Column Cap Plate 8.0000 X 0.3750 in.
Knee Panel Weld Sizes
Required (Due to Weld Shear) Min.
Column Cap Plate: 0.2500 in.
Column Cap Plate: 0.2500 in.
Horizontal Stiffener: 0.2500 in.
Horizontal Stiffener: 0.2500 in.
Column Outer Flange: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Connection P1.: 0.1875.in.
Fillet Welds, around
the Knee
Web
Panel
are:
x
54.187
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
54.000
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
49.687
in.
SAW
on
NEAR
Side
(STD.
WELD)
x
49.687
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
54.187
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
Use 3.750 in Long Complete -Joint -Penetration Groove GMAW Weld (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS
STIFF. CENTERLINE
LOCATED FROM
COL. STIFFENER THE CENTER NO. OF STIFF. STIFF. STIFF. 185
NO. ORIENTATION OF THE COL. STIFF. WIDTH THICK. LENGTH 12/02/2011
--------------------------- ------ (IN.) (IN.) (IN.)
186
12/02/2011
1 VERTICAL
5.1 IN.
4
2.7500 0J. 25.8750
2 VERTICAL
5.1562 IN.
4
2.7500 0.3i'50 39.0000
Pinch Stiffener Design
- Left
Side
Located at end
of frame part
Width
Thickness
Length
(in.)
(in.)
---------
(in.)
------
--------------
3
-------
3.750
0.3125
6.0
186
12/02/2011
Star Building Systems, stems, L aOK User: rw Page: F2- 29
R -Frame Design Program - Version v3.96 Job : 73224A
Flange Brace Report File: frames_4-7.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 2012-1/2" @ FLOOR 1 @ 1412-1/2" @ FLOOR
1 @ 4'1-1/2" @ EAVE 1 @ 3'3-1/2"
1 @ 3'4
1 @ 3'6 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 4'4-3/8" @ EAVE 2 @ 4'4-3/8" @ EAVE
21 @ 5'0 21 @ 5'0
1 @ 113-1/4" @ PEAK 1 @ 1'3-1/4" @ 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 21.08
(N)
LFT RAFTER 4.38 8.76 13.78 18.79 23.81 28.83 33.85 38.86 43.88 48.90
(N) (FF) (N) (CC) (N) (CC) (N) (CC) (N)
(CC)
53.91 58.93 63.95 58.97 73.98 79.00 ?-.02 89.04 94.05 99.07
(CC) (CC) (CC) (N) (CC) CC)
104.09 109.11 114.12
(CC) (N) (C)
RGT COLUMN 14.08 17.38 20.71
(N) (F) (N)
RGT RAFTER 4.38 8.76 13.78
(N) (FF) (N)
53.91 58.93 63.95
(FF) (N) (FF)
(CC)
104.09 109.11 114.12
(CC) (N) (C)
18.79
23.81
28.83
(N)
(FF)
(N)
68.97
73.98
79.00
(N)
(FF)
(N)
33.85
38.86
43.88 48.90
(FF)
(N)
(FF) (N)
84.02
89.04
94.05 99.07
(FF)
(FF)
(FF)
--------------------------------------------------------------------------------
"N" Indicates that No flange braces are located at the brace point
"C" Indicates that One 211x21Ix14 ga flange brace is located at the brace point
"CC" Indicates that Two 2x2x14 ga flange braces are located at the brace point
"F" Indicates One 5 ft location Large flange Brace at the brace point
"FF" Indicates Two 5 ft location Large flange braces at the brace point
--------------------------------------------------------------------------------
187
12/02/2011
Star Building Systems, C,,' --j OK User: rw Page: F2- 30
R -Frame Design Program - Version v3.96 Job : 73224A
Primary Deflection Report File: frames_4-7.fra Date: 12/ 2/11
ms2 230./24.333/26. 20./85./0. Start Time: 13:53:54
--------------------------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) (Inches)
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
Pos. Max 1.437 in.
Load Comb 6 188
Defl. L/577 12/02/2011
--------------------
Ext. Left Col
Int. Column -1
Int. Column -2 Ext Right Col
X -Def Y -Def
X -Def Y -Def
X -Def Y -Def X -Def Y -Def
------------------------------------------------------------------------------
Pos. Max
4.379 0.179
4.588 0.031
4.663 0.053 4.565 0.142
Load Comb
129 3
129 122
129 123 129 129
Defl.
H/ 60
H/ 76
H/ 77 H/ 56
------------------------------------------------------------------------------
Neg. Max
-5.610 -0.136
-5.865 -0.059
-5.994 -0.093 -5.861 -0.210
Load Comb
130 129
130 1
130 3 130 3
Defl.
H/ 47
H/ 59
H/ 60 H/ 43
MAX RAFTER DEFLECTIONS for
SPAN #1. (Positive
= Y:Upward)
Max Downward
Deflection
Max. Upward Deflection
Y -Def. X -Dist.
from Left S.L.
Y -Def. X -Dist. from Left S.L.
----------------------------------------------------------
Max. Def
-1.601 in. 43.57 ft.
-------------------
1.140 in. 26.32 ft.
Load Comb
5
4
Defl.
L/502
L/705
TE
R DEFLEC''IO'j S or
SPAN -2 . (Positive
= -v . UID, a d)
Max Downward
Deflection
Max. upward Deflection
Y -Def. X -Dist.
from Left S.L.
Y -Def. X=Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def
-2.361 in. 101.33 ft.
1.455 in. 111.33 ft.
Load Comb
7
6
Defl.
L/351
L/570
MAX RAFTER
DEFLECTIONS for
SPAN #3. (Positive = Y:Upward) '
--------------------------------
Max. Downward
Deflection
Max: Upward Deflection
Y -Def. X -Dist.
from Right S.L.
Y -Def. X -Dist. from Right S.L.
------------------------------------------------------------------------------
Max. Def
-3.630 in. 49.12 ft.
2.221 in. 46.37 ft.
Load Comb
5
123
Defl.
L/293
L/478
PEAK DEFLECTIONS (Positive = Y:Upward)
Y -Def
Pos. Max 1.437 in.
Load Comb 6 188
Defl. L/577 12/02/2011
--------------------
Neg. Max -1.814 in. 0
Load Comb 8
Defl. L/457
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
128 3.0
129 3.0
130 3.0
131 3.0
Vertical Clearance at the Left Knee is 19.5109 feet
Vertical Clearance at the Right Knee is 19.4630 feet
189
12/02/2011
Star Building Systems, OK User: rwPage: F31- 1
R -Frame Design Program - Vez'sion• v3 .96
" Job : 73224C
Input Data Echo File: frame_9.fra Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-C\
VERSION v3.96
BRAND STAR
DESCRIPTION msl 140./24.333/13.333 20./85./0.
FRAME_ID 31
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224C
ANALYZE none *DATASET members brace combinations
BUILDING LABEL C
LOCATION frame lines 2.
LATERAL GRID LABEL 9
LONGITUDINAL GRID LABEL J F C
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 72. 72.
WIDTH 140. 70.
LENGTH 25.5
EAVE 24.3333 *ROOF SLOPE 1.
SPANS 2@70.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 12.784 12.784 5.45 5.45
NO PEAK CONNECTION
PEAK RAFTER 5.
CODE __EEL 2010 CALT_FORNTA
BUI+•DT_ C CODE IB09 U=No�:nal
DE_ -,0.� .. 51 'COLLATE?��=J LOAD
5.
LIVE LOP.D 20. reduce
SNOW R=O. T=1. S=N WEL=70. WER=70. WML=70.
WIND CODE AS05
SEISMIC CODE AS05
085
profile seismic detail \
wind array connection base
WMR=70.
SEISMIC LOAD 51=22. SS=54. TL=16. oCR=NORM oSR=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= 13.333
WALL TRIBUTARY TR= 13.333 S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 24.33
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. 5=180. W=180. G=120.
DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=3 RC=3
BRACE ATTACHMENT FLANGE
GIRT SPACING 20.2083
GIRT BRACE N
PURLIN SPACING 2@4.3642 12@5.
PURLIN BRACE N C N C N C N C N C N C C C
LEFT COLUMN *RECESS 0.875
BASE W=8. T=0.375 L=13. N=2 D=0.75 190
12. 0. 15. 8. 0.25 0.156 81 0. 3 rP4;0i2011
0. 48. 0. 8. 0.25. 0.185 8. 0.375
625
B.
8.
8.
D=0.75
0.25
0.25
0.25
D=0.75
0.25
T=0.375
0. 25.5 0. 6.
CONNECTION 0=2E I=2E W=6. T=0.375,
25.5 30.3125 5. 6.
INTERIOR COLUMN 1 *RECESS 0.875
BASE W=8. T=0.375 L=10.5 N=2 D=0.75
10. 10. 0. 8.
CONNECTION 0=1F I=1F W=8. T=0.375
SYMMETRICAL ALL
D=0.75
0.25
0.25
D=0.5
WIND
LOAD
0
LEFT RAFTER
0.3300
-1.0600
CONNECTION
0=2E
I=2E T=0
42.
25.5
10.5277
25.5
0.
15.
0.
0.
20.
CONNECTION
0=2E
I=2E W=8. 6.
625
B.
8.
8.
D=0.75
0.25
0.25
0.25
D=0.75
0.25
T=0.375
0. 25.5 0. 6.
CONNECTION 0=2E I=2E W=6. T=0.375,
25.5 30.3125 5. 6.
INTERIOR COLUMN 1 *RECESS 0.875
BASE W=8. T=0.375 L=10.5 N=2 D=0.75
10. 10. 0. 8.
CONNECTION 0=1F I=1F W=8. T=0.375
SYMMETRICAL ALL
D=0.75
0.25
0.25
D=0.5
WIND
LOAD
WL1
14.621
0.3300
-1.0600
-0.6300
WIND
LOAD
WL2
14.621
0.6900
-0.7000
-0.2700
WIND
LOAD
LWL1
14.621
-0.6300
-1.2500
-0.8700
WIND
LOAD
LWL2
14.621
-0.6300
-0.8700
-1.2500
WIND
LOAD
LWL3
14.621
-0.6300
-0.7100
-0.5500
WIND
LOAD
LWL4
14.621
-0.6300
-0.5500
-0.7100
WIND
LOAD
WL3
14.621
-0.5400
-0.6300
-1.0600
WIND
LOAD
WL4
14.621
-0.1800
-0.2700
-0.7000
LOAD
COMBINATIONS
0.185 B.
0.156 8.
0.156 8.
0.156 6.
0.156 6.
0.156
-0.5400
-0.1800
-0.6300
-0.6300
-0.6300
-0.6300
0.3300
0.6900
8.
60.833
60.833
6.000
134.000
6.000
134.000
79.167
79.167
0.25
0.25
0.25
0.25
0.25
0.25
Left
Left
Right
Right
1)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA L
2)1. DL 1. COLL 1. PLL1 *DEFL 60. 120. *PDELTA R
3)1. DL 1. COLL 1. PLL2 *DEFL 60. 120. *PDELTA L
4)1. DL 1. COLL 1. PLL2 *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)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
8)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
9)1.06895 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
10)1.06895 D_ -0.91 EQ *DEFL 50. 120..*PDELTA R
11) 1
.06895 DL 1 . X6895 COIJJ 0.91 EQ *D FL 50 . 120. *PD=. 'T=
12)1.06895 DL .06895 COLD 0.91 -Q �J iI 50. i20. *PD J1
1301.06895 DL 1.06895 COLL -0.91 EQ *DEFL 50. 120. *PDELTA L
14)1.06895 DL 1.06895 COLL -0.91 EQ *DEFL 50. 120. *PDELTA R
15)0.53105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L
16)0.53105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R
17)0.53105 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
18)0.53105 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
19)0.53105 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
20)0.53105 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
21)0.8015 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L
22)0.8015 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R
23)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA L
24)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA R
25)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA L
26)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA R
27)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *APP C *PDELTA L
28)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *APP C *PDELTA R
29)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R *APP C *PDELTA L
30)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R *APP C *PDELTA R
31)0.8015 DL 2.5 EQ *TYPE R *APP B *PDELTA L
32)0.8015 DL 2.5 EQ *TYPE R *APP B *PDELTA R
33)0.8015 DL -2.5 EQ *TYPE R *APP B *PDELTA L
34)0.8015 DL -2.5 EQ *TYPE R *APP B *PDELTA R
35)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *APP B *PDELTA L
36)1.2985 DL 1.2985 COLL 2.5 EQ *TYPE R *.APP B *PDELTA R
37)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R *APP B *PDELTA L
38)1.2985 DL 1.2985 COLL -2.5 EQ *TYPE R *APP_B *PDELTA R
39)0.8015 DL 3.5 EQ *TYPE R *APP K *PDELTA L
40)0.8015 DL 3.5 EQ *TYPE R *APP K *PDELTA R
191
11/30/2011
0
41) 0 . 8 015 DL -3.5 EQ 1�ice, R *APP K *PDELTA L
y
42) 0.8015 DL -3.5 EQ *'1-s'PE R *APP K *PDELTA R
43)1.2985 DL 1.2985 COLL 3.5 EQ *TYPE R *APP K *PDELTA L
44)1.2985 DL 1.2985 COLL 3.5 EQ *TYPE R *APP K *PDELTA R
45)1.2985 DL 1.2985 COLL -3.5 EQ *TYPE R *APP K *PDELTA L
46)1.2985 DL 1.2985 COLL -3.5 EQ *TYPE R *APP K *PDELTA R
- 47)1. DL 1. WL1 *DEFL 60. 120. *PDELTA L
48)1. DL 1. WL1 *DEFL 60. 120. *PDELTA R
49)1. DL 1. WL2 *DEFL 60. 120. *PDELTA L
50)1. DL 1. WL2 *DEFL 60. 120. *PDELTA R
51)1. DL 1. WL3 *DEFL 60. 120. *PDELTA L
52)1. DL 1. WL3 *DEFL 60. 120. *PDELTA R
53)1. DL 1. WL4 *DEFL 60. 120. *PDELTA L
54)1. DL 1. WL4 *DEFL 60. 120. *PDELTA R
55)0.6 DL 1. WL1 *DEFL 60. 120. *PDELTA L
56)0.6 DL 1. WL1 *DEFL 60. 120. *PDELTA R
57)0.6 DL. 1. WL2 *DEFL 60. 120. *PDELTA L
58)0.6 DL 1. WL2 *DEFL 60. 120. *PDELTA R
59)0.6 DL 1. LWL1 1. RBUPLW *DEFL 60. 120. *PDELTA L
60)0.6 DL 1. LWL1 1. RBUPLW *DEFL 60. 120. *PDELTA R
61)0.6 DL 1. LWL2 1. RBUPLW *DEFL 60. 120. *PDELTA L
62)0.6 DL 1. LWL2 1. RBUPLW *DEFL 60. 120. *PDELTA R
63)0.6 DL 1. LWL3 1. RBUPLW *DEFL 60. 120. *PDELTA L
64)0.6 DL 1. LWL3 1. RBUPLW *DEFL 60. 120. *PDELTA R
65)0.6 DL 1. LWL4 1. RBUPLW *DEFL 60. 120. *PDELTA L
66)0.6 DL 1. LWL4 1. RBUPLW *DEFL 60. 120. *PDELTA R
67)0.6 DL 1. WL3 *DEFL 60. 120. *PDELTA L
68)0.6 DL 1. WL3 *DEFL 60. 120. *PDELTA R
69)0.6 DL 1. WL4 *DEFL 60. 120. *PDELTA L
70)0.6 DL 1. WL4 *DEFL 60. 120. *PDELTA R
71)1. DL 1. COLL 1. WL1 *DEFL 60. 120. *PDELTA L
72)1. DL 1. COLL 1. WL1 *DEFL 60. 120. *PDELTA R
73)1. DL 1. COLL 1. WL2 *DEFL 60. 120. *PDELTA L
74)1. EDL 1. (C'+(O'�L7 1. WTLL Y✓�-±J 60. 120. *?DEQ1- R
75'1 . LTJ COLL I. WL3 xDE-J 60- 110. *-DELLA J
76)1. DL 1. COLL 1. WL3 *DLFL 60. 120. *PDELTA R
77)1. DL 1. COLL 1. WL4 *DEFL 60. 120. *PDELTA L
78)1. DL 1. COLL 1. WL4 *DEFL 60. 120. *PDELTA R
79)1. DL 0.75 LL 1. COLL 0.75 WL1 *DEFL 60. 120. *PDELTA L
80)1. DL 0.75 LL 1. COLL 0.75 WL1 *DEFL 60. 120. *PDELTA R
81)1. DL 0.75 LL 1. COLL 0.75 WL2 *DEFL 60. 120. *PDELTA L
82)1. DL 0.75 LL 1. COLL 0.75 WL2 *DEFL 60. 120. *PDELTA R
83)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBUPLW *DEFL 60. 120.
*PDELTA L
84)1. DL 0.75 LL 1. COLL 0.75 LWL1 0.75 RBUPLW *DEFL 60. 120.
*PDELTA R
85)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBUPLW *DEFL 60. 120.
*PDELTA L
86)1. DL 0.75 LL 1. COLL 0.75 LWL2 0.75 RBUPLW *DEFL 60. 120.
*PDELTA R
87)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBUPLW *DEFL 60. 120.
*PDELTA L
88)1. DL 0.75 LL 1. COLL 0.75 LWL3 0.75 RBUPLW *DEFL 60. 120.
*PDELTA R
89)1. DL 0.75 LL 1. COLL 0.75 LWL4 0.75 RBUPLW *DEFL 60. 120.
*PDELTA L
90)1. DL 0.75 LL 1. COLL 0.75 LWL4 0.75 RBUPLW *DEFL 60. 120.
*PDELTA R
91)1. DL 0.75 LL 1. COLL 0.75 WL3 *DEFL 60. 120. *PDELTA L
92)1. DL 0.75 LL 1. COLL 0.75 WL3. *DEFL 60. 120. *PDELTA R
93)1. DL 0.75 LL 1. COLL 0.75 WL4 *DEFL 60. 120. *PDELTA L
94)1. DL 0.75 LL 1. COLL 0.75 WL4 *DEFL 60. 120. *PDELTA R
95)1. DL 1. COLL 1. LWL1 1. RBDWLW *DEFL 60. 120. *PDELTA L
192
11/30/2011
96)1. DL 1. COLL 1.'_
1. RBDWLW
60.°�
R
97)1. DL 1. COLL 1.
r
LWL2
1. RBDWLW
*DEFL
DEFL 60.
*PDELTA
120. PDELTA
L
98)1. DL 1. COLL 1.
LWL2
1. RBDWLW
*DEFL 60.
120. *PDELTA
R
99)1. DL 1. COLL 1.
LWL3
1. RBDWLW
*DEFL 60.
120. *PDELTA
L
100)1. DL 1. COLL 1.
LWL3
1. RBDWLW
*DEFL 60.
120. *PDELTA
R
101)1. DL 1. COLL 1.
LWL4
1. RBDWLW
*DEFL 60.
120. *PDELTA
L
102)1. DL 1. COLL 1.
LWL4
1. RBDWLW
*DEFL 60.
120. *PDELTA
R
103)1. DL 0.75 LL 1.
COLL
0.75 LWL1
0.75 RBDWLW
*DEFL 60.
120.
\
*PDELTA L
104)1. DL 0.75 LL 1.
COLL
0.75 LWL1
0.75 RBDWLW
*DEFL 60.
120.
\
*PDELTA R
105)1. DL 0.75 LL 1.
COLL
0.75 LWL2
0.75 RBDWLW
*DEFL 60.
120.
\
*PDELTA L
106)1. DL 0.75 LL 1.
COLL
0.75 LWL2
0.75 RBDWLW
*DEFL 60.
120.
\
*PDELTA R
107)1. DL 0.75 LL 1.
COLL
0.75 LWL3
0.75 RBDWLW
*DEFL 60.
120..
\
*PDELTA L
108)1. DL 0.75 LL 1.
COLL
0.75 LWL3
0.75 RBDWLW
*DEFL 60.
120.
\
*PDELTA R
109)1. DL 0.75 LL 1.
COLL
0.75 LWL4
0.75 RBDWLW
*DEFL 60.
120.
\
*PDELTA L
110)1. DL 0.75 LL 1.
COLL
0.75 LWL4
0.75 RBDWLW
*DEFL 60.
120.
\
*PDELTA R
111)1.06895 DL 1.06895 COLL
0.91 RBDWEQ *DEFL
60. 120. *PDELTA L
112)1.06895 DL 1.06895 COLL
0.91 RBDWEQ *DEFL
60. 120. *PDELTA R
113)1.2985 DL 1.2985
COLL
2. RBDWEQ *TYPE R *APP C
*PDELTA L
114)1.2985 DL 1.2985
COLL
2. RBDWEQ *TYPE R *APP C
*PDELTA R
115)1. LL *DEFL 60. 180.
*TYPE D
116)1. WL1 *DEFL
60. 180.
*TYPE D
117)1. WL2 *DEFL
60. 180.
*TYPE D
118)1. LWL1 *DEFL
60.
180. *TYPE D
119)1. LWL2 *DEFL
60.
180. *TYPE D
120\11. LWL3 *DEFL
60.
180. *TYPE, D
T WLS 'JEF_,
C-0.130.
*TYPE 1)
122 1. TVL'3 FD E L
0 . 117V.
IY,-� J
123)1. WL4 *DEFL
60. 180.
*TYPE D
124)1.2985 DL 1. EQ
*DEFL
40. 0.
*TYPE D *EQCD 3.0
125)0.8015 DL 1. EQ
*DEFL
40. 0.
*TYPE D *EQCD 3.0
126)1.2985 DL -1. EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
127)0.8015 DL -1. EQ
*DEFL 40. 0.
*TYPE D *EQCD 3.0
LOADS
RC EQDW GLOB M
C
20.000000
10.000000
0.000000
\
# WALL WEIGHT FOR EQ
LC EQDW GLOB M
C
20.000000
10.000000
0.000000
\
# WALL WEIGHT FOR EQ
LC RBDWLW GLOB Y
C
24.333000
-9.662000
0.916700
\
# WIND BRACE FORCE
RC RBDWLW GLOB Y
C
24.333000
-9.662000
-0.916700
\
# WIND BRACE FORCE
LC RBUPLW GLOB Y
C
-0.875000
10.009000
0.916700
\
# WIND BRACE FORCE
LC RBUPLW GLOB L
C
-0.875000
10.125000
0.000000
\
# WIND BRACE FORCE
RC RBUPLW GLOB Y
C
-0.875000
10.009000
-0.916700
\
# WIND BRACE FORCE
RC RBUPLW GLOB L
C
-0.875000
10.125000
0.000000
\
# WIND BRACE FORCE
LC RBDWEQ GLOB Y
C
24.333000
-5.113000
0.916700
\
# SEISMIC BRACE
FORCE
RC RBDWEQ GLOB Y
C
24.333000
-5.113000
-0.916700
\
# SEISMIC BRACE
FORCE
193
LC RBUPEQ GLOB Y
C
-0.875000
2.649000
0.916700
\
11/30/2011
# SEISMIC BRACE
FORCE
VERSION v3.96
BRAND STAR
DESCRIPTION msl 140./24.333/32.708 .20./85./0.
FRAME_ID 21
## FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224B
ANALYZE none *DATASET members brace combinations
BUILDING LABEL B
LOCATION frame lines 2
LATERAL GRID LABEL 2
LONGITUDINAL GRID LABEL J F C
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 60. 60.
WIDTH 140. 70.
LENGTH 53.5
EAVE 24.3333 *ROOF SLOPE 1.
SPANS 2@70.
GIRT DEPTH B. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.085
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 35.544 16.192 4.709 4.839
NO PEAK CONNECTION
PEAK 'RAFTER 5.
CODE LABEL 2010 CALIFORNIA
BUILD! NG CODE TE09 U=`?orm.al
DEAD LOAD 2-134 `COLLIA ±LR T, LOPS 5.
LIVE LOAD 20. reduce
profile seismic detail \
wind -array connection base
SNOW R=O. T=1. S=N WEL=70. WER=70. WML=70. WMR=70.
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD S1=22. SS=54. TL=16. oCR=NORM oSR=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= 32.7087
WALL TRIBUTARY TR= 27. S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 26.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
\
DEFLECTION ROOF L=180. S=180. W=180. G=120.
DEFLECTION.WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=1 RC=3'
BRACE ATTACHMENT FLANGE
GIRT SPACING 20.2083
GIRT BRACE N
PURLIN SPACING 2@4.3642 12@5.
PURLIN BRACE N FF N CC N CC N CC N CC N CC CC C
LEFT COLUMN *RECESS 0.875
BASE W=10. T=0.375 L=13. N=2. D=0.75 82
12. 0. 15. 10. 0.375 0.185 10. 0.3Vt�0i2011
0. 52. 0. 10. 0.375 0.25 10. 0.375
Building Systems,
C, OK User: rr
'7)Star
Page:
F21- 1
R -Frame Design Program
- V`ersion v3.96
Job :
73224B
Input Data Echo
File: frame_2.fra
Date:
11/30/11
msl 140./24.333/32.708
20./85./0.
Stara Time:
11:05:54
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-B\
---------------------------------------------=----------------------------------
VERSION v3.96
BRAND STAR
DESCRIPTION msl 140./24.333/32.708 .20./85./0.
FRAME_ID 21
## FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224B
ANALYZE none *DATASET members brace combinations
BUILDING LABEL B
LOCATION frame lines 2
LATERAL GRID LABEL 2
LONGITUDINAL GRID LABEL J F C
NUMBER FRAMES 1 *PRICE complete
TYPE ms t cs 60. 60.
WIDTH 140. 70.
LENGTH 53.5
EAVE 24.3333 *ROOF SLOPE 1.
SPANS 2@70.
GIRT DEPTH B. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.085
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 35.544 16.192 4.709 4.839
NO PEAK CONNECTION
PEAK 'RAFTER 5.
CODE LABEL 2010 CALIFORNIA
BUILD! NG CODE TE09 U=`?orm.al
DEAD LOAD 2-134 `COLLIA ±LR T, LOPS 5.
LIVE LOAD 20. reduce
profile seismic detail \
wind -array connection base
SNOW R=O. T=1. S=N WEL=70. WER=70. WML=70. WMR=70.
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD S1=22. SS=54. TL=16. oCR=NORM oSR=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= 32.7087
WALL TRIBUTARY TR= 27. S=O. E=24.3333
DESIGN ASD05
LATERAL BRACE LENGTH 26.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
\
DEFLECTION ROOF L=180. S=180. W=180. G=120.
DEFLECTION.WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=1 RC=3'
BRACE ATTACHMENT FLANGE
GIRT SPACING 20.2083
GIRT BRACE N
PURLIN SPACING 2@4.3642 12@5.
PURLIN BRACE N FF N CC N CC N CC N CC N CC CC C
LEFT COLUMN *RECESS 0.875
BASE W=10. T=0.375 L=13. N=2. D=0.75 82
12. 0. 15. 10. 0.375 0.185 10. 0.3Vt�0i2011
0. 52. 0. 10. 0.375 0.25 10. 0.375
•LC
RBUPEQ GLOB L C- .0.875000
10
2.679000 00000
# SEISMIC BRACE FORC-
RC
RBUPEQ GLOB Y C -0.875000
2.649000 -0.916700
# SEISMIC BRACE FORCE
RC
RBUPEQ GLOB L C -0.875000
2.679000 0.000000 \
# SEISMIC BRACE FORCE
END
194
11/30/2011
11
A
Star Building Systems,OK User. r�1110) Page: •F31- 2
R -Frame Design Program Version v3.96 Job : 73224C
Building Grid label legend File: frame_9.fra Date: 11/3.0/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
Building Grid Label Legend
Building C
Frame Number 31
No. of Frames 1
Left Column Column @ * - J
Right Column Column @ * - C
Interior Column # 1: Column @ * - F
*Frames located @ 9
195
11/30/2011
OK
User: rwe
Page:
F31- 3
Star Building Systems,C
4.588
Collateral Load to Frame Rafter (psf) ...............................
5.000
R -Frame Design Program - Version v3.96
`4�'
Job :
73224C
Code Summary Report
File: frame_9.fra
Date:
11/30/11
msl 140./24.333/13.333 20./85./0.
-----------------------------------------------------------=--------------------
1.000
Start Time:
11:06:37
Building :C
Frame Number :31 Location: frame lines 2
No. of Frames: 1
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design AISC thirteenth edition 20'05
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ..................................... 24.333
Horizontal width from left to right steel line (feet)................ 140.000
Horizontal distance to ridge from left side (feet) .................. 70.000
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) ....................... 8.250
Tributary Width left & right side (feet) ............................ 13.333
..................................from Height 0.00 to Height 2=.33
, - ,.
Tributary �r'=dt�_ roof (feet) ................. . . . . . . ............... . . . � 3 .».
-rame Snans - to 2 (=eet) 70.000 70.000
,ension Flange Boit Hole Reduction .................................. Yes
Tension Field Action at Knee ........................................ Yes
Second order analysis method ........................................ C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf).....................................
2.510
Frame Rafter Dead Weight (psf)......................................
2.078
Total Roof Dead Weight (psf)........................................
4.588
Collateral Load to Frame Rafter (psf) ...............................
5.000
Roof Live Load Entered (psf) W/ Live Load Reduction Requested.......
20.000
Design Roof Live Load Used (psf)....................................
12.000
Roof Snow Load Entered (psf)........................................
0.000
Snow Exposure Factor [Ce] ..........................................
1.000
Snow Importance Factor [I] -- Standard Use Category .................
1.000
Snow Thermal Factor Entered [Ct] -- User Entered ....................
1.000
Snow Thermal Factor Used [Ct] -- Heated Building ....................
1.000
Slippery & Unobstructed Roof Surface ................................
No
Roof Snow Load [Pf = I*Pg] (psf).....................................
0.000
Snow Slope Factor[Cs]..............................................
1.000
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)........................
0.000
UNBALANCED SNOW LOADING(s)
--------------------------
196
No Unbalanced Roof Snow Loadings.
11/30/2011
•ATTERN LIVE LOADING (s);
`t.✓ ---------------------_
1) Alternate spans loaded with 1000 of the roof load & all the remaining
spans loaded with 00 (min. of 2 spans).
1000 00 100% 00, 10001
197
11/30/2011
:Star Building Systems, •) OK User: r Page: 'F31- 4
R-Frame Design Program - Version v3.96 Job : 73224C
Wind Summary Report File: frame_9.fra Date: 11/30,/11
msl 140./24:333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave
height Left
& Right (feet) ......................................
24.333
Wind
Elevation on
left column (feet) ................................
24.333
Wind
Elevation on
right column (feet) ...............................
24.333
Total
frame width
(feet) ............................................
140.000
Total
building length (feet) ........................................
25.500
Number of primary wind loadings .................................... 8
198
11/30/2011
CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
--------------------------------------------------------------------------------
Wind Load WL1
AID
Star Building Systems,
G'OK
User: Page:
F31- 5
�R-Frame Design Program - Version v3.96
Continue Wind Summary Report
msi 140./24.333/13.333 20./85./0.
--------------------------------------------------
Job .
File: frame_9.fra Date:
Start Time:
a
73224C
11/30/11
11:06:37
CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 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)
0.330
-------------
-1.060( 43.50)
-----------------
-0.630( 56.50)
---.-------------
-0.540.
------------
----------------
Wind Load WL2
-----
-
Wind from left direction
*******************
Left Wall
Left Rafter.
Right Rafter
Right Wall
Primary Coeff.
(Cp)
0.690
-0.700( 43.50)
-0.270( 56.50)
-0.180
---------------------------------------------7----------------------------------
Wind Load LWL1
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0..630
-1.250( 4.30)
-0.870( 95.70)
-0.630
--------------------------------------------------------------------------------
Wind Load LWL2
Longitudinal
wind
*******************
-Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.630
-0.870(.95.7%)
I
-1.250( 4.3%)
-0.630
------------------------------------------
Load LWL3
Longitudinal
wind
T,�`t Wall
Left Rafter
Right ?after
Right Wall
ar -f-
�
.
.
0.5 95.7 � l
-0.530
---------------------------------------------------------------------7----------
Wind Load LWL�-
Longitudinal
wind
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.630
-0.550( 95.70)
-0.710( 4.30)
-0.630
--------------------------------------------------------------------------------
Wind Load WL3
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
(Cp)
-0.540
-0.630( 56.50)
----------------------------------------------
-1.060( 43.50)
0.330
----------------------------------
Wind Load WL4
Wind from right direction
*******************
Left Wall
Left Rafter
Right Rafter
Right Wall
Primary Coeff.
--------------------------------------------------------------------------------
(Cp)
-0.180
.-0.270( 56.50)
-0.700( 43.5%)
0.690
Notes ':
1. Wind coefficients applied to the roof may be located.as a percentage
of the total frame width (xx.x%) . If not shown the coefficients are.
applied fully to their respective rafter.
199
11/30/2011
200
11/30/2011
.Star 'Bu
ildin Systems', 0• ,OK
g y
User: rws Page':
g
F31-
6
R -Frame
Design Program - V-ersion v3.96
4
Job
:
73224C
Load Combinations
Report
File:
frame_9.fra Date:
11/30/11
msl 140./24.333/13.333
--------------------------------------------------------------------------------
20./85./0.
Start- Time:
11:06:37
Load Combination :
-------------------
1)
DL +COLE +PLL1 (SOA -L)
N
A
,P
2)
DL +COLL +PLL1 .(SOA -R)
N
A
P
3)
DL +COLL +PLL2 (SOA -L)
N
A
P
4)
DL +COLL +PLL2 (SOA -R)
N
A
P
5)
DL +LL +COLL (SOA -L)
N
A
P
6)
DL +LL +COLL (SOA -R)
N
A
P
7)
1.069DL +0.91EQ .(SOA -L)
N
A
P
8)
1.069DL +0.91EQ (SOA -R)
N
A
P
9)
1.069DL-0.91EQ (SOA -L)
N
A
P
10)
1.069DL-0.91EQ (SOA -R)
N
A
P
11)
1.069DL +1.069COLL +0.91EQ
(SOA -L)
N
A
P
12)
1.069DL +1.069COLL_+0.91EQ
(SOA -R)
N
A
P
13)
1.069DL +1.069COLL70.91EQ
(SOA L)
N
A
P
14)
1.069DL +1.069COLL-0.91EQ -(SOA-R)
N
A
P
15)
0.5311DL +0.91RBUP.EQ (SOA -L)
N
A
P
16)
0.5311DL +0.91RBUPEQ (SOA -R)
N
A
P
17)
0.5311DL +0.91EQ (SOA -L)
N
A
P
18)
0.5311DL +0.91EQ (SOA -R)
N
A
P
19)
0.5311DL-0.91.EQ (SOA -L)
N
A
P
20)
0.5311DL-0.91EQ (SOA -R)
N
A
P
21)
0.8015DL +2.RBUPEQ (SOA -L)
N
C
R
P
22)
0.8015DL +2.RBUPEQ (SOA -R)
N
C
R
P
23)
0.8015DL +2.5EQ (SOA -L)
N
C
R
P
24)
0.8015DL +2.5EQ (SOA --R)
N
C
R
P
25)
0.8015DL -2.5EQ (SOA -L)
N
C-R
P
.6)
0.8015DL -2.5EQ (SO -R)
r,
P
o
L7;
1.2935DTP
`, + .298:5 !•• COL+2.D-EQ
(SOS_ -L)
'v
C
-J
20)
1.2985DL +1.2985COLT +2.5.EQ
(SOA -R)
N
C
R
P
29)
1.2985DL +1.2985COLL -2.5EQ
(SOA -L)
N
C
R
P
30)
1.2985DL +1.2985COLL, -2.5EQ
(SOA -R)
N
C
R
P
31)
0.8015DL +2.5EQ (SOA -L)
N
B
R
P
32)
0.8015DL +2.5EQ (SOA -R)
N
B
R
P
33)
0.8015DL -2:5EQ (SOA -L)
N
B
R
P
34)
0.8015DL -2.5EQ (SOA=R)
N
B
R
P
35)
1.2985DL +1.2985COLL +2.5EQ
(SOA -L)
N
B
R
P
36)
1.2985DL +1.2985COLL +2.5EQ
(SOA -R)
N
B
R
P
37)
1.2985DL +1.2985COLL -2.5EQ
(SOA -L)
N
B
R
P
38)
1.2985DL +1.2985COLL -2.5EQ
(SOA -R)
N
B
R
P
39)
0.8015DL +3.5EQ (SOA -L)
N
K
R
P
40)
0.8015DL +3.5EQ (SOA -R)
N
K
R
P
41)
0.8015DL -3.5EQ (SOA -L)
N
K
R
P
42)
0.8015DL--3.5EQ (SOA -R)
N
K
R
P
43)
1.2985DL +1.2985C0LL +3.5EQ
(SOA -L)
N
K
R
P
44)
1.2985DL +1.2985COLL +3.5EQ
(SOA -R)
N
K
R
P
45)
1.2985DL +1.2985COLL -3.5EQ
(SOA -L)
N
K
R
P
46)
1.2985DL +1.2985COLL -3.5EQ
(SOA -R)
N
K
R
P
47)
DL +WL1 (SOA -L)
N
A
P'
48)
DL +WL1 (SOA -R)
N
A
P
49)
DL +WL2 (SOA -L)
N
A
P
50)
DL +WL2 (SOA -R)
N
A
P
200
11/30/2011
Star Building Systems, OK
user: rV
Page:
F31- 7
_ =''
R Frame Design Program - Version v3.96
P
Job
7'3224C
Continue Load Comb Report
File: frame_9.fra
Date:
11/30/11
msl 140./24.333/13.333 20./85./0.
--------------------------------------------------------------------------------
DL +WL4 (SOA -L)
Start Time:
11:'06:37
Load Combination :
------------------
51)
DL +WL3 (SOA -L)
N
A
P
52)
DL +WL3 (SOA -R)
N
A
P
53)
DL +WL4 (SOA -L)
N
A
P
54)
DL +WL4 (SOA -R)
N
A
P
55)
0.6DL +WL1 (SOA -L)
N
A
P
56)
0.6DL +WL1 (SOA=R)
N
A
P
57)
0.6DL +WL2 (SOA -L)
N
A
P
58)
0.6DL +WL2 (SOA -R)
N
A
P
59)
0.6DL +LWL1-+RBUPLW (SOA -L)
N
A
P
6Q)
0.6DL +LWL1 +RBUPLW (SOA -R)
N
A
P
61)
0.6DL +LWL2 +RBUPLW (SOA -L)
N
A
P
62)
0.6DL +LWL2 +RBUPLW (SOA -R)
N
A
P
63)
0.6DL +LWL3 +RBUPLW (SOA -L)
N
A
P
64)
0.6DL +LWL3 +RBUPLW (SOA -R)
N
A.P
65)
0.6DL +LWL4 +.RBUPLW (SOA -L)
N
A
P
66)
0.6DL +LWL4 +RBUPLW (SOA -R)
N
A
P
.67)
0.6DL +WL3 (SOA -L)
N
A
P
68)
0.6DL +WL3 (SOA -R)
N
A
P
69)
0.6DL +WL4 (SOA -L)
N
A
P
70)
0.6DL +WL4 (SOA -R)
N
A
P
71)
DL +COLL +WL1 (SOA -L)
N
A
P
72)
DL +COLL +WL1 (SOA -R)
N
A
P
73)
DL +COLL +WL2 (SOA -L)
N
A
P
74 )
DL +COLL +WL2 (SOA -R)
N
A
P
75)
DL -COLL -WL- (SOA - L)
N
A
P
76)
DL -COLL . :':rL3 (SOA -R')
_
D,
A
P
7 I )
!1L -\.,V_11_' +{A11:`= (SOY -L)
IN
t
7 8 )
LL +COLL -1 WJT- ( SOA -R)
N
A
P
79)
DL +0.75LL +COLL +0.75WL1 (SOA -L)
N
A
P
80)
DL +0.75LL +COLL +0.75WL1 (SOA -R)
N
A
P
81)
DL +0.75LL +COLL +0.75WL2 (SOA -L)
N
A
P
82)
DL +0.75LL +COLL +0.75WL2 (SOA -R)
N
A
P
83)
DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
(SOA -L)
N
A
P
84)
DL +0.75LL +COLL +0.75LWL1 +0.75RBUPLW
(SOA -R)
N
A
P
85)
DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
(SOA -L)
N
A
P
86)
DL +0.75LL +COLL +0.75LWL2 +0.75RBUPLW
(SOA -R)
N
A
P
87)
DL +0.75LL +COLL +0.75LWL3 +0.75RBUPLW
(SOA -L)
N
A
P
88)
DL.+0.75LL +COLL +0.75LWL3 +0.75RBUPLW.
(SOA -R)
N
A
P
89)
DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
(SOA -L)
N
A
P
90)
DL +0.75LL +COLL +0.75LWL4 +0.75RBUPLW
(SOA -R)
N
A
P
91)
DL +0.7.5LL +COLL +0.75WL3 (SOA -L)
N
A
P
92)
DL +0.75LL +COLL +0.75WL3 (SOA -R)
N
A
P
93)
DL +0.75LL +COLL +0.75WL4 (SOA -L)
N
A
P
94)
DL +0.75LL +COLL +0.75WL4 (SOA -R)
N
A
P
95)
DL +COLL +LWL1 +RBDWLW (SOA -L)
N
A
P
96)
DL +COLL +LWL1 +RBDWLW (SOA -R)
N
A
P
97)
DL +COLL'+LWL2 +RBDWLW (SOA -L)
N
P
98)
DL +COLL +LWL2 +RBDWLW (SOA -R)
N
A
P
99)
DL +COLL +LWL3 +RBDWLW (SOA -L)
N
A
P
100)
DL +COLL +LWL3 +RBDWLW (SOA -R)
N
A
P
201
11/30/2011
Star Building Systems, OK User: rw`Y 'Page: F31- 8
R -Frame Design Program - Version v3.96 Job : 73224C
Continue Load Comb Report File: frame_9.fra Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
------------------------------------ ---------------------------------------------
Load Combination
101) DL +COLL +LWL4 +RBDWLW (SOA -L)
102) DL +COLL +LWL4 +RBDWLW (SOA -R)
103) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
104) DL +0.75LL +COLL +0.75LWL1 +0.75RBDWLW
105) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
106) DL +0.75LL +COLL +0.75LWL2 +0.75RBDWLW
107) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
108) DL +0.75LL +COLL +0.75LWL3 +0.75RBDWLW
109) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
110) DL +0.75LL +COLL +0.75LWL4 +0.75RBDWLW
111) 1.069DL +1.069COLL +0.91RBDWEQ (.SOA -L)
112) 1.069DL +1.069COLL +0.91RBDWEQ (SOA -R)
113) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -L)
114) 1.2985DL +1.2985COLL +2.RBDWEQ (SOA -R)
115) LL
116) WL1
117) WL2
118) LWL1
119) LWL2
12 0 ) LWL3
121) LWL4
122) WL3
123) WL4
124).1.2985DL +EQ
125) 0.8015DL -,EQ
126) 1.2935DL -EQ
127) 0.8015.DL -EQ
202
11/30/2011
N
A
P
N'A
P
(SOA- L)
N
A
P
(SOA -R)
N
A
P
(SOA -L)
N
A
P
(SOA- R)
N
A
P
(SOA -L)
N
A
'P
(SOA- R)
N
A
P
(SOA -L)
N
A
P
(SOA- R)
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
.
J
D
E
D
E
202
11/30/2011
Star Building Systems, OK
User: ri'-;
Page:
F31- 9
R -Frame Design Program - 19ersion,v3.96
Job :
73224C
Continue Load Comb Report
File: frame_9.fra
Date:
11/30/11
msl 140./24.333/13.333 20./85./0.
--------------------------------------------------------------------------------
Roof Live Load
Start Time:
11:06:37
"Where
DL =
Roof Dead Load
COLL =
Roof Collateral Load
PLL1 =
Pattern Live Load [PLLxx]
PLL2 =
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 toad
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
RBDWLW=
Downward Acting Rod Brace Load
from Longit. Wind
RBDWEQ=
Downward Acting Rod Brace Load
from Long. Seismic
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
-allowable Stress Design Combination - ASDOD
Combination. for S- smic
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
203
11/30/2011
Star 'Building Systems, 16 OK User: Page: F31- 10.
R -Frame Design Program - V'ersion v3..96, Job 73224C
User Load Report File: frame_9.fra Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
* USER INPUT LOADS
LOAD MEM NAME SYS
NO.
1 RC EQDW GLOB
2 LC EQDW GLOB
3 LC RBDWLW GLOB
4 RC' RBDWLW GLOB
5 LC RBUPLW GLOB
6 LC RBUPLW GLOB
7 RC RBUPLW GLOB
8 RC RBUPLW GLOB
9 LC RBDWEQ GLOB
10 RC RBDWEQ GLOB
11 LC RBUPEQ GLOB
12 LC RBUPEQ GLOB
13 RC RBUPEQ GLOB
14 RC RBUPEQ GLOB
DIR
TYP
DISTANCE
INTENSITY
LENGTH
START
END
M
C
20.000
10.0000
0.0000
0.000
M
C
20.000
10.0000
0.0000
0.000
Y
C
24.333
-9.6620
0.0000
0.917
Y
C
24.333
-9.6620
0.0000
-0.917
Y
C
-0.875
10.0090
0.0000
0.917
L
C
-0.875
10.1250
0.0000
0.000
Y
C
-0.875
10.0090
0.0000
-0.917
L
C
-0.875
10.1250
0.0000
0.000
Y
C
24.333
-5.1130
0.0000
0.917
Y
C
24.333
-5.1130.
0.0000
-0.917
Y
C.
-0.875
2.6490
0.0000
0.917
L
C
-0.875
2.6790
0.0000
0.000
Y
C
-0.875
2.6490
0.0000
-0.917
L
C
-0.875
2.6790
0.0000
0.000
204
11/30/2011
Star Building Systems, OK User: Page: F31- 11
R -Frame Design Program - Version v3.96 Job : 73224C
Load Report File: frame_9.fra Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
EQDW
GLOB
M
C
20.000
10.0000
N/A
0.000
2
LC
EQDW
GLOB
M
C
20.000
10.0000
N/A
0.000
3
LC
RBDWLW
GLOB
Y
C
24.333
-9.6620
N/A
0.917
4
RC
RBDWLW
GLOB
Y
C
24.333
-9.6620
N/A
-0.917
5
LC
RBUPLW
GLOB
Y
C
-0.875
10.0090
N/A
0.917
6
LC
RBUPLW
GLOB
L
C
-0.875
10.1250
N/A
0.000
7
RC
RBUPLW
GLOB
Y
C
-0.875
10.0090
N/A
-0.917
8
RC
RBUPLW
GLOB
L
C
-0.875
10.1250
N/A
0.000
9
LC
RBDWEQ
GLOB
Y
C
24.333
-5.1130
N/A
0.917
10
RC
RBDWEQ
GLOB
Y
C
24.333
-5.1130
N/A
-0..917
11
LC
RBUPEQ
GLOB
Y
C
-0.875
2.6490
N/A
0.917
12
LC
RBUPEQ
GLOB
L
C
-0.875
2.67.90
N/A
0.000
13
RC
RBUPEQ
GLOB
Y
C
-0.875
2.6490
N/A
-0.917
14
RC
RBUPEQ
GLOB
L
C
-0.875
2.6790
N/A
0.000
15
LR
DL
XREF
Y
U
0.000
-0.0335
N/A
0.000
16
RR
DL
XREF
Y
U
0.000
-0.0335
N/A
0.000
17
LC
SW
GLOB
Y
U
-0.875
-0.0351
N/A
0.000
18
LR
SW
GLOB
Y
U
0.000
-0.0277
N/A
0.000
19
RC
SW
GLOB
Y
U
-0.875
-0.0351
N/A
0.000
20
RR
SW
GLOB
Y
U
0.000
-0.0277
N/A
0.000
21
IC1
SW
YREF
Y
U
-0.875
-0.0189
N/A
27.775
22
LR
LL
XREF
Y
U
0.000
-0.1600
N/A
0.000
23
RR
:T JL
XPEz
Y
0.000
-0.1600
N/A
0.000
24
LR
='_-1
_=P3F
`_'
�U7
V
0_v013
0. 600
J!'--
-70.000
25
RR
? 2
,,REF
`_'
U
0.000
-0.1600
70.000
26
LR
COLL
X E='
Y
U
0.000
-0.0667
N/A
0.000
27
RR
COLL
XREF
Y
U
0.000
-0.0667
N/A
0.000
28
LR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
29
RR
SNOW
XREF
Y
U
0.000
0.0000
N/A
0.000
30
LC
WL1
MEMB
Y
U
0.000
-0.0643
N/A
0.000
31
RC
WL1
MEMB
Y
U
0.000
0.1053
N/A
0.000
32
LR
WL1
MEMB
Y
U
0.000
0.2066
N/A
0.000
33
RR
WL1
MEMB
Y
U
.0.000
0.1228
N/A
0.000
34
LR
WL1
MEMB
Y
U
58.071
_0.0838
N/A
0.000
35
LC
WL2
MEMB
Y
U
0.000.
-0.1345
N/A
0.000
36
RC
WL2
MEMB
Y
U
0.000
0.0351
N/A
0.000
37
LR
WL2
MEMB
Y
U
0.000
0.1365
N/A
0.000
38
RR
WL2
MEMB
Y
U
0.000
.0.0526
N/A
0.000
39
LR
WL2
MEMB
Y
U
58.071
-0.0838
N/A
0.000
40
LC
LWL1
MEMB
Y
U
0.000
0.1228
N/A'
0.000
41
RC
LWL1
MEMB
Y
U
0.000
0.1228
N/A
0.000
42
LR
LWL1
MEMB
Y
U
0.000
0.2437
N/A
0.000
43
RR
LWL1
MEMB
Y
U
0.0.00
0.1696
N/A
0.000
44
LR
LWL1
MEMB
Y
U
3.048
-0.0741
N/A
0.000
45
LC
LWL2
MEMB
Y
U
0.000
0.1228
N/A
0.000
46
RC
LWL2
MEMB
Y
U
0.000
0.1228
N/A
0.000
47
LR
LWL2
MEMB
Y
U
0.000
0.1696
N/A
0.000
48
RR
LWL2
MEMB
Y
U
0.000
0.2437
N/A
0.000
.49
RR
LWL2
MEMB
Y
U
3.048
-0.0741
N/A
0.000
50
LC
LWL3
MEMB
Y
U
0.000
0.1228
N/A
0.000
205
11/30/2011
Star
Building
systems,��- OK
User:
lei D -
Page:
F31- 12
'R -Frame
Design
Program
-
ersion
v3.96
Job
73224C
Load
Report
File: frame_9.fra
Date:
11/30/11
msl
'140../24.333/13.333
20./85./0.
Start'Time:
11:06:37
--------------------------------------------------------------------------------
:51
RC
LWL3
MEMB
Y
U
0.000
0.1228
N/A
0.000
52
LR
LWL3
MEMB
Y
U
0.000
0.1384
N/A
0.000
53
'RR
LWL3
MEMB
Y
U
0.000
0.1072
:N/A
0.000
54
LR
LWL3
MEMB
Y
U
3.048
-0.0312
N/A
0.000
55
LC
LWL4
MEMB
Y
U
0.000
0.1228
N/A
0.000
56
RC
LWL4
MEMB
Y
U
0.000
0.1228
N/A
0.000
57
LR
LWL4
MEMB
Y
U
0.000
0.1072
N/A
0.000
58
RR
LWL4
MEMB
Y
U
0.000
0.1384
N/A
0.000
59
RR
LWL4
MEMB
Y
U
3.048
-0.0312
N/A
0.000
60
LC
WL3
MEMB
Y
U
0.000
0.1053
N/A
0.000
61
RC
WL3
MEMB
Y
U
0.000
-0.0643
N/A
0.000
62
LR
WL3
MEMB*
Y
U
0.000
0.1228
N/A
0.000
63
RR.
WL3
MEMB
Y
U
0.000
0.2066
N/A
0.000
64
RR
WL3
MEMB
Y
U
58.071
-0.0838
N/A
0.000
65
LC
WL4
MEMB
Y
U
0.000
0.0351
N/A
0.000
66
RC
WL4
MEMB
Y
U
0.000
-0.1345
N/A
0.000
67
LR
WL4
MEMB
Y
U
0.000
0.0526
N/A
0.000
68
RR
WL4
MEMB
Y
U
0.000
0.1365
N/A
0.000
69
RR
WL4
MEMB
Y
U
58.071
-0.0838
N/A
0.000
206
11/30/2011
Star Building Systems, OK User: 0 Page: F31- 13
R -Frame Design Programll- Version v3.96 Job : 73224C
Seismic Summary Report File: frame_9.fra- Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
2 010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ..............................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) ..........
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ...•......
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category ........................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc]. (g) ......
0.2875
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) ...................................
25.2083
Seismic Fundamental Period [T] Used (seconds) ......................
0.3702
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
-Sno•; in Seis�;11C PorcC Calcul ac=ons [Used] (%)
0.00
Mi. Required!, ( . ) . . . . . . . . . . . . .
Sno`:] Seism. is Force Calculati ons I- __
0 . 00
ono:: in Seismic Load Comb_nations [Used] (%) .......................
0.00
Snow in Seismic Load Combinations [Min. Required] (%) ..............
0.00
Mezz. Live load in Seismic Force Calculations [Used] (%) ...........
0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] M ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] M ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] M ...
100:00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ....................................
0.0250
Seismic Story Drift Limit (in) .....................................
7.3000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ...............
5.839
Theta [Px*Delta/Vx./hx/Cd]...........................................
0.014
Theta Max [.5/BETA/Cd] where BETA=1.0................................
0.167
Roof Dead Load = 11.607
Wall Weight = 0.973
Collateral Load = 9.333
Snow Load = 0.000
Rafter Crane Weight = 0.000
-------------------------------------
Total Roof Weight = 21.913 kips
User Mass Load (1) = 20.000
-------------------------------------
Total User Mass = 20.000 kips 207
11/30/2011
Total Roof Weight = 21.913
208
11/3012011
Total :User Mass =�
000
Mezzanine Weight =
'"u.000
Col. Crane Weight =
0.000.
--------------------------------------
TOTAL Bldg Weight =
41.913 kips
X
.g
Seismic Coeff. =
0.1407
----------------------------------.---
BASE SHEAR =
5.8975 kips
Seismic Load for Roof
at col # 1 =
1.0118
kips
Seismic Load for Roof
at col # 2 =
1.3905
kips
Seismic Load for Roof
at col # 3 =
1.0118
kips.
---------------------------------------------------
SEISMIC LOAD for Roof
in TOTAL =
3.4141
kips
Seismic Ld for Mass #
1 @,col # 1 =
1.2417
kips
Seismic Ld for Mass #
1 @ col #.2 =
0.0000
kips
Seismic Ld for Mass #
1 @ col # 3 =
1.2417
kips
---------------------------------------------------
SEISMIC LOAD for Mass
in TOTAL =
2.4834
kips
208
11/3012011
Star Building Systems,40 OK User:.^ Page: F31' 14
R -Frame Design Program Version y3.96 Job 73224C
Continued Seismic Load Report File: frame_9.fra Date: 11/30/11
msl 1.40./24:333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
NO.
1.2417
N/A
0.000
1.3905
N/A
0.000
70
LC
EQ
YREF
X
C
22.006
71
LC
EQ
YREF
X
C
20.000
72
IC1
EQ
YREF
X
C
28.184
73
RC
EQ
YREF
X
C
22.006
74
RC
EQ
YREF
X
C
20.000
INTENSITY
LENGTH
START
END
1.0118
N/A
0.000
1.2417
N/A
0.000
1.3905
N/A
0.000
1.0118
N/A
0.000
1.2417
N/A
0.000
209
11/3012011
Star Building Systems,107) OK User: * Page: F31- 15
R -Frame Design Program - Version v3.96 - Job : 73224C
Forces and Allowable Stresses Summary File: frame_9.fra Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
Left Column Analysis Length = 22.94 ft Kx = 1.00 Weight = 802. lbs
Effective Ix = 2558.3 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
1 15.00 12.000. 37.282 8.00x 0.2500 0.1560 8.00x 0.3750 8.00 55.0
2 6.36 37.282 48.000 8.00x 0.2500 0.1850 8.00x 0.3750 8.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity
Checks -------.-
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
110 -11.4 -74.5 -5.8 4.7 32.9 9.7 1.4 0.39 0.43 0.81 0.81 5
207 -11.2 -106.5 -5.8 3.6 32.9 8.0 1.2 0.30 0.42 0.92 0.92 5
--------------------------------------------------------------------------------
Left Rafter Analysis Length = 67.35 ft Kx = 1.00 Weight = 1868. lbs
Effective Ix = 999.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
3 10.53 42.000 25.500 8.00x 0.250.0 0.1850 8.00x 0.2500 -7.44 55.0
4 15.00 25.500 25.500 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0
5 20.00 25.500 25.500 8.00x 0.2500 0.1560 8.0ox 0.2500 0.00 55.0
6 -5.25 25.500 25.500 6.0ox.0.2500 0.1560 6.00:=_ 0.2500 0.00 55.00
7 5.00 25.500 30.312 6.00,_ 0.2-000 0.1560 6.00x 0.2500 ..79 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 -4.9 -54.7 9.1 8.9 32.9 18.0 1.5 0.65 0.17 0.29 0.65 2
417 -4.2 81.4 1.9 11.7 20.6 32.9. 2.9 0.16 0.74 0.47 0.74 2
507 -4.1 87.5 0.0 11.7 20.6 32.9 2.9 0.00 0.79 0:50 0.79 2
617 -3.4 -30.6 -8.2 14.0 32.9 26.9 2.9 0.69 0.22 0.27 0.69 2
707 -3.3 -73.5 -9.6 12.7 32.9 25.5 2.1 0.80 0.41 0.52 0.80 2
-------------7------------------------------------------------------------------
Interior Column # 1 Analysis Length = 29.06 ft Kx = 1.00 Weight = 526. lbs
Part Length Web Height at Left Flange Web Right'Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
8 27.78 10.000 10.000 8.00x 0.2500 0.1560 8.00x.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
-------------------------------------_-------------------------------------------
801 -18.5 0.0 0.0 5.2 0.0 0.0 17.4 0.00 0.64 0.64 0.:61e 5
------------------------------------------------------------------------t1L3D/2D-11-
Star Building Systems,
OK User: Page: F31- 16
R -Frame Design Program - Version v3.96 Job 73224C
Forces and Allowable Stresses Summary File: frame_9.fra Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
Right Column Analysis Length = 22.94 ft Kx = 1.00 Weight = 802. lbs
Effective Ix = 2558.3 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
9 15.00 12.000 37.282 8.00x 0.2500 0.1560 8.00x 0.3750 8.00 55.0
10 6.36 37.282 48.000 8.00x 0.2500 0.1850 8.00x 0.3750 8.00 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
--------------------------------------------------------------------------------
910 -11.4 -74.5 -5.8 4.7 32.9 9.7 1.4 0.39 0.43 0.81 0.81 6
1007 -11.2 -106.5 -5.8 3.6 32.9 8.0 1.2 0.30 0.42 0.92 0.92 6
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 67.35 ft Kx = 1.00 Weight = 1868. lbs
Effective Ix = 999.0 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle
(ksi)
11 10.53 42.000 25.500 8.00x 0.2500 0.1850 8.00x 0.2500 -7.44 55.0
12 15.00 25.500 25.500 8.00x 0.2500 0.1560 8.00x-0.2500 0.00 55.0
13 20.00 25.500 25.500 8.00x 0.2500 0.1560 8.00x 0.2500 0.00 55.0
14 15.25 25.500 25.500 6.00x 0.2500 0.560 6.00Y 0.2500 0.00 55.0
15 5.00 25.500 30.312 6.00x_ 0.2500 0.1560 6.00-: 0.2500 4.;9 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
--------------------------------------------------------------------------------
1101 -4.9 -54.7 9.1 8.9 32.9 18.0 1.5 0.65 0.17 0.29 0.65 3
1217 -4.2 81.4 1.9. 11.7 20.6 32.9 2.9 0.16 0.74 0.47 0.74 3
1307 -4.1 87.5 0.0 11.7 20.6 32.9 2.9 0.00 0.79 0.50 0.79 3
1417 -3.4 -30.6 -8.2 14.0 32.9 26.9 2.9 0.69 0.•22 0.27 0.69 3
1507 -3.3 -73.5 -9.6 12.7 32.9 25.5 2.1 0.80 0.41 0.52 0.80 3
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 5866. lbs
211
11 /30/2011
212
11/30/2011
Star Building
R -Frame Design
Systems,*OK User:
Program -�' rsion v3.96
Page: F31- 1.7
Job . 73224C
Anchor Rod and
Base Plate Design File: frame_9.fra
Date: 11/30/11
msl 140./24.333/13.333
--------------------------------------------------------------------------------
20./85./0.
Start Time: 11:06:37
BOTH•EXTERIOR
-------------------------------------------------------
-------------------------------------------------------
COLUMNS ANCHOR RODS AND BASE PLATE DESIGN
Anchor Rod & Base
Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750
in. Dia. A36 Anchor Rods
Rod Gage :
4.000 in. Rod Spacing (in.): 3'.0000, 1 @ 4.0000, 6.0000
Plate Size
: 8.0000x 13.O000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions
for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load
Check
Loading Type
(kips). (kips) I(kips) No.
Ratio
-----------------------------------------------------------------
Rod Tension.
0.000 15.180 38.436' 59
0.39
Rod Shear
10.196 0.000 20.499 61
0.50
Shear & Tension
10.194 15.180 30.852 59
0.49
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
-------------------------------
0.31250 8.000 37.123 6.955 59
0.19
Outer Flg
0.25000 8.000 29.698 9.153 59
0.31
Web Plate
0.18750 12.000 50.116 11.316 37
0.23
212
11/30/2011
Star Building Systems, OK User: Page: F31- 18
R -Frame Design Program - V�ersion v3.960--)_ Job : 73224C
Anchor Rod and Base Plate Design File: frame_9.fra Date: 11/30/11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
------------------------=-------------------------------------------------------
INTERIOR COLUMN 1 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.): 3.2500, 1 @ 4.0000, 3.2500
Plate Size : 8.0000x 10.5000x 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 7.552 38.436 59 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
2.717
59
0.09
Outer Flg
0.25000-
8.000
29.698
2.717
59
0.09
Web Plate
0.18750
10.000
27.842
2.119
59
0.08
213
11 /30/2011
OK
Star Building SystemsUe�sion
User:
Page:
F31- 19
R -`Frame Design Program - v3.96
-
Job-:
73224C
-Connection Report
File: frame_9.fra
Date:
11/30/11
msl 140.%24.333/13.333 20./85./0.
--------------------------------------------------------------------------------
Start Time:
11:06:37
Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1
--------------------------------------------------------------------------------.:
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
-----------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. - 7.68 x 0.3125 in.
Web Depth - 41.909 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out) - 1.177 in.
Pf top (ins)- 1.572 in.
Pf bot (out)- 1.132 in.
Pf bot (ins)- 1.555 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Controlling
Shear
Load Combinations:
-----------------------------
44) 1.2985DL +1.2985COLL +3.5
4.1) 0.8015DL -3.5EQ (SOA -L)
-1.99
Connection Design Summary:
Bolt Unity Check (O.S.)- = 0.
Bolt Unity Check (I.S.) = 0.
Right Side of Conn Data:
------------------------
Plate: 8.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 8.00 x 0.2500 in.
I.S. 8.00 x 0.2500 in.
Web Depth - 41.909 in.
Web Thickness 0.185 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.073 in.
Pf top (ins)- 1.676 in.
Pf bot (out)- 1.324 in.
Pf bot (ins)- 1.420 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 94.8 degrees
Angle bot - 77.8 degrees
Left Side Frame 'Right Side Frame
Moments . K al Shear Moments I ial
(k -f t) (kips) (kips) (k -f t) (kips) (kips)
-------------------------------------------------
179.40 -0.24 1.80 -290.50 -5.81 9.50
-239.49 -3.31 5.31 206.47 1.76
6735 Plate Unity Check (O.S.) = 0.4102
5033 Plate Unity Check (I.S.) = 0.3123
214
11/30/2011
Star Building Systems, OK
User: 0
Page:
F31- 20
R -Frame Design Program -lesion v3.96
Fy(Min)
Job :
73224C
Connection Report
File: frame_9.fra
Date:
11/30/11
msl 140./24.333/13.333 20./8.5./0.
--------------------------------------------------------------------------------
Flanges:
Start Time:
11:06:37
Intermediate Connection @ Left Rafter and Right Rafter Depth 4
--------------------------------------------------------------------------------
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:
Right Side of Conn Data:
Plate: 8.00 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:
Load
Check
O.S. - 8.00 x 0.2500 in.
O.S. - 6.00 x
0.2500
in.
I.S. - 8.00 x 0.2500 in.
I.S. - 6.00 x
0.2500
in.
Web Depth - 25.500 in.
Web Depth -
25.500
in.
Web Thickness 0.156 in.
Web Thickness
0.156
in.
Gage - 3.000 in.
Gage -
3.000
in.
Center of Bolt to Flange:
Center of Bolt
to -Flange:
Pf top (out)- 1.125 in.
Pf top (out)-
1.125
in.
Pf top (ins)- 1.625 in.
Pf top (ins).-
1.625
in.
Pf bot (out)- 1.125 in.
Pf bot (out)-
1.125
in.
Pf bot (ins)- 1.625 in.
Pf bot (ins)-
1.625
in.
Bolt Spacing- 3.000 in.
Bolt Spacing-
3.000
in.
Angle top - 90.0 degrees
Angle top - 90.0
degrees
Angle bot - 90.0 degrees
Angle bot - 90.0
degrees
Left
Side game
Right Side Frame
co;;trol! Moments
_Z_ial Shea_ Moments
r__ia1
^par
Outer Flg
Fillet -BS
0.1875
Toad Combinations: (k -ft)
----------------------------- -------------------------------------------------
(kips) (kips)
(k -ft)
(kips) (kips)
67) 0.6DL +WL3 (SOA -L) -0'.50
3.41 1.32
-24.43
3.30 1.97
3) DL +COLL +PLL2 (SOA -L) -20.15
-4.18 -1-.41
61.51
-3.77
-3.86
------------------------------------------------------------------------------
NS - Near side weld,
FS - Far
side
Connection Design Summary:
Both sides
weld.
Bolt Unity Check (O.S.) = 0.2353 Plate
Unity Check (O.S.) =
0.3452
Bolt Unity Check (I.S.) = 0.4826 Plate
Unity Check (I.S.) =
0.7080
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
16.0000
66.8216
27.7191
3
0.4148
Outer Flg
Fillet -BS
0.1875
16.0000
66.8216
12.2110
67
0.1827
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
3.8553
3.0.0272
Right Side of Conn
Inner Flg
Fillet -BS
0.1875
12.0000
50.1162
27.8539
3
0.5558
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
12.0931
67
0.2413
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
3.8553.
3
0.0272
------------------------------------------------------------------------------
NS - Near side weld,
FS - Far
side
weld, BS -
Both sides
weld.
215
11/30/2011
Star Building Systems, . /�OK User: OD Page: F31- 21
R -Frame Design Program - V--ersion v3.96 Job . 73224C
Connection Report File: frame_9.fra Date: 11/30./11
msl 140./24.333/13.333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
Intermediate Connection @ Left Rafter and Right Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data: 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:
Force
Load
O.S. - 6.00 x 0.2500 in.
O.S. - 6.00 x
0.2500
in.
I.S. - 6.00 x 0.2500 in.
I.S. - 6.00 x
0.2500
in.
Web Depth - 25.500 in.
Web Depth -
25.500
in.
Web Thickness 0.156 in.
Web Thickness
0.156
in.
Gage - in.
Gage -
3.000
in.
'3.000
Center of Bolt to Flange:
Center of Bolt
to Flange:
Pf top (out) - 1.125 in.
Pf top (out) -
1.125
in.
Pf top (ins)- 1.625 in.
Pf top (ins)-
1.625
in.
Pf' bot (out) - 1.126 in.
Pf bot (out) -
1.094
in.
Pf bot (ins)- 1.624 in.
Pf bot (ins)-
1.656
in.
Bolt Spacing- 3.000 in.
Bolt Spacing-
3.000
in.
Angle top - 90:0 degrees
Angle top - 90.0
degrees
Angle bot - 90.0 degrees
Angle bot - 94.8
degrees
Left
Side Frame
Right Side Frame
C0 o11i rg Mo.Ie__ts
--=-al Shear
Moments
al
S ,ear
Fillet -BS
0.1875
12.0000
Load Combinations: (k -ft)
------------------------- - --- -------------------------------------------------
(kips) (kips)
(k -ft)
(;Lips) (kips)
6) DL +LL +COLL (SOA -R) -59.99
-4.99 -8.05
-60.46
-5.12
-7.96
8.2166
3
0.0579
55) 0.6DL +WL1 (SOA -L) 23.23
3.35 3.96
29.73
3.46 2.64
Connection Design Summary:
216
Bolt Unity Check (O.S.) = 0.4419 Plate
Unity Check (O.S.)
0.6770
Bolt Unity Check (I.S.) = 0.2695 Plate
Unity Check (I.S.)
=
0.4128
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
---------------------------------7--------------------------------------------
Left Side of Conn
Inner Flg
Fillet -BS
0.1875
12.0000
50.1162
14.5970
55
0.2913
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
27.0747
6
0.5402
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
8.2166
3
0.0579
Right Side of Conn
Inner Flg
Fillet -BS
0.1875
12.0000
50.1162
14.5970
55
0.2913
Outer Flg
Fillet -BS
0.1875
12.0000
50.1162
27.0747
6
0.5402
Web Plate
Fillet -BS
0.1875
51.0000
141.9959
8.2166
3
0.0579
--------------------------------------------------------=---------------------
NS - Near side weld, FS - Far side
weld, BS -
Both sides
weld.
216
11/30/2011
OK
User:
Page:
F31- 22
Star Building Systems,
Loading Type (kips)
(kips)
(kips)
R -Frame Design Program - Version v3.96
—"
Job :
73224C.
Cap Plate Summary
File: frame_9.fra
Date:
11/30/11
msl 140./24.333/13.333 20./85./0.
-------------------------------------------------------------
18.850
Start Time:
--.-----------------
11:06:37
INTERIOR COLUMN 1 CAP PLATE AND BOLT DESIGN
Cap Plate and Bolt Design Sizes >>
---------------------------------
Use ( 4)- 0.500 in. Dia. A325N Bolts
Bolt Gage 2.500 in. Bolt Spacing 2.500 in.
Plate Size 8.0000x 10.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Forces for Cap Plate Bolt Design >>
Shear
Tension
Allowable
Load
Check
Loading Type (kips)
(kips)
(kips)
No.
Ratio
-----------------------------------------------------------------
Bolt Tension 0.000
7.867
35.343
59
0.2226
Bolt Shear 0.003
0.000
18.850
59
0.0002
217
11/30/2011
'Systems,*OK
User:
Page.
F31- 23
Star Building
are:
x
48.166
R -Frame Design Program - Version v3.96
GMAW
Job .
73224C
Knee and Stiffener Report
File: frame_9.fra
Date:
11/30/11
msl 140./24.333/13.333 20./85./0.
--------------------------------------------------------------------------------
in.
Start Time:
11:06:37
Left and Right Knee Design
Knee Web Thickness Use 0.1850 in. Thick Web
Bearing Stiffener Type Horizontal
Bearing Stiffener at Knee 3.7500 X 0.3125 in.
Column.Cap Plate 8.0000 X 0.2500 in.
Knee Panel Weld Sizes
Required (Due to Weld Shear) Min.
Column Cap Plate: 0.1875 in.
Column Cap Plate: 0.1875 in.
Horizontal Stiffener: 0.1875 in.
Horizontal Stiffener: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Connection P1.: 0.1875 in.
Fillet Welds, around
the
Knee
Web
Panel
are:
x
48.166
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
48.000
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
38.146
in.
SAW
on
NEAR
Side
(STD.
WELD)
x
.38.146
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
42.146
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
0.2500 in x 3.750 'in GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
(STD.
WELD)- Company Standard Weld was Designed and
Checked
as OK.
RAFTER
WEB STIFFENERS OVER INTERIOR COLUMNS
--------------
STI - _ rr_._?TERL INE
LOCATED FROM
COL.
STIFFENER THE CENTER NO. OF
STIFF.
STIFF.
STIFF.
NO.
ORIENTATION OF THE COL. STIFF.
WIDTH
THICK.
LENGTH
----
----------------------- ------
(IN.)
(IN.)
(IN.)
1
VERTICAL 5.1250 IN. 4
2.7500
0.3750
26.8750
2.18
11/30/2011
0DStar Building Systems, OK User: Page: F31- 24
R -Frame Design Program - Version v3.96 Job : 73224C
Flange Brace Report File: frame_9.fra Date: 11/30/11
msl 140./24.333/13..333 20./85./0. Start Time: 11:06:37
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 2012-1/2" @ FLOOR 1 @ 2012-1/2" @ FLOOR
_1 @ 411-1/2" @ EAVE 1 @ 411-1/2" @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 414-3/8" @ EAVE 2 @ 414-3/8" @ EAVE
5
12 @ 5'0 12 @ 10
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
7 --------------------------------------------------------------------------
LFT COLUMN 21.08
(N)
LFT RAFTER 4.38 8.76 13.78 18.79 23.81 28.83 33.85 38.86 43.88 48.90
(N) (C) (N) (C) (N) (C) (N) (C) (N) (C)
53.91 58.93 63.95 68.97
(N) (C) (C) (C)
RGT COLU'--17 21.08
RGT RAFTER 4.30 3.76 13.78 18.79 23.81 28.83 33.85 38.86 43.88 48.90
(N) (C) (N) (C) (N) (C) (N) (C) (N) (C)
53.91 58.93 63.95 68.97
(N) (C) (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
--------------------------------------------------------------------------------
219
11/30/2011
1
Page:
F31- 25
Star Building Systems, OK
User:
X -Def
R -Frame Design Program - Version v3.96
X -Def Y -Def
Job .
73224C
Primary Deflection Report
File: frame_9.fra
Date:
11/30/11
msl 140./24.333/13.333 .20./85./0.
--------------------------------------------------------------------------------
Start
Time:
11:06:37
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) (Inches)
h' .�_?LECTIOi`is (positive = Y:UDward)
Y -Def
--------------------
Pos. Max 0.016 in.
Load Comb 119
--------------------
Neg. Max -0.039 in.
Load Comb .6
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
124 3.0
125 3.0
126 3.0
127 3.0
Vertical Clearance at the Left Knee is 20.4901 feet
Vertical Clearance at the Right Knee is 20.4901 feet
220
11/30/2011
Ext. Left Col
Int. Column -1
Ext Right Col
X -Def
Y -Def
X -Def Y -Def
X -Def Y -Def
------------------------------------------------------------------------------
Pos.
Max
5.834
0.140
5.996 0.016
5.845 0.140
Load
Comb
125
127
124 118
124 125
Defl.
H/ 47
H/ 58
H/ 46
------------------------------------------------------------------------------
Neg.
Max
-5.845
-0.144
-5.996 -0.039
-5.834 -0.144
Load
Comb
126
124
126 5
127 126
Defl.•
H/ 46
H/ 58
H/ 47
MAX RAFTER DEFLECTIONS
for
SPAN #1. (Positive = Y:Upward)
Max. Downward
Deflection
Max. Upward Deflection
Y -Def.
X -Dist.
from Left S.L.
Y -Def. X -Dist. from Left S.L.
--------------
Max.
Def
7---------------------------------------------------------------
-2.345
in. 36.32 ft.
1.127 in. 29.65 ft.
Load
Comb
1
127
Defl.
L/344
L/717
h' .�_?LECTIOi`is (positive = Y:UDward)
Y -Def
--------------------
Pos. Max 0.016 in.
Load Comb 119
--------------------
Neg. Max -0.039 in.
Load Comb .6
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
124 3.0
125 3.0
126 3.0
127 3.0
Vertical Clearance at the Left Knee is 20.4901 feet
Vertical Clearance at the Right Knee is 20.4901 feet
220
11/30/2011
Star Building Systems,0V-e)rs
OK User: Page: F41- 1
mR-Frame Design Prograion v3.96 Job . 73224D
Input Data Echo File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-D\
---------------------------------------------------------------.-----------------
VERSION v3.96
BRAND STAR
DESCRIPTION ss 51./12.542/6. 20./85./0.
FRAME_ID 41
# FRAME LEFT SIDE IS BLDG. PLANE SWD
## AND FRAME RIGHT SIDE IS BLDG. PLANE SWB
PRINT echo code loads base connection deflection profile seismic detail \
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT nci *JOB 73224D
ANALYZE none *DATASET members brace combinations wind -array connection base
BUILDING LABEL D
LOCATION frame lines 1-2
LATERAL GRID LABEL B.7 B.9
LONGITUDINAL GRID LABEL 10 8
NUMBER FRAMES 2 *PRICE complete
TYPE LEFT ss t cs 12. 60.
TYPE RIGHT ss t cs 12. 60.
WIDTH 51. 51.
LENGTH 12.
EAVE LEFT 12.5417 *ROOF SLOPE LEFT_ 1.
EAVE RIGHT 16.7917
GIRT DEPTH 8. 0. *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
CODE LABEL 2010 CALIFORNIA
BUILDING CODE IB09 U=Normal
DEAD L0 ^.085 'COL=ATRAL LOAD O.
LIVE LOjJ 20. =educe
s7jg0W R=0. __!_ _ 5=1, v;ML=5..
WIND CODS AS05
SEISMIC CODE AS05
SEISMIC LOAD 51=22. SS=54. 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= 6.
WALL TRIBUTARY LEFT TR= 6. S=O. E=12.5417
WALL TRIBUTARY RIGHT TR= 6. S=O. E=16.7917
DESIGN ASD05
LATERAL BRACE LENGTH 9.00
STIFFNESS CHECK NONE
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. 5=180. W=180. G=120.
DEFLECTION WALL L=60. 5=60. W=60. E=40. C=100. G=60. TW=60. TE=50.
CANOPYR CFT=C FL=Y PR=2.5 LEN=12. HT=16.792 CS= -l. PD=8. FT=0.205 WH=7.48
MN=5. 0.375 BAY=6. DL=5.455 LL=20. WL1=-6.6817 -0.5 WL2=-8.Oi8 -0.6 \
LUJL1=9.0871 0.68 LWL2=-9.0871 -0.68 LWL3=5.6794 0.425 LWL4=-13.6306 -1.02
WL3=-17.3724 -1.3 WL4=-13.3634 -1.
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=3 RC=3
BRACE ATTACHMENT FLANGE
GIRT SPACING
GIRT BRACE
PURLIN SPACING 3. 9@5.
PURLIN BRACE C N C N C N C N C C
LEFT COLUMN *RECESS -0.125
\
221
11/30/2011
BASE W=6. 'T=0.375 L=10 D=0.75 •
11.5 11.5 0. 5. 0.25 0.134 5. 0.25
LEFT RAFTER
CONNECTION 0=2E I=2E W=6. T=0.625 D=0.75
11.5 0. 0. 6. 0.25 0.134 6. 0.25
0. 0. 20. 6. 0..25 0.134 6. 0.25
CONNECTION 0=2E I=2E W=6. T=0.375 D=0.75
0. 11.5 10. 5. 0.25 0.134 5. 0.25
CONNECTION 0=2E I=2E W=6. T=0.625 D=0.75
RIGHT COLUMN *RECESS -0.125
BASE W=6. T=0.375 L=12. N=2 D=0.75
11.5 11.5 0. 6. 0.25 0.156 6. 0.25
WIND LOAD WL1 13.363 0.7500 -0.5000 -0.5000 -0.7500 51.000 Left
WIND LOAD WL2 13.363 0.7500 -0.2000 -0.6000 -0.7500 51.000 Left
WIND LOAD LWL1 13.363 -0.7500 0.6800 0.6800 -0.7500 25.500
WIND LOAD LWL2 13.363 -0.7500 -0.6800 -0.6800 -0.7500 25.500
WIND LOAD LWL3 13.363 -0.7500 0.4250 0.4250 -0.7500 25.500
WIND LOAD LWL4 13.363 -0.7500 -1.0200 -1.0200 -0.7500 25.500
WIND LOAD WL3 13.363 -0.7500 -0.5000 -0.5000 0.7500 51.000 Right
WIND LOAD WL4 13.363 -0.7500 -0.6000 -0.2000 0.7500 51.000 Right
LOAD COMBINATIONS
1)1. DL 1. PLL1 *DEFL 60. 120. *PDELTA L
2)1. DL 1. PLL1 *DEFL 60. 120. *PDELTA R
3)1. DL 1. PLLR1 *DEFL 60. 120. *PDELTA L
4)1. DL 1. PLLR1 *DEFL 60. 120. *PDELTA R
5)1. DL 1. LL *DEFL 60. 120. *PDELTA L
6)1. DL 1. LL *DEFL 60. 120. *PDELTA R
7)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA L
8)1.06895 DL 0.91 EQ *DEFL 50. 120. *PDELTA R
9)1.06895 DL -0.91 EQ *DEFL 50. 120. *PDELTA L
10)1.06895 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
11)0.53105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L
12`0.53105 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R
; _
DL 0.9-1 -� *DEFL 50. 'j-20. °?DELTA L
1 ` C .53105 DL 0.91 -Q *DEFT.50 . 120. * DELT A R
15)0.53105 DL -0-91-EQ *DEFL 50. 120. *PDELTA L
'16)0.53105 DL -0.91 EQ *DEFL 50. 120. *PDELTA R
17)0.8015 DL 2. RBUPEQ *TYPE R *APP C *PDELTA L
18)0.8015 DL 2. RBUPEQ *TYPE R *APP C *PDELTA R
19)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA L
20)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA R
21)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA L
22)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA R
23)1.2985 DL 2.5 EQ *TYPE R *APP C *PDELTA L
24)1.2985 DL 2.5 EQ *TYPE R *APP C *PDELTA R
25)1.2985 DL -2.5 EQ *TYPE R *APP C *PDELTA L
26)1.2985 DL -2.5 EQ *TYPE R *APP C *PDELTA R
27)0.8015 DL 2.5 EQ *TYPE R *APP B *PDELTA L
28)0.8015 DL 2.5 EQ *TYPE R *APP B *PDELTA R
29)0.8015 DL -2.5 EQ.*TYPE R *APP B *PDELTA L
30)0.8015 DL -2.5 EQ *TYPE R *APP B *PDELTA R
31)1.2985 DL 2.5 EQ *TYPE R *APP B *PDELTA L
32)1.2985 DL 2.5 EQ *TYPE R *APP B *PDELTA R
33)1.2985 DL -2.5 EQ *TYPE R *APP B *PDELTA L
34)1.2985 DL -2.5 EQ *TYPE R *APP B *PDELTA R
35)0.8015 DL 3.5 EQ *TYPE R *APP K *PDELTA L
36)0.8015 DL 3.5 EQ *TYPE R *APP K *PDELTA R
37)0.8015 DL -3.5 EQ *TYPE R *APP K *PDELTA L
38)0.8015 DL -3.5 EQ *TYPE R *APP K *PDELTA R
39)1.2985 DL 3.5 EQ *TYPE R *APP K *PDELTA L
40)1.2985 DL 3.5 EQ *TYPE R *APP K *PDELTA R
41)1.2985 DL -3.5 EQ *TYPE R *APP K *PDELTA L
42)1.2985 DL -3.5 EQ *TYPE R *APP K *PDELTA R
222
11/30/2011
43) 1. DL 1. WL1 60. 120.' *PDELTA L O.
44•)1. DL 1. WL1 *DEFL 60. 120. *PDELTA R
45)1. DL 1. WL2 *DEFL 60. 120. *PDELTA L
46)1. DL 1. WL2 *DEFL 60. 120. *PDELTA R
47.)1. DL 1. WL3 *DEFL 60. 120. *PDELTA L
48)1. DL 1. WL3 *DEFL 60. 120. *PDELTA R
49)1. DL 1. WL4 *DEFL 60. 120. *PDELTA L
50)1. DL 1. WL4 *DEFL 60. 120. *PDELTA R
51)0.6 DL 1. WL1 *DEFL 60. 120. *PDELTA L
52)0.6 DL 1. WL1 *DEFL 60. 120. *PDELTA R
53)0.6 DL 1. WL2 *DEFL 60. 120. *PDELTA L
54)0.6 DL 1. WL2 *DEFL 60. 120. *PDELTA R
55)0.6 DL 1. LWL1 1. RBUPLW *DEFL 60. 120. *PDELTA L
56)0.6 DL 1. LWL1 1. RBUPLW *DEFL 60. 120. *PDELTA R
57)0.6 DL 1. LWL2 1. RBUPLW *DEFL 60. 120. *PDELTA L
58)0.6 DL 1. LWL2 1. RBUPLW *DEFL 60. 120. *PDELTA R
59)0.6 DL 1. LWL3 1. RBUPLW *DEFL 60. 120. *PDELTA L
60)0.6 DL 1. LWL3 1. RBUPLW *DEFL 60. 120. *PDELTA R
61)0.6 DL 1. LWL4 1. RBUPLW *DEFL 60. 120. *PDELTA L
62)0.6 DL 1. LWL4 1. RBUPLW *DEFL 60. 120. *PDELTA R
63)0.6 DL 1. WL3 *DEFL 60. 120. *PDELTA L
64)0.6 DL 1. WL3 *DEFL 60. 120. *PDELTA R
65)0.6 DL 1. WL4 *DEFL 60. 120. *PDELTA L
66)0.6 DL 1. WL4 *DEFL 60. 120. *PDELTA R
67)1. DL 0.75 LL 0.75 WL1 *DEFL 60. 120. *PDELTA L
68)1. DL 0.75 LL 0.75 WL1 *DEFL 60. 120. *PDELTA R
69)1. DL 0.75 LL 0.75 WL2 *DEFL 60. 120. *PDELTA L
70)1. DL 0.75 LL 0.75 WL2 *DEFL 60. 120. *PDELTA R
71)1. DL 0.75 LL 0.75 LWL1 0.75 RBUPLW *DEFL 60. 120. *PDELTA L
72)1. DL 0.75 LL 0.75 LWL1 0.75 RBUPLW *DEFL 60. 120. *PDELTA R
73)1. DL 0.75 LL 0.75 LWL2 0.75 RBUPLW *DEFL 60. 120. *PDELTA L
74)1. DL 0.75 LL 0.75 LWL2 0.75 RBUPLW *DEFL 60. 120. *PDELTA R
7/5)1. Dlb 0.75 LL 0'x.75 LWL3 0.75 RBUPLW *DEF'u 60. 120. *D -LTA L
76)1 DL0. /5 LL 0. 75 L�NJ3 0.75 RSuPJ *D •1
EF_I 60- 20. r?JLJ: R
77)1. DL 0.75 LL- 0.75 LWL4 0.75 RBUPLU°? *DEAL 0-0. 120. *=DELTA L
78)1. DL 0.75 LL 0.75 LWL4 0.75 RBUPL",/d *DEFL 60. 120. *?DELTA R
'79)1. DL 0.75 LL 0.75 WL3 *DEFL 60. 120. *PDELTA L
80)1. DL 0.75 LL 0.75 WL3 *DEFL 60. 120. *PDELTA R
81)1. DL 0.75 LL 0.75 WL4 *DEFL 60. 120. *PDELTA L
82)1. DL 0.75 LL 0.75 WL4 *DEFL 60. 120. *PDELTA R
83)1. DL 1. LWL1 1. RBDWLW *DEFL 60. 120. *PDELTA L
84)1. DL 1. LWL1 1. RBDWLW *DEFL 60. 120. *PDELTA R
85)1. DL 1. LWL2 1. RBDWLW *DEFL 60. 120. *PDELTA L
86)1. DL 1. LWL2 1. RBDWLW *DEFL 60. 120. *PDELTA R
87)1. DL 1. LWL3 1. RBDWLW *DEFL 60. 120. *PDELTA L
88)1. DL 1. LWL3 1. RBDWLW *DEFL 60. 120. *PDELTA R
89)1. DL 1. LWL4 1. RBDWLW *DEFL 60. 120. *PDELTA L
90)1. DL 1. LWL4 1. RBDWLW *DEFL 60. 120: *PDELTA R
91)1. DL 0.75 LL 0.75 LWL1 0.75 RBDWLW *DEFL 60. 120. *PDELTA L
92)1. DL 0.75 LL 0.75 LWL1 0.75 RBDWLW *DEFL 60. 120. *PDELTA R
93)1. DL 0.75 LL 0.75 LWL2 0.75 RBDWLW *DEFL 60. 120. *PDELTA L
94)1. DL 0.75 LL 0.75 LWL2 0.75 RBDWLW *DEFL 60. 120. *PDELTA R
95)1. DL 0.75 LL 0.75 LWL3 0.75 RBDWLW *DEFL 60. 120. *PDELTA L'
96)1. DL 0.75 LL 0.75 LWL3 0.75 RBDWLW *DEFL 60. 120. *PDELTA R
97)1. DL 0.75 LL 0.75 LWL4 0.75 RBDWLW *DEFL 60. 120. *PDELTA L
98)1. DL 0.75 LL 0.75 LWL4 0.75 RBDWLW *DEFL 60. 120. *PDELTA R
99)1.06895 DL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L
100)1.06895 DL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R
101)1.2985 DL 2. RBDWEQ *TYPE R *APP C *PDELTA L
102)1.2985 DL 2. RBDWEQ *TYPE R *APP C *PDELTA R
103)1. LL *DEFL 60. 18.0. *TYPE D
104)1. WL1 *DEFL 60. 180. *TYPE D
105)1.. WL2 *DEFL 60. 180. *TYPE D
223
11/30/2011
106)1. LWL1 *DEFL
`80. *TYPE D
•
107)1. LWL2 *DEFL
60. 180.
*TYPED
108)1. LWL3 *DEFL
60. 180.
*TYPE D
109)1. LWL4 *DEFL
60. 180.
*TYPE D
110)1. WL3 *DEFL
60. 180.
*TYPE D
111)1.WL4 *DEFL
60. 180.
*TYPE D
112)1.2985 DL 1. EQ
*DEFL
40. 0.
*TYPE D *EQCD 3.0
113)0.8015 DL 1. EQ
*DEFL
40. 0.
*TYPE D *EQCD 3.0
114)1.2985 DL -1. EQ
*DEFL
40. 0.
*TYPE D *EQCD 3.0
115)0.8015 DL -1. EQ
*DEFL
40. 0.
*TYPE D *EQCD 3.0
LOADS
RC RBUPLW GLOB Y
C
8.396000
2.963000
-0.250000
\
# WIND BRACE FORCE
RC RBDWLW GLOB Y
C 16.792000
-2.963000
-0.250000
\
# WIND BRACE FORCE
RC RBUPLW GLOB Y
C
0.125000
2.919000
-0.250000
\
# WIND BRACE FORCE
RC RBUPLW GLOB L
C
0.125000
4.235000
0.000000
\
# WIND BRACE FORCE
RC RBDWLW GLOB Y
C
8.396000
-2.919000
-0.250000
\
# WIND BRACE FORCE
RC RBUPEQ GLOB Y
C
8.396000
0.161000
-0.250000
\
# SEISMIC BRACE
FORCE
RC RBDWEQ GLOB Y
C 16.792000
-0.161000
-0.250000
\
# SEISMIC BRACE
FORCE
RC RBUPEQ. GLOB Y
C
0.125000
0.158000
-0.250000
\
# SEISMIC BRACE
FORCE
RC RBUPEQ GLOB L
C
0.125000
0.229000
0.000000
\
# SEISMIC BRACE
FORCE
RC RBDWEQ GLOB Y
C
8.396000
-0.158000
-0.250000
\
# SEISMIC BRACE
FORCE
END
224
11/30/2011
7OD
Star Building Systems, 40OK User: Page: F41- 2
R -Frame Design Program - Version v3.96 Job . 73224D
Building Grid label legend File: frames_b.7-b.9.fra Date: 11/30/11.
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
Building Grid Label Legend
Building : D
Frame Number : 41
No. of Frames 2
Left Column Column @ * - 10
Right Column Column @ * - 8
*Frames located @ B.7 B.9
225
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Star Building Systems, OK User: Page: F41- 3
R -Frame Design Program -Version v3.96 Job : 73224D
Code Summary Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
Building :D
Frame Number :41 Location: frame lines 1-2
No. of Frames: 2
2010 CALIFORNIA
Main Code Requirements Per .
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design AISC thirteenth edition 2005
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left (feet) ............................................. 12.542
Eave height Right (feet)..... ........................................ 16.792
Horizontal width from left to right steel line (feet) ............... 51.000
Horizontal distance to ridge from left side (feet) .................. 51.000
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
Tributa-"y Width left side(feet).................................... 6.000
........ from Height 0.00 to ,e;, -'ht 1.21 _ DA
Tributary T. id�n right side (feet) ................................... � . 0(i0
..................................from Height 0.00 to Height 16.79
Tributary Width roof (feet) ......................................... 6.000
Tension Flange Bolt Hole Reduction .................................. Yes
Tension Field Action at Knee ........................................ Yes
Second order analysis method ........................................ C2.2b
Frame Design Loads
------------------
Dead Load to Frame Rafter (psf).....................................
2.086
Frame Rafter Dead Weight (psf)......................................
2.463
Total Roof Dead Weight (psf)........................................
4.549
Roof Live Load Entered (psf) W/ Live Load Reduction Requested.......
20.000
Design Roof Live Load Used (psf)....................................
17.900
Roof Snow Load Entered (psf)......................`. ...............
0.000
Snow Exposure Factor [Ce] ..........................................
1.000
Snow Importance Factor [I] -- Standard Use Category .................
1.000
Snow Thermal Factor Entered [Ct] -- User Entered ............. :..:...
1.000
Snow Thermal Factor Used [Ct] -- Heated Building ....................
1.000
Slippery & Unobstructed Roof Surface........ ......................
No
Roof Snow Load [Pf = I*Pg] (psf).....................................
0.000
Snow Slope Factor[Cs]...............................................
1.000
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf).......................
0.000
UNBALANCED SNOW LOADING(s)
--------------------------
226
11130/2011
No Unbalanced Roof Snow Loadings.
V)PATTERY LIVE LOADING (s)
-�'
1) Alternate spans loaded with 1000 of the roof load & all the remaining
spans loaded with 0' (min. of 2 spans).
100% 0% 100% 0% 100%
227
11/30/2011
Star Building Systems,OK User: Page: F41- 4
R=Frame Design Program - Version v3.96 Job : 73224D
Wind Summary Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave
height Left
(feet) ..............................................
12.542
Eave
height Right
(feet)..........7 .................................
16.792
Wind
Elevation on
left column (feet) ................................
12.542
Wind
Elevation on
right column (feet) ...............................
16.792
Total
frame width
(feet) ............................................
51.000
Total
building length (feet)............. ............................
12.000
Number of primary
wind loadings ....................................
8
228
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Star Building Systems., � IOK User: � Page: F41- 5
R -Frame Design Program - Version v3.96 Job : 73224D
Continue Wind Summary Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 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) 0.750 -0.500(100.0%) -0.500( 0.0%) -0.750
------------=-------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.750 -0.200(100.0%) -0.600( 0.0%) -0.750
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.750 0.680( 50.0%) 0.680( 50.0%) -0.750
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.750 -0.680( 50.0%) -0.680( 50.0%) -.0.750
---------------=----------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
Left Wall Left Rafter Right Rafter Right Wall
---rimary Coe_-. tCD -0.750 0. ," 1-2( JO.Oi) 0.-�5+. {1.0u) -0. /50
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -_ _- - - - - - - - -
T,}7ind Load LW -U4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.750 -1.020( 50.0%) -1.020( 50.00-.) -0.750
--------------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.750 -0.500(100.0%) -0.500( 0.0%) 0.750
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* tLeft Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.750 -0.600(100.00) -0.200( 0.0%) 0.750
--------------------------------------------------------------------------------
Notes
1. Wind coefficients applied to the roof may
of the total frame width (xx.x%). If not
applied fully to their respective rafter.
be located as.a percentage
shown the coefficients are
229
11/30/2011
Star Building Systems, OK User: Page: F41- .6
R -Frame Design Program - Version v3.96 Job . 73224D
Load Combinations Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
Load Combination :
------------------
1)
DL•+PLL1
(SOA -L)
N
A
P
2)
DL +PLL1
(SOA -R)
N
A
P
3)
DL +PLLR1
(SOA -L)
N
A
P
4)
DL +PLLR1
(SOA -R)
N
A
P
5)
DL +LL (SOA
-L)
N
A
P
6)
DL +LL (SOA
-R)
N
A
P
7)
1.069DL +0.91EQ
(SOA -L)
N
A
P
8)
1.069DL +0.91EQ
(SOA -R)
N
A
P
9)
1.069DL-0.91EQ
(SOA -L)
N
A
P
10)
1.069DL-0.91EQ
(SOA -R)
N
A
P
11)
0.5311DL
+0.91RBUPEQ
(SOA -L)
N
A
P
12)
0.5311DL
+0.91RBUPEQ (SOA -R)
N.A
P
13)
0.5311DL
+0.91EQ
(SOA -L)
N
A
P
14)
0.5311DL
+0.91EQ
(SOA -R)
N
A
P
15)
0.5311DL
-0.91EQ
(SOA -L)
N
A
P
16)
0.5311DL
-0.91EQ
(SOA -R)
N
A
P
17)
0.8015DL
+2.RBUPEQ (SOA -L)
N
C
R
18)
0.8015DL
+2.RBUPEQ (SOA -R)
N
C
R
19)
0.8015DL
+2.5EQ
•(SOA -L)
N
C
R
20)
0.8015DL
+2.5EQ
(SOA -R)
N
C
R
21)
0.8015DL
-2.5EQ
(SOA -L)
N
C
R
22)
0.8015DL
-2.5EQ
(SOA -R)
N
C
R
23)
1.2985DL
+2.5EQ
(SOA -L)
N
C
R
24)
1.2985DL
+2.5EQ
(SOA -R)
N
C
R
25)
1.2985DL
-2.5EQ
(SOA -L)
N
C
R
26)
-2.5EQ
(SOA -R)
I!
C
R
2"/?
-!-298z-)DL
0.3015DL
-.2.5EQ
(SOA. -L)
�
B
R
23)
0.8015DL
+2.5EQ
(SOA -R)
N
B
R
29)
0.8015DL
-2.5EQ
(SOA -L)
N
B
R
30)
0.8015DL
,-2.5EQ
(SOA -R)
N
B
R
31)
1.2985DL
+2.5EQ
(SOA -L)
N
B
R
32)
1.2985DL
+2.5EQ
(SOA -R)
N
B
R
33)
1.2985DL
-2.5EQ
(SOA -L)
N
B
R
34)
1.2985DL'-2.5EQ
(SOA -R)
N
B
R
35)
0.8015DL
+3.5EQ
(SOA -L)
N
K
R
36)
0.8015DL
+3.5EQ
(SOA -R)
N
K
R
37)
0.8015DL
-3.5EQ
(SOA -L)
N
K
R
38)
0.8015DL
-3.5EQ
(SOA -R)
N
K
R
39)
1.2985DL
+3.5EQ
(SOA -L)
N
K
R
40)
1.2985DL
+3.5EQ
(SOA -R)
N
K
R
41)
1.2985DL
-3.5EQ
(SOA -L)
N
K
R
42)
1.2985DL
-3.5EQ
(SOA -R)
N
K
R
43)
DL +WL1
(SOA -L)
N
A
P
44)
DL +WL1
(SOA -R)
N
A
P
45)
DL +WL2
(SOA -L)
N
A
P
46)
DL +WL2
(SOA -R)
N
A
P
47)
DL +WL3
(SOA -L)
N
A
P
48)
DL +WL3
(SOA -R)
N
A
P
49)
DL +WL4
(SOA -L)
N
A
P
50)
DL +WL4
(SOA -R)
N
A
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
230
11/30/2011
Star Building Systems,
OK User: �� Page: F41- 7
R -Frame Design Program - Version v3.96 `" Job . 73224D
Continue Load Comb Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
Load Combination :
------------------
51) 0.6DL +WL1 (SOA -L)
52) 0.6DL +WL1 (SOA -R)
53) 0.6DL +WL2 (SOA -L)
54) 0.6DL +WL2 (SOA -R)
55) 0.6DL +LWL1 +RBUPLW (SOA -L)
56) 0.6DL +LWL1 +RBUPLW (SOA -R)
57) 0.6DL +LWL2 +RBUPLW (SOA -L)
58) 0.6DL +LWL2 +RBUPLW '(SOA -R)
59) 0.6DL +LWL3 +RBUPLW (SOA -L)
60) 0.6DL +LWL3 +RBUPLW (SOA -R)
61) 0.6DL +LWL4 +RBUPLW (SOA -L)
62) 0.6DL +LWL4 +RBUPLW (SOA -R)
63) 0.6DL +WL3 (SOA -L)
64) 0.6DL +WL3 (SOA -R)
65) 0.6DL +WL4 (SOA -L)
66) '0.6DL +WL4 (SOA -R)
67) DL +0.75LL +0.75WL1 (SOA -L)
68) DL +0.75LL +0.75WL1 (SOA -R)
69) DL +0.75LL +0.75WL2 (SOA -L)
70) DL +0.75LL +0.75WL2 (SOA -R)
71) DL +0.75LL +0.75LWL1 +0.75RBUPLW
72) DL +0.75LL +0.75LWL1 +0.75RBUPLW
73) DL +0.75LL +0.75LWL2 +0.75RBUPLW
74) DL +0.75LL +0.75LWL2 +0.75RBUPLW
75) DL +0.75LJ +0.75LWL3 +0.75RBUPL/?
76") D= +0.'73J:J -O 7JDR3L�L•1
7 / ) DL -0.7c"-LL 75 - a 0 . 75REUPL;°a
78) DL +0.75LL =0.757-jWL^ +0.75R3UPLW
79) DL +0.75LL +0.75WL3 (SOA -L)
80) DL +0.75LL +0.75WL3 (SOA -R)
81) DL +0.75LL +0.75WL4 (SOA -L)
82) DL +0.75LL +0.75WL4 (SOA -R)
83) DL +LWL1 +RBDWLW (SOA -L)
84) DL +LWL1 +RBDWLW (SOA -R)
85) DL +LWL2 +RBDWLW (SOA -L)
86) DL +LWL2 +RBDWLW (SOA -R)
87) DL +LWL3 +RBDWLW (SOA -L)
88) DL +LWL3 +RBDWLW (SOA -R)
89) DL +LWL4 +RBDWLW (SOA -L)
90) DL +LWL4 +RBDWLW (SOA -R)
91) DL +0.75LL +0.75LWL1 +0.75RBDWLW
92) DL +0.75LL +0.75LWL1 +0.75RBDWLW
93) DL +0.75LL +0.75LWL2 +0.75RBDWLW
94) DL +0.75LL +0.75LWL2 +0.75RBDWLW
95) DL +0.75LL +0.75LWL3 +0.75RBDWLW
96) DL +0.75LL +0.75LWL3 +0.75RBDWLW
97) DL +0.75LL +0.75LWL4 +0.75RBDWLW
98) DL +0.75LL +0.75LWL4 +0.75RBDWLW
99) 1.069DL +0.91RBDWEQ (SOA -L)
100) 1.069DL +0.91RBDWEQ (SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(S(O`A-L)
(vC 7-R)
(SOS -L)
(SOA -R)
(SOA -L)
(SOA=R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
(SOA -L)
(SOA -R)
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
l�
i�
N
N
N
N
N
N
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
N
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
A
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
231
11/30/2011
Star Building Systems, OOK User: Page: F41- 8
0D
R -Frame Design Program - Version v3.96 Job : 73224D
Continue Load Comb Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
-----------------------------------------------------------------------------
Load Combination
101) 1.2985DL +2.RBDWEQ (SOA -L) N C R P
102) 1.2985DL +2.RBDWEQ (SOA -R) N C R P
103) LL D
104) WL1 D
105) WL2 D
106) LWL1 D
107) LWL2 D
10 8 ) LWL3 D
109) LWL4 D
110 ) WL3 D
111) WL4 D
112) 1.2985DL +EQ D E
113) 0.8015DL +EQ D E
114) 1.2985DL -EQ D E
115) 0.8015DL -EQ D E
Where
DL = Roof Dead Load
PLL1 = Pattern Live Load [PLLxx]
PLLR1 = Pattern Live Load Right Leanto/Canopy [PLLRxx]
LL = Roof Live Load
EQ = Lateral Seismic Load [parallel to plane of frame]
RBUPEQ= Upward Acting Rod Brace Load from Longit. Seismic
t•?Ll = Lateral Primary Wind Load
c, =,2 = 1 -lateral Primary Wind Load
T,3 = Lateral Prjimar ? nd 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
RBDWLW= Downward Acting Rod Brace Load from Longit. Wind
RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Stress Design Combination - ASD05
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
232
11/3.0/2011
233
11/30/2011
.Star
Building Systems,
OK
User:
Page:
F41- 9
R -Frame Design Program
- version
v3.96
Job
73224D
User
Load Report
File: frames_b.7-b.9.fra
Date:
11/30/11
ss
--------------------------------------------------------------------------------
51./12.542/6.
20./85./0.
Start
Time:
11:07:14
* USER INPUT LOADS
-------------------
LOAD
MEM NAME
SYS
DIR TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC RBUPLW
GLOB
Y C
8.396
2.9630
0.0000
-0.250
2
RC RBDWLW
GLOB
Y C
16.792
-2.9630
0.0000
-0.250
3
RC RBUPLW
GLOB
Y C
0.125
.2.9190
0.0000
-0.250
4
RC RBUPLW
GLOB
L C
0.125
4.2350
0.0000
0.000
5
RC RBDWLW
GLOB
Y C
8.396
-2.9190
0.0000
-0.250
6
RC RBUPEQ
GLOB
Y C
8.396
0.1610
0.0000
-0.250
7
RC RBDWEQ
GLOB
Y C
16.792
-0.1610
0.0000
-0.250
8
RC RBUPEQ
GLOB
Y C
0.125
0.1580
0.0000
-0.250
9
RC RBUPEQ
GLOB
L C
0.125
0.22.90,
0.0000
0.000
10
RC RBDWEQ
GLOB
Y C
8.396
-0.1580
0.0000
-0.250
233
11/30/2011
Right Side Canopy Data
Canopy #1 : At Eave Canopy w/ Flush purlin
User:
Page:
F41- 10
Star Building Systems, OK
12.0000
Canopy bay size (feet) ....................................
6.0000
R -Frame Design Program - Version v3.96
16.7920
Job .
73224D
Canopy Report
File: frames_b.7-b.9.fra
Date:
11/30/11
ss 51./12.542/6. 20./85./0.
-------------------------------------------------------------
Start
--------------
Time:
11:07:14
- ----
Right Side Canopy Data
Canopy #1 : At Eave Canopy w/ Flush purlin
1.2000
Width (horizontal projection from steel line) (feet)......
2.5000
Length (used for drifting snow only) (feet) ...............
12.0000
Canopy bay size (feet) ....................................
6.0000
Roof height at the wall(feet).............................
16.7920
Roof height at the free end (feet) ........................
17.0003
Roof slope (rise:12)......................................
-1.0000
Purlin depth (inches) ....................................
8.0000
Minimum cap plate width (inches). .........................
5.0000
Minimum cap plate thickness (inches) ......................
0.3750
Canopy beam flange thickness (inches) .....................
0.2050
Canopy beam vertical web height at the steel line (inches)
7.4800
Connection plate thickness (inches) .......................
0.0000
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)..............................
5.4550
Canopy Collateral Load (psf)..............................
0.0000
Canopy Live Load Entered (psf)............................
20.0000
Canopy Live Load Used (psf) ...............................
20.0000
Design Snow Load Used(psf) ...............................
0.0000
Unia i anced Snow Load Used (psf) . . . . . . . . . . . . . . . . . . . . . . . . . . .
0.0000
Ca_.OpV-�t^. wind elevation (feet) . . . . . . . . . . . . . . . . . . . .
!6.6959
3uinber of wind arrays ....................................
8
Canopy wind coefficients and design loads
Wind
Wind Coeff.
Design Load
Array
DIR
(psf)
WL1
-0.500
-6.68
WL2
=0.600
-8.02
LWL1
0.680
9.09
LWL2
-0.680
-9.09
LWL3
0.425
5.68
LWL4
-1.020
-13.63
WL3
-1.300
-17.37.
WL4
-1.000
-13.36
* CANOPY LOADS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DIST.
INTENSITY
ECCEN.
DESCRIPTION
NO.
11
RC
DL
GLOB
Y
C
16.10
-0.082
1.25
CANOPY
LOAD
12
RC
LL
GLOB
Y
C
16.10
-0.300
1.25
CANOPY
LOAD
13
RC
WL1
GLOB
Y
C
16.10
0.100
1.25
CANOPY
LOAD
14
RC
WL1
GLOB
X
C
16.10
-0.008
0.00
CANOPY
LOAD
15
RC
WL2
GLOB
Y
C
16.10
0.120
1.25
CANOPY
LOAD
16
RC
WL2
GLOB
X
C
16.10
-0.010
0.00
CANOPY
LOAD 234
17
RC
LWL1
GLOB
Y
C
16.10
-0.136
1.25
CANOPY
LOAD 11/30/2011
18
RC
LWL1
GLOB
X
C
16.10
0.011
0.00
CANOPY
LOAD
235
11/30/2011
10,'
19
RC
LWL2
GLOB
16.10
0.136
1� IANOPY
LOAD
20
RC
LWL2
GLOB
X
C
16.10
-0.011
0.00 CANOPY
LOAD
21
RC
LWL3
GLOB
Y
C
16.10
-0.085
1.25 CANOPY
LOAD
22
RC
LWL3
GLOB
X
C
16.10
0.007
0.00 CANOPY
LOAD
23
RC
•LWL4
GLOB
Y
C
16.10
0.204
1.25 CANOPY
LOAD
24
RC
LWL4
GLOB
X
C
16:10
-0.017
0.00 CANOPY
LOAD
25
RC
WL3
GLOB
Y
C
16.10
0.261
1.25 CANOPY
LOAD
26
RC
WL3
GLOB
X
C
16.10
-0.022
0.00 CANOPY
LOAD
27
RC
WL4
GLOB
Y
C
16.1.0
0.200
1.25 CANOPY
LOAD
28
RC
WL4
GLOB
X
C
16.10
-0.017
0.00 CANOPY
LOAD
235
11/30/2011
Star Building Systems, OK
User:
Page:
F41- 11
R -Frame Design Program - �ersion v3.96
TYP
Job :
73224D
Load Report
File: frames_b.7-b.9.fra
Date:
11/30/11
ss 51./12.'542/6. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
11:07:14
* GENERAL LOAD CARDS GENERATED
LOAD
MEM
NAME
SYS
DIR
TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
RC
RBUPLW
GLOB
Y
C
8.396
2.9630
N/A
-0.250
2
RC
RBDWLW
GLOB
Y
C
16.792
-2.9630
N/A
-0.250
3
RC
RBUPLW
GLOB
Y
C
0.125
2.9190
N/A
-0.250
4
RC
RBUPLW
GLOB
L
C
0.125
4.2350
N/A
0.000
5
RC
RBDWLW
GLOB
Y
C
8.396
-2.9190
N/A
-0.250
6
'RC
RBUPEQ
GLOB
Y
C
8.396
0.1610
N/A
-0.250
7
RC
RBDWEQ
GLOB
Y
C
16.792
-0.1610
N/A
-0.250
8
RC
RBUPEQ
GLOB
Y
C
0.125
0.1580
N/A
-0.250
9
RC
RBUPEQ
GLOB
L
C
0.125
0.2290
N/A
0.000
10
RC
RBDWEQ
GLOB
Y
C
8.396
-0.1580
N/A
-0.250
11
RC
DL
GLOB
Y
C
16.102
-0.0820
N/A
1.250
12
RC
LL
GLOB
Y
C
16.102
-0.3000
N/A
1.250
13
RC
WL1
GLOB
Y
C
16.102
0.1000
N/A
1.250
14
RC
WL1
GLOB
X
C
16.102
-0.0080
N/A
0.000
15
RC
WL2
GLOB
Y
C
16.102
0.1200
N/A
1.250
16
RC
WL2
GLOB
X
C
16.102
-0.0100
N/A
0.000
17
RC
LWL1
GLOB
Y
C
16.102
-0.1360
N/A
1.250
18
RC
LWL1
GLOB
X
C
16.102
0.0110
N/A
0.000
19
RC
LWL2
GLOB
Y
C
16.102
0.1360
N/A
1.250
20
RC
LWL2
GLOB
X
C
16.102
-0.0110
N/A
0.000
21
RC
LWL3
GLOB
Y
C
16.102
-0.0850
N/A
1.250
22
RC
LWL3
GLOB
X
C
16.102
0.0070
N/A
0.000
23
RC
LWL,=
GLOB
Y
C
16.102
0.2040
.\T
1.250
2�-_-_
RC
LWT
G O?
>�
C
15.102
-0.0170
��/�
0 . 000
25
RC
;'.�3
GLOB
V'
C
_6.102
0,'.2610
N/A
_.��0
26
RC
WL3
GLOB
X
C
16.102
-0.0220
N/A
0.000
27
RC
WL4
GLOB
Y
C
16.102
0.2000
N/A
1.250
28
RC
WL4
GLOB
X
C
16.102
-0.0170
N/A
0.000
29
LR
DL
XREF
Y
U
0.000
-0.0125
N/A
0.000
30
LC
SW
GLOB
Y
U
0.125
-0.0138
N/A
0.000
31
LR
SW
GLOB
Y
U
0.000
-0.0151
N/A
0.000
32
RC
SW
GLOB
Y
U
0.125
-0.0163
N/A
0.000
33
LR
LL
XREF
Y
U
0.000
-0.1074
N/A
0.000
34
LR
PLL1
XREF
Y
U
0.000
-0.1074
N/A
51.000
35
RC
PLLR1
GLOB
Y
C
16.102
-0.3000
N/A
0.500
36
RC
PLLR1
GLOB
Z'
M
16.102
-0.3750
N/A
0.000
37
LR
SNOW
XREF
Y
U
0'.000
0.0000
N/A
0.000
38
LC
WL1
MEMB
Y
U
0.000
-0.0601
N/A
0.000
39
RC
WL1
MEMB
Y
U
0.000
0.0601
N/A
0.000
40
LR
WL1
MEMB
Y
U
0.000
0.0401
N/A
0.000
41
LC
WL2
MEMB
Y
U
0.000
-0.0601
N/A
0.000
42
RC
WL2
MEMB
Y
U
0.000
0.0601
N/A
0.000
43
LR
WL2
MEMB
Y
U
0.000
0.0160
N/A
0.000
44
LC
LWL1
MEMB
Y
U
0.000
0.0601
N/A
0.000
45
RC
LWL1
MEMB
Y
U
0.000
0.0601
N/A
0.000
46
LR
LWL1
MEMB
Y
U
0.000
-0.0545
N/A
0.000
47
LR
LWL1
MEMB
Y
U
25.588
0.0000
N/A
25.588
48
LC
LWL2
MEMB
Y
U
0.000
0.0601
N/A
0.000
49
RC
LWL2
MEMB
Y
U
0.000
0.0601
N/A
0.000.
50
LR
LWL2
MEMB
Y
U
0.000
0.0545
N/A
0.000
236
11/30/2011
237
11/30/2011
Star
Building .Systems,•�
OK
User:
�
Page:
F41- 12
R -Frame
Design Program
- Versi.on
v3.96
Job
73224D
Load
Report
File: frames_b.7-b.9.fra
Date:
11/30/11
ss 51./12.542/6.
20./85./0.
Start
Time:
11:07:14
--------------------------------------------------------------------------------
51
LR
LWL2
MEMB
Y U
25.588
0.0000
N/A
25.588
52
LC
LWL3
MEMB
Y U
0.000
0.0601
N/A
0.000
53
RC
LWL3
MEMB
Y U
0.000
0.0601
N/A
0.000
54
LR
LWL3
MEMB
Y U
0.000
-0.0341
N/A
0.000
55
LR
LWL3
MEMB
Y U
25.588
0.0000
N/A
25.588
56
LC
LWL4
MEMB
Y U
0.000
0.0601
N/A
0.:000
57
RC
LWL4
MEMB
Y U
0.000
0.0601
N/A
0.000
58
LR
LWL4
MEMB
Y U
0.000
0.0818
N/A
0.000
59
LR
LWL4
MEMB
Y U
25.588
0.0000
N/A
25.588
60
LC
WL3
MEMB
Y U
0.000
0.0601
N/A
0.000
61
RC
WL3-
MEMB
Y U
0.000
-0.0601
N/A
0.000
62
LR
WL3
MEMB
Y U
0..000
0.0401
N/A
0.000
63
LC
WL4
MEMB
Y U
0.000
0.0601
N/A
0.000
64
RC
WL4
MEMB
Y U
0.000
-0.0601
N/A
0.000
65
LR
WL4
MEMB
Y U
0.000
0.0481
N/A
0.000
237
11/30/2011
Star Building Systems, OK User: Page: F41- 13
R -Frame Design Program'- DVersion v3.96 Job : 73224D
Seismic Summary Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
------------------------------------------------------------------------------ -
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (og) ......••••
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] (og) .........
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) ........
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.2875
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) ...................................
12.4167
Seismic Fundamental Period [T] Used (seconds) ......................
0.2101
Longitudinal Seismic Overstrength Factor [OMEGA] ......4............
2.0000
Seismic Overstrength Factor [OMEGAo] ...............................
2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .......
1.3000
Seismic RedundanC,e, /-',-, iab�- llty Factor [rho] . . . . . . . . . . . . . . . . . . . . . . . .
1.3000
�`
Snc*:T in Seismic F:�=ce Calculations [Used] ( � � . . . .................. .
0.00
S^oT-. in Seismic Force Calculations 'Min. Required] ( o ) ... . ...... ....
0.00
0-,...F in in Seismic Load Combinations [Used] (o) .......................
0.00
Snow in Seismic Load Combinations [Min. Required] M ..............
0.00
Mezz. Live load in Seismic Force Calculations [Used] (a) ...........
0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (o) ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] M ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (o) ...
100.00
Building Height Limit (feet) ...' ....................................
65.0000
Seismic Story Drift Limit Factor ....................................
0.0250
Seismic Story Drift Limit (in) ......................................
5.0000
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used ..............................
0.1407
Seismic Story Drift [Cd*Drift/Importance Factor] (in) ..............
0.550
Theta [Px*Delta/Vx/hx/Cd]............................................
0.003
Theta Max [.5/BETA/Cd] where BETA=1.0.............................I...
0.167
Roof Dead.Load = 2.073
Wall Weight = 0.264
Collateral Load = 0.000
Snow Load = 0.000
Rafter Crane Weight = 0.000
-------------------------------------
Total Roof Weight = 2.337 kips
Total Roof Weight = 2.337
Mezzanine Weight = 0.000
238
i�i3o�2o�i
Col. Crane Weight = 0.000
-------------------------------------
TOTAL Bldg Weight = N337 kips,
X X
Seismic Coeff. = 0.1407
-------------------------------------
BASE SHEAR = 0.3288 kips,
Seismic Load for Roof at col # 1 = 0.1474 kips
Seismic Load for Roof at col # 2 = 0.1814 kips
---------------------------------------------------
SEISMIC LOAD for Roof in TOTAL = 0.3288 kips
* SEISMIC GENERAL LOAD CARDS GENERATED
--------------------------------------
LOAD MEM NAME SYS DIR TYP DISTANCE
INTENSITY
NO.
START END
66 LC EQ YREF X C 11.392
0.1474 N/A
67 RC EQ YREF X C 15.558
0.1814 N/A
LENGTH
0.000
0.000
239
11/3012011
240
11/30/2011
Star Building
Systems, OK
User:�` Page:
F41-
14
R -Frame Design
Program - VeYSion v3.96
Job :
73224D
Forces and Allowable Stresses Summary File:
frames_b.7-b.9.fra
Date:
11/30/11
ss 51./12.542/6.
--------------------------------------------------------------------------------
20./85./0.
Start Time:
11:07:14
Left Column
Analysis Length = 11.27
ft Kx
= 1.00 Weight =
155.
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)
1 10.81
11.500 11.500 5.00x 012500
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
-----------------------------------------------------------------------------
108 -3.7
--------------------------------------------------------------------
-19.7 -1.6 9.8 32.9 29.8
10.7 0.09 0.47' 0.51
0.51
71
Left Rafter
Analysis Length = 50.17
ft Kx
= 1.00 Weight =
758.
lbs
Effective Ix
= 114.9 in4
Part Length
Web Height at Outer Flange
Web
Inner Flange Taper
Fy
No. (ft)
Start(in) End(in) (in)
Thick
(in) Angle
(ksi)
2 19.25
11.500 11.500 6.00x 0.2500
0.1340
6.00x 0.2500
0.00
55.0
3 20.00
11.500 11.500 6.00x 0.2500
0.1340
6.00x 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
------------------------------7-----------------------------------------------
Point ---Actual Forces---- -- Allowable Stresses --
-------Unity
No r_.__=l
Moment t Shear_a Fbo Fbi
Fv
Shear ?:ti a 1+Bend
Comb
Load
(}:ip)
(k -ft) (kip) (ksi) (ksi) (ksi)
(ksi)
Ofig Iflg
---------------------
Mai.
Comb
-----------------------------------------------------------
221 -1.4
21.1 0.5 10.7 31.1 32.9
10.7
0.03 0.43 0.41
0.43
92
305 -1.4
21.9 0.0 10.7 31.1 30.8
10.7
0.00 0.45 0.45
0.45
92
412 -1.2
------------------------------------------------------------------------------
-30.6 -3.9 12.0 32.9 34.5
10.7
0.23 0.67 0.64
0.67
92.
Right Column Analysis Length = 15.43
ft Kx
= 1.00 Weight
= 252. lbs
Effective
Ix
= 123.3 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 14.89
11.500 11.500 6.00x 0.2500
0.1560
6.00x 0.2500
0.00
55.03
-------------------------------------------------------------------------------
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)
1. Oflg Iflg
Max
Comb
----------------------------------------------------------------------------
512 -6.6
-30.4 -1.6 7.7 32:9 23.6
14.5
0.06 0.63 0.85
0.85
92
--------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 1164. lbs
240
11/30/2011
241
11/30/2011
10
Star Building
Systems, OK User: OD
Page: F41- 15
R -Frame Design
-)
Program - Version v3.96
Job : 73224D
Anchor Rod and
Base Plate Design File: frames_b.7-b.9.fra
Date: 11/30/11
ss 51./12.542/6.
--------------------------------------------------------------------------------
20./85./0.
Start Time: 11:07:14
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,
5.0000
Plate Size
6.0000x 12.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear, Tension Allowable Load
Check
Loading Type
(kips) (kips) (kips) No.
Ratio
-----------------------------------------------------------------
Rod Tension
0.000 1.519 38.436 62
0.04
Rod Shear
2.068 0.000 20.499 71
0.10
Standard Base
Plate Welding >> (Using E70 Electrodes)
------------------------------
Fillet
Weld Weld Weld Design
Weld
Weld
Size Length Capacity Force Load
Check
Location
(in.) (in.) (kips) (kips) No.
Ratio
------------------------------------------------------------------
Inner Flg
0.25000 5.000 18.562 0.470 62
0.03
Outer Flg
0.25000 5.000 18.562 0.470 62
0.03
Web Plate
0.18750 11.500 32.019 2.068 71
0.06
R C___ r10? _ I.N1`d ?C110R RODt -T,TD SASE PLAT= DESS -G'
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, 5.0000
Plate Size
: 6.0000x 12.0000x 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 7.616 38.436 61
0.20
Rod Shear
4.569 0.000 20.499 56
0.22
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 6.000 22.274 2.555 61
0.11
Outer Flg
0.25000 6.000 22.274 4.082 61
0.18
Web Plate
0.18750. 11.500 32.019 2.901 61
0.09
241
11/30/2011
Vertical Knee Connection @ 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:
----------------------
Plate: 6.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 4.63 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)- 1.177 in.
Pf top (ins) - 1.572 in.
Pf bot (out) - 1.126 in.
Pf bot (ins) - 1.624 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Controlling
Ing
Shear
Load Combinations:
-----------------------------
71) DL +0.75LL +0.75LWL1
51) 0.6DL +WL1 (SOA -L)
-0.79
Connection Design Summary:
Bolt Unity Check (O.S.)
Bolt Unity Check (I.S.)
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x0.2500 in.
I.S. - 6.00 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)- 1.073 in.
Pf top (ins)- 1.676 in:
Pf bot (out)- 1.177 in.
Pf bot (ins)- 1.572 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 Corr.
Moments =_pial Shear Moments kzi al
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
+0.7 -18.73 -1.46 3.59 -18.73 -1.46
8.56 0.39 -0.79 8.56 0.39
= 0.2364 Plate Unity Check (O.S.) = 0.1829
= 0.1143 Plate Unity Check (I.S.) = 0.0893
3.59
242
11/30/2011-
Star Building.Systems, •- OK
R -Frame Design Program - Version V3.96
Connection Report
ss 51./12.542/6. 20./85./0.
--------------------------------------------------------------------------------
User: Page:
Job
File: frames_b.7-b.9.fra Date:
Start Time:
F41- 16
732.24D
11%30/11
11:07:14
Vertical Knee Connection @ 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:
----------------------
Plate: 6.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.2500 in.
I.S. - 4.63 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)- 1.177 in.
Pf top (ins) - 1.572 in.
Pf bot (out) - 1.126 in.
Pf bot (ins) - 1.624 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 90.0 degrees
Controlling
Ing
Shear
Load Combinations:
-----------------------------
71) DL +0.75LL +0.75LWL1
51) 0.6DL +WL1 (SOA -L)
-0.79
Connection Design Summary:
Bolt Unity Check (O.S.)
Bolt Unity Check (I.S.)
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x0.2500 in.
I.S. - 6.00 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)- 1.073 in.
Pf top (ins)- 1.676 in:
Pf bot (out)- 1.177 in.
Pf bot (ins)- 1.572 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 Corr.
Moments =_pial Shear Moments kzi al
(k -ft) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
+0.7 -18.73 -1.46 3.59 -18.73 -1.46
8.56 0.39 -0.79 8.56 0.39
= 0.2364 Plate Unity Check (O.S.) = 0.1829
= 0.1143 Plate Unity Check (I.S.) = 0.0893
3.59
242
11/30/2011-
Intermediate 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. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 11.500 in.
Web Thickness 0.134 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins) - 1.625 in.
Pf bot (out)- 1.125 in.
Pf bot (ins) - 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Controlling
Shea -
Load Combinations:
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.
I.S. - 5.00 x 0.2500 in.
Web Depth - 11.500 in.
Web Thickness 0.134 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.625 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Left Side Conn
M0nents a-_ia1 Shea_
Rignc Side Conn
Moments) ^xial
(k -f t) (kips) (kips) (k -ft) (kips) (k41 -)s-)
--------------------------------------------------
51) 0.6DL +WL1 (SOA -L) -2.73 0.50 0.17 -2.73 0.50 0.17
79) DL +0.75LL +0.75WL3 (SOA 4.18 -1.05 -0.99 4.18 -1.05
-0.99
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.0531 - Plate Unity Check (O.S.) = 0.0839
Bolt Unity Check (I.S.) = 0.0652 Plate Unity Check (I.S.) = 0.1030
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Star Building Systems,
OK
User: Page:
F41- 17
R -Frame Design Program
Connection Report
ss 51./12.542/6. 20./85./0.
--------------------------------------------------------------------------------
- Vrsion v3.96
Job :
File: frames_b.7-b.9.fra Date:
Start Time:
73224D
11/30/11
11:07:14
Intermediate 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. - 6.00 x 0.2500 in.
I.S. - 6.00 x 0.2500 in.
Web Depth - 11.500 in.
Web Thickness 0.134 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins) - 1.625 in.
Pf bot (out)- 1.125 in.
Pf bot (ins) - 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Controlling
Shea -
Load Combinations:
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.
I.S. - 5.00 x 0.2500 in.
Web Depth - 11.500 in.
Web Thickness 0.134 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.625 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Left Side Conn
M0nents a-_ia1 Shea_
Rignc Side Conn
Moments) ^xial
(k -f t) (kips) (kips) (k -ft) (kips) (k41 -)s-)
--------------------------------------------------
51) 0.6DL +WL1 (SOA -L) -2.73 0.50 0.17 -2.73 0.50 0.17
79) DL +0.75LL +0.75WL3 (SOA 4.18 -1.05 -0.99 4.18 -1.05
-0.99
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.0531 - Plate Unity Check (O.S.) = 0.0839
Bolt Unity Check (I.S.) = 0.0652 Plate Unity Check (I.S.) = 0.1030
Required Connection Plate Welding >> (Using E70 Electrodes)
Welded
Weld
Weld
Weld
Design
Wele
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
3.9219
79
0.0783
Outer Flg
Fillet -BS
0.1875
12.0000
. 50.1162
2.9519
51
0.0589
Web Plate
Fillet -BS
0.1875
23.0000
64:0374
2.4700
92
0.0386
Right
of Conn
_Side
Inner Flg
Fillet -BS
0.1875
10.0000
41.7635
3.9439
79
0.0944
Outer Flg
Fillet -BS
0.1875
10.0000
41.7635
2.9413
51
0.0704
Web Plate
Fillet -BS
0.1875
23.0000
64.0374
2.4700
92
0.0386
------------------------------------------------------------------------------
NS -
Near side weld,
FS - Far
side
weld, BS -
Both sides
weld.
243
11/30/2011
Vertical Knee Connection @ Left Rafter Depth 4
---------------------------------------------------------------------------
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 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 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) - 1.303 in.
Pf top (ins)- 1.447 in.
Pf bot (out)- 1.073 in.
Pf bot (ins)- 1.676 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 94.8 degrees
ccntrolling
Shear
Load Combinations:
-----------------------------
92) DL +0.75LL +0.75LWL1 +0
-3.84
61) 0.6DL +LWL4 +RBUPLW
Connection Design Summary:
.Bolt Unity Check (O.S.) =
Bolt Unity Check (I.S.) =
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3750 in.
I.S. - 5.66 x 0.2500 in.
Web Depth - 11.540 in.
Web Thickness 0.156 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.073 in.
Pf top (ins)- 1.551 in.
Pf bot (out)- 1.177 in.
Pf bot (ins)- 1.572 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 Corn
Moments -i al Shear i Moments A: -_ al
(k -f t) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
.7 -30.58 -1.47 -3.84 -30.58 -1.47
SOA 14.37 1.38 1.66 14.37 1.38
0.3904 Plate Unity Check (O.S.) = 0.3089
0.1978 Plate Unity Check (I.S.) = 0.1525
1.66
244
1113012011
�� OK
Star Building Systems, N
R -Frame Design Program - Version v3.96
Connection Report
ss 51./12.542/6.- 20./85./0.
------------------------------------------------------------------------------
User: Page:
OD
Job .
File: frames_b.7-b.9.fra Date:
Start Time:
F41= 18
73224D
11/30/11
11:07:14
Vertical Knee Connection @ Left Rafter Depth 4
---------------------------------------------------------------------------
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 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 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) - 1.303 in.
Pf top (ins)- 1.447 in.
Pf bot (out)- 1.073 in.
Pf bot (ins)- 1.676 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thick Plate
Angle top - 85.2 degrees
Angle bot - 94.8 degrees
ccntrolling
Shear
Load Combinations:
-----------------------------
92) DL +0.75LL +0.75LWL1 +0
-3.84
61) 0.6DL +LWL4 +RBUPLW
Connection Design Summary:
.Bolt Unity Check (O.S.) =
Bolt Unity Check (I.S.) =
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.6250 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 6.00 x 0.3750 in.
I.S. - 5.66 x 0.2500 in.
Web Depth - 11.540 in.
Web Thickness 0.156 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.073 in.
Pf top (ins)- 1.551 in.
Pf bot (out)- 1.177 in.
Pf bot (ins)- 1.572 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 Corn
Moments -i al Shear i Moments A: -_ al
(k -f t) (kips) (kips) (k -ft) (kips) (kips)
-------------------------------------------------
.7 -30.58 -1.47 -3.84 -30.58 -1.47
SOA 14.37 1.38 1.66 14.37 1.38
0.3904 Plate Unity Check (O.S.) = 0.3089
0.1978 Plate Unity Check (I.S.) = 0.1525
1.66
244
1113012011
OK
User:
Page:
F41- 19
Star Building Systems,
are:.
x
11.540
R -Frame Design Program - ersion v3.96
—
Job :
73224D
Knee and Stiffener Report
File: frames_b.7-b..9.fra
Date:
11/30/11
ss 51./12.542/6. 20./85./0.
--------------------------------------------------------------------------------
Start
Time:
11:07:14
Left Knee Design
Knee Web Thickness
Bearing Stiffener Type
Bearing Stiffener at Knee
Column Cap Plate
Use 0.1340 in. Thick Web
Horizontal
2.2500 X 0.2500 in.
6.0000 X 0.2500 in.
Knee Panel Weld Sizes
the
Knee
Web
Panel
are:.
x
11.540
in.
GMAW
on
NEAR
Required (Due to Weld
Shear) Min.
Fillet Welds, around
the
Knee
Web
Panel
are:
Column Cap Plate:
0.1875
in.
x
11.540
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
11.500
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
10.582
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
10.582
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.
Right Knee Design
Knee 'Jeb Thickness
Beari nq Stiffe.ne'_ Type
,:��aring Stif ener at Knee
Column Cap Plate
Knee Panel Weld Sizes
Use 0.1560 in. Thick Web.
Horizonta-
2.7500 X 0.2500 in.
6.0000 X 0.3750 in.
Required (Due to Weld Shear) Min.
Column Cap Plate: 0.1875 in.
Column Cap Plate: 0.1875 in.
Horizontal Stiffener: 0.1875 in.
Horizontal Stiffener: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Connection P1.: 0.1875 in.
Fillet Welds, around
the
Knee
Web
Panel
are:.
x
11.540
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD..WELD).
x
. 11.500
in.
GMAW
on
NEAR
Side
(STD.
WELD)'
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
12.498
in.
SAW
on
NEAR
Side
(STD.
WELD)
x
12.498
in.
GMAW
on
FAR
Side'
(STD.
WELD)
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)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
245
11/30/2011
Star Building Systems, OK User: Page_ F41- 20
R -Frame Design'Program - Version v3.96 Job 73224D
Flange Brace Report File: frames b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 1216-1/2" @ FLOOR 1 @ 16'9-1/2" @ FLOOR
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
1 @ 3'0 @ EAVE
9 @ 5'0
1 @ 3'0 @ 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 3.01 8.03 13.05 18.06 23.08 28.10 33.11 38.13 43.15 48.17
(C) (N) (C) (N) (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
--------------------------------------------------------------------------------
246
11/30/2011
Star Building Systems, �OK User: �
Page: F41- 21
R -Frame Design Program - Version v3.96 Job 73224D
Primary Deflection Report File: frames_b.7-b.9.fra Date: 11/30/11
ss 51./12.542/6. 20./85./0. Start Time: 11:07:14
--------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) (Inches)
MAX RAFTER DEFLECTIONS for SPAN#1. (Positive = Y:Upward)
Max Downward Deflection Max Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
--------------------------------------- 7 ---------------------------
Max. Def -1.962 in. 24.21 ft. 0.833 in. 24.21 ft.
Load Comb 91 109
Defl. L/306 L/722
z�J-- DE7LECTIGINS (?osi ti ve = : Upward)
Y -Dei
--------------------
Pos. Max 0.003 in.
Load Comb 62
Defl. L/999
--------------------
Neg. Max -0.009 in.
Load Comb 92
Defl. L/999
Note: The reported horizontal deflections for the
have been amplified by the value of Cd (deflection
LC# Cd Used
11.2
3.0
Ext. Left Col
Ext Right Col
114
3.0
X -Def
Y -Def
X -Def
Y -Def
---------------
-------------------------------------------------
Pos.
Max
0.809
0.002
0.805
-
0.003
Load
Comb
112
109
112
61
Defl.
H/167
H/230
Neg
Max
-0.622
-0.004
-0.621
,0.009
Load
Comb
111
71
111
91
Defl.
H/217
H/298
MAX RAFTER DEFLECTIONS for SPAN#1. (Positive = Y:Upward)
Max Downward Deflection Max Upward Deflection
Y -Def. X -Dist. from Left S.L. Y -Def. X -Dist. from Left S.L.
--------------------------------------- 7 ---------------------------
Max. Def -1.962 in. 24.21 ft. 0.833 in. 24.21 ft.
Load Comb 91 109
Defl. L/306 L/722
z�J-- DE7LECTIGINS (?osi ti ve = : Upward)
Y -Dei
--------------------
Pos. Max 0.003 in.
Load Comb 62
Defl. L/999
--------------------
Neg. Max -0.009 in.
Load Comb 92
Defl. L/999
Note: The reported horizontal deflections for the
have been amplified by the value of Cd (deflection
LC# Cd Used
11.2
3.0
113
3.0
114
3.0
115
3.0
load combinations shown below
amplification factor) .
Vertical Clearance at the Left Knee is 10.9386 feet
Vertical Clearance at the Right Knee is 15.0081 feet
247
11/30/2011
Star Building Systems, 00 OK User: #---) Page: F3- 1
R -Frame Design Program - Version v3.96Job
: 73224A
Input Data Echo File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-A\
--------------------------------------------------------------------------------
VERSION v3.96
BRAND STAR
DESCRIPTION pf 26./24.333 main building at plane SWA
FRAME_ID 3
PRINT echo code reactions base connection deflection profile seismic
detail \
flg_brace summary stiffeners
OPTIMIZATION none *PLANT nci *JOB 73224A
ANALYZE none *DATASET members brace combinations wind array connection base
LOCATION bays 3 -(Gridline A)
NUMBER FRAMES 1 *PRICE complete
TYPE pf p cs 60. 60.
WIDTH 26.
EAVE 24.333
GIRT DEPTH 0. 4.25 *PURLIN DEPTH 0. 14.
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
CODE LABEL 2010 CALIFORNIA
BUILDING CODE IB09 U=Normal
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD S1=22. SS=54. TL=16. oCR=NORM %SR=NORM RHOT=1.3 R=3.25
TOF=2.5 \
Cd=3. Ct=0.028
SOIL PROFILE D
SECOND ORDER FOA
ROOF TRIBUTARY TR= 0.
WALL TRIBUTARY TR= 0. S=O. E=0.
DESIGN ASD05
STIFri\lESS CHECK NONE
BOLT TIGHTENING Fullv
DEFLECTION `i -TALL T,=60. S=60. W=60. E=40. C=100. G=60. TW=60. TD=50.
SYMKNEE CONNI ECT ION
SPLICE GUSSETS NA
GIRT BRACE
PURLIN BRACE
LEFT COLUMN *RECESS -0.125
BASE W=10. T=0.625 L=13. N=2 D=1.
12. 0. 15. 10. 0.375 0.185 10.
0.375
0. 35.5 0. 10. 0.375 0.375 10.
0.375
LEFT RAFTER
CONNECTION 0=2E I=2E W=10. T=1. D=1.25
35.5 0. 15. 10. 0.375 0.25 10.
0.375
0. 35.5 0. 10. 0.375 0.25 10.
0.375
CONNECTION 0=2E I=2E W=10. T=1. D=1.25
SYMMETRICAL ALL
WIND LOAD 0.000 0.000 0.0000 0.0000 0.0000 0.0000 0.000
Left
WIND LOAD 0.000 0.000 0.0000 0.0000 0.0000 0.0000 0.000
Left
LOAD COMBINATIONS
1)1. DL *DEFL 60. 0. *PDELTA L
2)1. DL *DEFL 60. 0. *PDELTA R
3)1.06895 DL 0.91 EQ *DEFL 50. 0. *PDELTA L
4)1.06895 DL 0.91 EQ *DEFL 50. 0. *PDELTA R.
5)1.06895 DL -0.91 EQ *DEFL 50. 0. *PDELTA L
6)1.06895 DL -0.91 EQ *DEFL 50. 0. *PDELTA R
7)0.53105 DL 0.91 EQ *DEFL 50. 0. *PDELTA L
8)0.53105 DL 0.*91 EQ *DEFL 50.. 0. *PDELTA R
9)0.53105 DL -0.91 EQ *DEFL 50. 0. *PDELTA L
248
10)0.53105 DL -0.91, EQ *DEFL 50. 0 . *PDELTA R
12/02/2011
11)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA L
12)0.8015
DL
2.5 EQ . R *APP C
*PDELTA R
13)0.8015
DL
-2.5 EQ *TYPE R *APP C
*PDELTA L
14)0.8015
DL
-2.5 EQ *TYPE R *APP C
*PDELTA R
15)1.2985
DL
2.5 EQ *TYPE R *APP C
*PDELTA L
16)1.2985
DL
2.5 EQ *TYPE R *APP C
*PDELTA R
17)1.2985
DL
-2.5 EQ *TYPE R *APP C
*PDELTA L
18)1.2985
DL
-2.5 EQ *TYPE R *APP C
*PDELTA R
19)0.8015
DL
2.5 EQ *TYPE -R *APP B
*PDELTA L
20)0.8015
DL
2.5 EQ *TYPE R *APP B
*PDELTA R
21)0.8015
DL
-2.5 EQ *TYPE R *APP B
*PDELTA L
22)0.8015
DL
-2.5 EQ *TYPE R *APP B
*PDELTA R
23)1.2985
DL
2.5 EQ *TYPE R *APP B
*PDELTA L
24)1.2985
DL
2.5 EQ *TYPE R *APP B
*PDELTA R
25)1.2985
DL
-2.5 EQ *TYPE R *APP B
*PDELTA L
26)1.2985
DL
-2.5 EQ *TYPE R *APP B
*PDELTA R
27)0.8015
DL
3.25 EQ *TYPE R *APP K
*PDELTA L
28)0.8015
DL
3.25 EQ *TYPE R *APP K *PDELTA R
29)0.8015
DL
-3.25 EQ *TYPE R *APP
K *PDELTA L
30)0.8015
DL
-3.25 EQ *TYPE R *APP
K *PDELTA R
31)1.2985
DL
3.25 EQ *TYPE R *APP K *PDELTA L
32)1.2985
DL
3.25 EQ *TYPE R *APP K *PDELTA R
33)1.2985
DL
-3.25 EQ *TYPE R *APP
K *PDELTA L
34)1.2985
DL
-3.25 EQ *TYPE R *APP
K *PDELTA R
35)1. DL
1.
WL1 *DEFL 60. 0.
*PDELTA L
36)1. DL
1.
WL1 *DEFL 60. 0.
*PDELTA R
37)1. DL
1.
WL2 *DEFL 60. 0.
*PDELTA L
38)1. DL
1.
WL2 *DEFL 60. 0.
*PDELTA R
39)0.6 DL
1.
WL1 *DEFL 60. 0.
*PDELTA L
40)0.6 DL
1.
WL1 *DEFL 60. 0.
*PDELTA R
41)0.6 DL
1.
WL2 *DEFL 60. 0.
*PDELTA L
42)0.6 DL
1.
WL2 *DEFL 60. 0.
*PDELTA R
43)1.2985
DL
1. EQ *DEFL 40.
0. *TYPE D *EQCD
3.0
4-,=)0.3015
DL
1. EQ *DEFL 40.
0. *T"PE D *EQCD
3.0
4'5)_.29851
DL
-'_. EEQ *DEFL 4v.
0. * `PE D EQCD
3.0
46)0.C',015
DL
- l . EQ*DE='L 40.
0. *TYPE D *EQCD
3.0
LO_�7S
LC WL1
GLOB X C 23.167000 .11.121000
0.000000
#USER
INPUT LOAD
RC WL2
GLOB X C 23.167000 -11.121000
0.000000
#USER
INPUT LOAD
LC EQ
GLOB X C 23.167000 24.573999
0.000000
#USER
INPUT LOAD
END
Y
249
12/02/2011
1019 .
Star Building Systems, . OK User: Page: F3- 2
R -Frame Design Program -Vsion x3.96 Job 73224A
er
Code Summary Report File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA
-
13:54:'51
-----------------------------------------
Building :
Frame Number :3 Location: bays 3 -(Gridline A)
No. of Frames: 1
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design AISC thirteenth edition 2005
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) .....................................
24.333
Horizontal width from left to right steel line (feet) ...............
26.000
Horizontal distance to ridge from left side (feet) ..................
26.000
Roof Slope Left & Right (rise:12)...................................
0.000
Column Slope Left & Right(lat:12)..................................
0.000
Purlin depth left & right side (inches) .............................
0.000
Frame Rafter Inset left & right side (inches) .......................
14.000
Girt depth left & right side (inches) ...............................
0.000
Frame Column Inset left & right side (inches) .......................
4.250
Tributary Width left & right side (feet) ............................
0.000
..from Height 0.00 to Height
0.00
Tributary Width roo-f (feet) .................. ..•....................
0.000
Teins-or la lye � of - riOl a Reduction . . . . . . . . . . . . . . . . . . . . . . . . . .. . . . . . . .
YeS
Tension Field Action at Knee ........................................
Yes
Second order analysis method ........................................
C2.2b
Frame Design Loads
Ground Snow Load Entered [Pg](psf)................................. 0.000
Snow Exposure Factor [Ce] .......................................... 1.000
Snow Importance Factor [I]'-- Standard Use Category ................. 1.000
Snow Thermal Factor Used [Ct] -- Heated Building.. ................... 1.000
Slippery & Unobstructed Roof Surface ................................ Yes
Roof Snow Load [Pf = I*Pg](psf).................................... 0.000
Snow Slope Factor [Cs] ..........................................•... 1.000
Sloped Roof .Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000
UNBALANCED SNOW LOADING(s)
--------------------------
No Unbalanced Roof Snow Loadings.
250
12/02/2011
Star Building Systems, OK User: Page: F3- 3
R -Frame Design Program - Version v3.96 Job : 73224A
Wind Summary Report File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 24.333
Wind Elevation on left column (feet).... 24.333
Wind Elevation on right column (feet) ................................ 24.333
Total frame width (feet) ............................................ 26.000
Number of primary wind loadings .................................... 2
251
12102/2011
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
-
---=-----------------------------------------------------------------
Wind Load 0.000 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff.' (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000
--------------------------------------------------------------------
Wind Load 0.000 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000
--------------------------------------------------------------------
Notes :
1. Wind coefficients applied to the roof may be located as a percentage
of the total frame width (xx.x%). If not shown the coefficients are
applied fully to their respective rafter.
252
1 2/0 21201 1
�
Star Building
R -Frame Design
Continue Wind
pf 26./24.333
-------------------------------------------
Systems, �T OK
Program - Version v3.96
Summary Report File:
main building at plane SWA
----------------
User: Page:
�•
Job :.
p3_bldg_a_swa.fra Date:
Start Time:
-
F3- 4
73224A -
12/ 2/11
-
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
-
---=-----------------------------------------------------------------
Wind Load 0.000 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff.' (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000
--------------------------------------------------------------------
Wind Load 0.000 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000
--------------------------------------------------------------------
Notes :
1. Wind coefficients applied to the roof may be located as a percentage
of the total frame width (xx.x%). If not shown the coefficients are
applied fully to their respective rafter.
252
1 2/0 21201 1
Star Building Systems, OK
User:
Page:
F3- 5
R -Frame Design Program - Version v3.96
P
Job :
73224A
Load Combinations Report File:
p3_bldg_a_swa.fra
Date:
12/ 2/11
pf 26./24.333 main building at plane SWA
--------------------------------------------------------------------------------
Start
Time:
13:54:51
Load Combination :
------------------
1)
DL (SOA -L)
N
A
P
2)
DL (SOA -R)
N
A
P
3)
1.069DL +0.91EQ
(SOA -L)
N
A
P
4)
1.069DL +0.91EQ
(SOA -R)
N
A
P
5)
1.069DL-0.91EQ
(SOA -L)
N
A
P
6)
1.069DL-0.91EQ
(SOA -R)
N
A
P
7)
0.5311DL +0.91EQ
(SOA -L)
N
A
P
8)
0.5311DL +0.91EQ
(SOA -R)
N
A
P
9)
0.5311DL-0.91EQ
(SOA -L)
N
A
P
10)
0.5311DL-0.91EQ
(SOA -R)
N
A
P
11)
0.8015DL +2.5EQ
(SOA -L)
N
C
R
12)
0.8015DL +2.5EQ
(SOA -R)
N
C
R
13)
0.8015DL -2.5EQ
(SOA -L)
N
C
R
14)
0.8015DL -2.5EQ
(SOA -R)
N
C
R
15)
1.2985DL +2.5EQ
(SOA -L)
N
C
R
16)
1.2985DL +2.5EQ
(SOA -R)
N
C
R
i7)
1.2985DL -2.5EQ
(SOA -L)
N
C
R
18)
1.2985DL -2.5EQ
(SOA -R)
N
C
R
19)
0.8015DL +2.5EQ
(SOA -L)
N
B
R
20)
0.8015DL +2.5EQ
(SOA -R)
N
B
R
21)
0.8015DL -2.5EQ
(SOA -L)
N
B
R
22)
0.8015DL -2.5EQ
(SOA -R)
N
B
R
23)
1.2985DL +2.5EQ
(SOA -L)
N
B
R
24)
1.2985DL +2.5EQ
(SOA -R)
N
B
R
25)
-.2985DL -2 .5EQ
(SOA -L)
`.T
B
R
2E)
--2985DL. -2.. ,,
(SOA -R)
-.
='
27)
'] .,J
0.8015DL
,-- {{
7-
R
23)
0.8015DL +3.25EQ
(SOA -R)
N
K
R
29)
0.8015DL-3.25EQ
(SOA -L)
N
K
R
30)
0.8015DL-3.25EQ
(SOA -R)
N
K
R
31)
1.2985DL +3.25EQ
(SOA -L)
N
K
R
32)
1.2985DL +3.25EQ
(SOA -R)
N
K
R
33)
1.2985DL-3.25EQ
(SOA -L)
N
K
R
34)
1.2985DL-3.25EQ
(SOA -R)
N
K
R
35)
DL +WL1 (SOA -L)
N
A
P
36)
DL +WL1 (SOA -R)
N
A
P
37)
DL +WL2 (SOA -t)
N
A
P
3 8)
DL +WL2 ( SOA -R)
N
A
P
39)
0.6DL +WL1 (SOA
-L)
N
A
P
40)
0.6DL +WL1 (SOA -R)
N
A
P
41)
0.6DL +WL2 (SOA -L)
N
A
P
42)
0.6DL +WL2 (SOA
-R)
N
A
P
43)
1.2985DL +EQ
D
E
44)
0.8015DL +EQ
D
E
45)
1.2985DL -EQ
D -E
46)
0.,8015DL -EQ
D
E
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
D
P
P
P
P
P
P
P
253
12/02/2011
Where
DL = Roof Dead Load
EQ = Lateral Seismic Load '[parallel to plane of frame]
WL1 = Lateral Primary Wind Load
WL2 = Lateral Primary Wind Load
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Stress Design Combination - ASD05
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
254
12/02/2011
Systems, _ OK
User:
Page:
F3- 6
Star Building
R -Frame Design
Program'- ersion v3.96
Job :
73224A
Continue Load
Comb Report File:
.p3_bldg_a_swa.fra
Date:
12/ 2/11
pf 26./24.333
--------------------------------------------------------------------------------
main building at plane SWA
Start
Time:
13:54:51
Where
DL = Roof Dead Load
EQ = Lateral Seismic Load '[parallel to plane of frame]
WL1 = Lateral Primary Wind Load
WL2 = Lateral Primary Wind Load
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Stress Design Combination - ASD05
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
254
12/02/2011
star
Building Systems,
� � OK_
User:
lab,
F3= '7
R -Frame Design Program
- Version
v3A6
�.
Job :
73224A
User
Load Report
File:
p3_bldg_a_swa.fraDate:
12/ 2/11
pf
-------------
26./24.333 main building at .plane.SWA
--------------------------=----------------------------------.------,
Start
Time:
13:54,:51
* USER INPUT LOADS
-------------------
LOAD
MEM NAME . SYS
DIR TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
LC WL1 GLOB
X C
23.167
11.1210
0.0000
0.000
2
RC WL2 GLOB
X C
23.167
-11.1210
0.0000
0.000
3
LC EQ GLOB
X C
23.167
24.5740
0.0000
0.000
255
12/02/2011
0__
0
Star Building Systems, OK User: Page: F3- 8
R -Frame Design Program - Ve sion v3.96 Job . 73224A
Seismic Summary Report File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g)
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] A& .........
22.0000
Long -period Transition Period Time [TL] (seconds) ..................
16.0000
Seismic Performance Category .......................— — ------------
D
Soil Profile Type ..................................— — ------------
D
Seismic Site Coefficient [Fa] ................................. 7 ....
1.3680
Seismic Site Coefficient [Fv] ...................... — -------------
1.9600
Maximum.Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g)
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g)
0.2875
Seismic Response Modification Factor [R] ...........................
3.2500
Seismic Importance Factor [I] ....................— --------------
1.0000-
Storage/Equipment Areas and/or Service Rooms Exist .................
No
Seismic Story Height [hn] (feet) ...................................
24.2080
Seismic Fundamental Period [T] Used (seconds) ......................
0.3584
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 [User] (%) ....................
0 00
Snow in v . . . . . . . . . . . . .
Seismic Force Calculations [P�ii�'_ Pecuirec':] (c�)
0.00
�
Snow in Seismic Lour Combinations [Used] (•te°) ............ . . . . . . • - - -
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] (1) ....:.......
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] M
100.00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .................. ............... ..
7.2624
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient NO Used .............................
0.1515
Roof Dead Load = 3.609
Wall Weight = 0.000
Collateral Load = 0'.000
Snow Load = 0.000
Rafter Crane Weight = 0.000
-------------------------------------
Total Roof Weight = 3.609 kips
Total Roof Weight = 3.609
Mezzanine Weight = 0.000
Col. Crane Weight = 0.000
-------------------------------------
TOTAL Bldg Weight = 3.609 kips
X X
256
Seismic Coeff. = 0.1515
--------------------------------------
12/UNW1
BASE .SHEAR _ 70 kips
Seismic
Load
for
Roof
at
col # 1 =
`0.2735
kips
Seismic
Load
for
Roof
at
col # 2 =
0.2735
kips
---------------------------------------------------
SEISMIC
LOAD
for
Roof
in
TOTAL =
0.5470
kips
* SEISMIC GENERAL LOAD CARDS GENERATED
t)
LOAD MEM NAME SYS DIR TYP DISTANCE
INTENSITY LENGTH
NO.
START END
12 LC EQ YREF X C 21.656
0.2735 N/A 0.000
13 RC EQ YREF X 'C 21.656
0.2735 N/A 0.000
257
12/02/2011
Star Building Systems, OK User: Page: F3- 9
R -Frame Design Program 12 v3.96 Job : 73224A
Forces and Allowable Stresses Summary File: p3_ bldg_ a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
-
-------------------=-----------------------------------------------------------
Left Column Analysis Length = 21.56 ft Kx = 1.00 Weight = 1023. lbs
Effective Ix = 2238.7 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 15.00 12.000 29.607 10.00x 0.3750 0.1850 10.00x 0.3750 5.59 55.0
2 5.02 29.607 35.500 10.00x 0.3750 0.3750 10.00x 0.3750 5.59 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 -23.0 -153.0 -11.3 9.2 32.9 20.0 3.1 0.38 0.50 0.77 0.77 5
205 -22.7 -204.3 -11.3 5.9 38.3 17.1 8.8 0.06 0.40 0.78 0.78 5
--------=-----------------------------------------------------------------------
Left Rafter Analysis Length = 22.12 ft Kx = 1.00 Weight = 1233. lbs
Effective Ix = 3345.5 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 15.00 35.500 35.500 10.00x 0.3750 0.2500 10.00x 0.3750 0.00 55.0
4 4.25 35.500 35.500 10.00x 0.3750 0.2500 10.00x 0.3750 0.00 55.0
--------------------------------------------------------------------------------
?oint---Ac�ual Fords---- --Allowable Stresses-- ------- Uni� v
C:ecks--------
1;o. _.ial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Co<<ub Load
(kip) (k -ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb.
--------------------------------------------------------------------------------
301 11.6 -221.0 22.6 32.5 32.9 25.8 3.9 0.64 0.45 0.57 .0.64 5
405 -11.5 -203.6 -22.6 6.2 32.9 25.8 3.9 0.64 0.46 0.57 0.64 4
--------------------------------------------------------------------------------
Right Column Analysis Length = 21.56 ft Kx = 1.00 Weight = 1023. lbs
Effective Ix = 2238.7 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 15.00 12.000 29.607 10.00x 0.3750 0.1850 10.00x 0.3750 5.59 55.0
6 5.02 29.607 35.500 10.00x 0.3750 0.3750 10.00x 0.3750 5.59 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 -23.0 -164.4 -12.1 9.2 32.9 20.0 3.1 0.40 0.53 0.82 0.82 c
605 -22.7 -219.5 -12.1 5.9 38.3 17.1 8.8 0.06 0.42 0.83 0.83 c
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 3279. lbs
258
12/02/2011
General Reaction Notes
----------------------
1. Vertical column reactions are positive in the upward direction.
2. Transverse horizontal column reactions are positive to the right on all
columns.
3. Longitudinal horizontal reactions are perpendicular to the transverse
horizontal reactions, and the positive direction is inward to the page.
4. Fixed base moments are positive in the counter -clockwise direction on
all columns.
5. Reactions for a particular load combination may be obtained by summing-up
individual load reactions that have been multiplied by their load factors.
6. Forces on the foundations will act in the opposite direction to the
direction of the column reactions.
7. These.reactions are from loads determined from the applicable code for ASD
design. Seismic loads are limit state and include magnification factors when
so required by the seismic provisions of the applicable code for ASD design.
It is the responsibility of the foundation designer to apply the load factors
and load combinations appropriate for the concrete foundation design.
Reactions for Load Combinations
-------------------------------
0OK
Vertical
Horizontal.
Star Building Systems,
R -Frame Design Program
3.
- Version v3.96
User: Page:
Job :
F3- 10
73224A
Reactions Report
File:
p3_bldg_a_swa.fra Date:
12/ 2/11
pf. 26./24.333 main building at plane SWA
--------------------------------------------------------------------------------
Start Time:
13:54:51
General Reaction Notes
----------------------
1. Vertical column reactions are positive in the upward direction.
2. Transverse horizontal column reactions are positive to the right on all
columns.
3. Longitudinal horizontal reactions are perpendicular to the transverse
horizontal reactions, and the positive direction is inward to the page.
4. Fixed base moments are positive in the counter -clockwise direction on
all columns.
5. Reactions for a particular load combination may be obtained by summing-up
individual load reactions that have been multiplied by their load factors.
6. Forces on the foundations will act in the opposite direction to the
direction of the column reactions.
7. These.reactions are from loads determined from the applicable code for ASD
design. Seismic loads are limit state and include magnification factors when
so required by the seismic provisions of the applicable code for ASD design.
It is the responsibility of the foundation designer to apply the load factors
and load combinations appropriate for the concrete foundation design.
Reactions for Load Combinations
-------------------------------
259
12/02/2011
Vertical
Horizontal.
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
(Kips)
(.Kips)
(Kips)
--------
(Kip -Ft)
------
-----
_
------
Left Coiumn
--------
--------
0.117
.,.000
0.000
?- n _t Colum-
1.633)
• -0.109
0 _ 000
0.000
2
Left Column
1.633
0.109
0.000
0.000
Right Column
1.648
-0.117
0.000
0.000
3
Left Column
..-19.653
-10.759
0.000
0.000
Right Column
23.160
-11.761
0.000
0.000
4
Left Column
-20.258
-11.099
0.000
0.000
Right Column
23.765
-12.102
0.000
0.000
5
Left Column
23.767
11.342
0.000
0.000
Right Column
-20.259
11.861
0.000
0.000
6
Left Column
23.159
10.999
0.000
0.000
Right Column
-19.651
11.519
0.000
0.000
7
Left Column
-20.540
-10.822
.0.000
0.000
Right Column
22.282
-11.703
0.000
0.000
8
Left Column
-21.136
-11:157
0.000
0.000
Right Column
22.878
-12.039
0.000
0.000
9
Left Column
22.880
11.278
0.000
0.000
Right Column
-.21.137
11.919
0.000
0.000
259
12/02/2011
Star Building Systems, *0 OK
User:�d
Page:
F3- 11
R -Frame Design Program - Version v3.96
Job .
73224A
Reactions Report File:
p3_bldg_a_swa.fra
Date:
12/ 2/11
pf 26./24.333 main building at plane SWA
---------------=----------------------------------------------------------------
Start
Time:
13:54:51
Reactions for Load Combinations
-------------------------------
260
12/02/2011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
(Kips)
(Kips)
(Kips)
(Kip -Ft)
------
-----
10
------
Left Column
--------
22.281
--------
10.941
--------
0.000
0.000
Right Column
-20.538
11.582
0.000
0.000
11
Left Column
-56.091
-29.010
0.000
0.000
Right Column
58.721
-31.278
0.000
0.000
12
Left Column
-60.559
-31.520
0.000
0.000
Right Column
63.189
-33.797
0.000
0.000
13
Left Column
63.202
31.712
0.000
0.000
Right Column
-60.572
33.619
0.000
0.000
14
Left Column
58.708
29.180
0.000
0.000
Right Column
-56.078
31.094
0.000
0.000
15
Left Column
-55.264
-28.947
0.000
0.000
Right Column
59.525
-31.328
0.000
0.000
16
Left Column
-59.755
-31.470
0.000
0.000
Rivfht Column
64.016
-33.859
0.000
0.000
17
.--:t. Column
64. 02a
31 .7 75
0 . 000
0 . 000
Right Column
-59.768
33.569
0.000
0.000
18
Left Column
59.512
29.230
0.000
0.000
Right Column
-55.251
31.032
0.000
0.000
19
Left Column
-56.091
-29.010
0.000
0.000
Right Column
58.721
-31.278
0.000
0.000
20
Left Column
-60.559
-31.520
0.000
0.000
Right Column
63.189
-33.797
0.000
0.000
21
Left Column
63.202
3.1.712
0.000
0.000
Right.Column
-60.572
33.619
0.000
0.000'
22.
Left Column
58.708
29.180
0.000
0.000
Right'Column
-56.078
31.094
0.000
0.000
23
Left Column
-55.264
-28.947
0.000
0.000
Right Column
59.525
-31.328
0.000
0.000
24
Left Column
-59.755
-31.470
0.000
0.000
Right Column
64.016
-33.859
0.000
0.000
.25
Left Column
64.028
31.775
0.000
0.000
Right Column
-59.768
33.569
0.000
0.000
260
12/02/2011
Star Building Systems, OK User: Page: F3- 12
R -Frame Design Program - Version v3.96 Job : 73224A
Reactions Report File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
--------------------------------------------------------------------------------
Reactions for Load Combinations
-------------------------------
261
12/02/2011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
(Kips)
(Kips)
(Kips)
--------
(Kip -Ft)
------
26
Left Column
--------
59.512
--------
29.230
0.000
0.000
Right Column
-55.251
31.032
0.000
0.000
27
Left Column
-72.448
-37.2.54
0.000
0.000
Right Column
75.078
-40.148
0.000
0.000
28
Left Column
-79.986
-41.489
0.000
0.000
Right Column
82.616
-44.395
0.000
0.000
29
Left Column
82.637
41.688
0.000
0.000
Right Column
-80.007
44.219
0.000
0.000
30
Left Column
75.057
37.417
0.000
0.000
Right Column
-72.427
39.961
0.000
0.000
31
Left Column
-71.618
-37.190
0.000
0.000
Right Column
75.879
-40.195
0.000
0.000
32
Left Column
-79.185
-41.441
0.000
0.000
Right Cola<<<n
83.446
-44.460
0.000
0.000
33
Le -t Column.
83.^_67
41.753
0.000
u._00
Right Column
-79.206
44.172
0.000
0.000
34
Left Column
75.858
37.465
0.000
0.000
Right Column
-71.597
39.897
0.000
0.000
35
Left Column
-8.862
-5.217
0.000
0.000
Right Column
12.143
-5.821
0.000
0.000
36
Left Column
-9.009
-5.300
0.000
0.000
Right Column
12.290
-5.904
0.000
0.000
37
Left Column
12.290
5.904
0.000
0.000
Right Column
-9.009
5.300
0.000
.0.000
38
Left Column
12.143
5.821
0.000
0.000
Right Column
-8.862
5.217
0.000
0.000
39
Left Column
-9.520
-5.263
0.000
0.000
Right Column
11.488
-5.777
0.000
0.000
40
Left Column
-9.664
-5.344
0.000
0.000
Right Column
11.633
-5.858
0.000
0.000
41
Left Column
11.633
5.858
0.000
0.000
Right Column
-9.664
5.344
0..000
0.000
261
12/02/2011
Star Building Systems, OK User: 00 -
Page: F3- 13
R -Frame Design Program - Version v3.96 Job . 73224A
Reactions Report File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
--------------------------------------------------------------------------------
Reactions for Load Combinations
-------------------------------
262
12/02/2011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
(Kips)
(Kips)
(Kips)
--------
(Kip -Ft)
------
-----
42
------
Left Column
--------
11.488
--------
5.777
0.000
0.000
Right Column
-9.520
5.263
0.000
0..000
43
Left Column
-21.726
-11.995
0.000
0.000
Right Column
25.986
-13.125
0.000
0.000
44
Left Column
-22.541
-12.052
0.000
0.000
Right Column
25.171
-13.069
0.000
0.000
45
Left Column
25.986
12.289
0.000
0.000
Right Column
-21.726
12.832
0.000
0.000
46
Left Column
25.171
12.233
0.000
0.000
Right Column
-22.541
12.888
0.000
0.000
262
12/02/2011
Star Building Systems, OK User: OD Page: F3- 14
R -Frame Design Program - Version v3.96 Job . 73224A
Anchor Rod and Base Plate Design File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51.
--------------------------------------------------------------------------------
BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 1.000 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 4.0000, 1 @ 4.0000, 5.0000
Plate Size 10.0000x_ 13.0000x 0.6250 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
263
12/02/2011
Shear Tension Allowable
Load
Check
Loading Type
(kips) (kips) (kips)
No.
Ratio
-----------------------------------------------------------------
Rod Tension
0.000 60.572 102.495
21
0.59
Rod Shear
33.859 0.000 54.664
24
0.62
Shear & Tension 33.619 60.572 70.208
21
0.86
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
0.31250 10.000 69.606 24.702
25
0.35
Outer Flg
0.31250 10.000 69.606 23.369
21
0.34
Web Plate
0.18750 12.000 50.116 36.354
21
0.73
263
12/02/2011
Star Building Systems,
��JOK User: Page: F3- 15
R -Frame Design Program - Version x3.96 Job . 73224A
Connection Report File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
----------------------- --------------------------------------------------------
Vertical Knee Connection @ Both Sides
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 1 1/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 1 1/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data:
----- - -----------------
Plate: 10.00 x 1.0000 in.
Fy(Min) 50.0 ksi
Fu 60.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 9.88 x 0.5000 in.
Web Depth - 35.500 in.
Web Thickness 0.375 in.
Gage - 4.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.625 in..
Pf top (ins)- 2.000 in.
Pf bot (out)- 1.625 in.
Pf bot (ins)- 1.875 in.
Bolt Spacing- 4.000 in.
Controlling Mode : Thick Plate
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Right Side of Conn Data:
------------------------
Plate: 10.00 x 1.0000 in.
Fy(Min) 50.0 ksi
Fu 60.0 ksi
Flanges:
O.S. - 10.00 x 0.3750 in.
I.S. - 10.00 x 0.3750 in.
Web Depth - 35.500 in.
Web Thickness 0.250 in.
Gage - 4.000 in.
Center of Bolt to Flange:
Pf top (out) - 1.625 in'.
Pf top (ins)- 2.000 in.
Pf bot (out)- 1.750 in.
Pf bot (ins)- 1.875 in.
Bolt Spacing- 4.000 in.
Controlling Mode : Thick Plate
Angle top 90.0 degrees
Angle bot - 90.0 degrees
Leif. Slide Fra-me?a_G1^t S3Cie .craMe
Corgi.=Moll ing M!omen=s xi al Shea- Mome-nts _.-a,
Shear
Load Combinations: (k -ft) (kips) (kips) (k -ft) (kips) (kips)
------------------------------------------------------------------------------
33) 1.2985DL-3.25EQ (SOA -L) -814.55 43.28 82.03 751:18 43.28
80.64
29) 0.8015DL-3.25EQ (SOA -L) -814.20 43.33 81.75 751.24 43.33
80.89
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.8930 Plate Unity Check (O.S.) = 0.6907
Bolt Unity Check (I.S.) = 0.8323 Plate Unity Check (I.S.) = 0.6479
264
12/02/2011
Star Building Systems, ;,}OK User: Page: F3- 16
R -Frame Design Program - Version v3.96 Job : 73224A
Knee and Stiffener Report File: p3_bldg_a_swa.fra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
--------------------------------------------------------------------------------
Left and Right Knee Design
Knee Web Thickness Use 0.3750 in. Thick Web
Bearing Stiffener Type Horizontal
Bearing Stiffener at Knee 4.7500 X 0.5000 in.
Column Cap Plate 10.0000 X 0.3750 in.
Knee Panel Weld Sizes
Required (Due to Weld Shear) Min.
Column Cap Plate: 0.3125 in.
Horizontal Stiffener: 0.3125 in.
Horizontal Stiffener: 0.3125 in.
Column Outer Flange: 0.1875 in.
Column Outer Flange: 0.1875 in.
Column Connection P1.: 0.3125 in.
Fillet Welds, around
the
Knee
Web
Panel
are:
x
35.500
in.
GMAW
on
BOTH
Sides
**NON -STD.
x
35.500
in.
GMAW
on
NEAR
Side
(STD.
WELD)
x
3.000
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
35.500
in.
SAW
on
NEAR
Side
(STD.
WELD)
x
35.500
in.
GMAW
on
FAR
Side
(STD.
WELD)
x
35.500
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Knee Stiffener to Connection Plate Weld
---------------------------------
Use 4.750 in. Long Complete -Joint -Penetration Groove GMAW Weld (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
**NON -STD. - Non -Standard Weld is Required (Non -Std. Size, Length or Location).
265
12/02/2011
Star Building Systems,WOK User: Pager F3- 17
R -Frame Design Program - Version v3.960 Job : 73224A
Flange Brace Report File: p3_bldg_a_swa.f ra Date: 12/ 2/11
pf 26./24.333 main building at plane SWA Start Time: 13:54:51
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN. RIGHT COLUMN
1 @ 2414 @ FLOOR 1 @ 2414 @ FLOOR
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
1 @ 2610 @ EAVE
--------------------------------------------------------------------------------
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
--------------------------------------------------------------------------------
----------------------------------------------------------------------.----------
266
12/02/2011
Building Systems,OK
!1Q.
User: JO
DStar
Page:
F3- 18
-ion
3.0
46
X -Def
R -Frame Design Program v3.96
X -Def Y -Def
Job .
73224A
Primary Deflection Report File:
p3_bldg_a_swa.fra
Date:
12/ 2/11
pf 26./24.333 main building at plane SWA
---------------------------------------------------
Start
t
Time:
13:54:51
TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) (Inches)
T - V • Upt,,, a rd )
Y -Def
--------------------
Pos. Max 0.045 in.
Load Comb 44
Defl.. L/999
----------------------
Neg. Max -0.047 in.
Load Comb 45
Defl. L/999
Note The reported horizontal deflections for the load combinations shown below
have been.amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
43
3.0
Ext. Left Col
Ext Right Col
45
3.0
46
X -Def
"Y -Def
X -Def Y -Def
------------------------------------------------------------------------------
Pos.
Max
3.880
0.046
3.858 0.045
Load
Comb
43
46.
44 44
Defl.
H/ 66
H/ 66
------------------------------------------------------------------------------
Neg.
Max
-3.880
-0.047
-3.858 -0.047
Load
Comb
46
43
45 45
Defl.
H/ 66
H/ 66
MAX RAFTER
DEFLECTIONS
for
SPAN #1. (Positive = Y:Upward)
--------------------------------------------
Max. Downward
Deflection
Max. Upward Deflection
Y -Def.
X -Dist.
from Left S.L.
Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max.
Def
-0.074
in. 6.19 ft.
0.070 in. 6.19 ft.
Load
Comb
43
46
Defl.
L/999
L/999
T - V • Upt,,, a rd )
Y -Def
--------------------
Pos. Max 0.045 in.
Load Comb 44
Defl.. L/999
----------------------
Neg. Max -0.047 in.
Load Comb 45
Defl. L/999
Note The reported horizontal deflections for the load combinations shown below
have been.amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
43
3.0
44
3.0
45
3.0
46
3.0
Vertical Clearance at the Left Knee is
Vertical Clearance at the Right Knee is
20.1455 feet
20.1455 feet
267
12/02/2011
Star Building Systems,OK User: Page. F42- 1
R -Frame Design Program - Version v3.96 Job . 73224D
Input Data Echo File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
J:\Active\eng\12-B-73224\ver01-rwma\Bldg-D\
--------------------------------------------------------------------------------
VERSION v3.96
BRAND STAR
DESCRIPTION pf 9./12.542 main building at plane SWD
FRAME_ID 42
PRINT echo code reactions base connection deflection profile seismic detail \
flg_brace summary stiffeners
OPTIMIZATION none *PLANT nci *JOB 73224D
ANALYZE all *DATASET members brace combinations wind -array connection base
LOCATION bays 1 -(Gridline 10)
NUMBER FRAMES 1 *PRICE complete
TYPE pf p cs 60. 60.
WIDTH 9.
EAVE 12.542
GIRT DEPTH 0. 4.25 *PURLIN DEPTH 0. 14.
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
CODE LABEL 2010 CALIFORNIA
BUILDING CODE IB09 U=Normal
WIND CODE AS05
SEISMIC CODE AS05
SEISMIC LOAD S1=22. SS=54. TL=16. oCR=NORM .SR=NORM RHOT=1.3 R=3.25 TOF=2.5 \
Cd=3. Ct=0.028
SOIL PROFILE D
SECOND ORDER FOA
ROOF TRIBUTARY TR= 0.
WALL TRIBUTARY TR= 0. S=O. E=0.
DESIGN ASD05
STI :L.1J C -'Ll -K .O`-
TI iT E1 .i Pq�-
BOLT G _ i__vFu_ y
DEFLECTION WLL L=60. 5=60. W=13-0- E=-_-*". '•.'�0. G=60.' TTM=60. T-=50.
SYMKIVEE COP,i3ECT=0`;
SPLICE GUSSETS NA
GIRT BRACE
PURLIN BRACE
LEFT COLUMN *RECESS -0.125
BASE W=6. T=0.375 L=10. N=2 D=0.75
9.5 9.5 0. 5., 0.25 0.134 5. 0.25
LEFT RAFTER
CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75
9.5 9.5 0. 5. 0.25 0.134 5. 0.25
CONNECTION 0=2E I=2E W=6. T=0.5 D=0.75
SYMMETRICAL ALL
WIND LOAD 0.000 0.000 0.0000 0.0000 0.0000 0.0000 0.000 Left
WIND LOAD 0.000 0.000 0.0000 0.0000 0.0000 0.0000 0.000 Left
LOAD COMBINATIONS
1)1. DL *DEFL 60. 0. *PDELTA L
2)1. DL *DEFL 60. 0. *PDELTA R
3)1.06895 DL 0.91 EQ *DEFL 50. 0. *PDELTA L
4)1.06895 DL 0.91 EQ *DEFL 50. 0. *PDELTA R
5)1.06895 DL -0.91 EQ *DEFL 50. 0. *PDELTA,L
6)1.06895 DL -0.91 EQ *DEFL 50. 0. *PDELTA R
7)0.53105 DL 0.91 EQ *DEFL 50. 0. *PDELTA L,
8)0.5310.5 DL 0.91 EQ *DEFL 50. 0. *PDELTA R.
9)0.53105 DL -0.91 EQ *DEFL 50. 0. *PDELTA L
10)0.53105 DL -0.91 EQ *DEFL 50. 0. *PDELTA R
11)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA L 268
12)0.8015 DL 2.5 EQ *TYPE R *APP C *PDELTA R 11/30/2011
13)0.8015 DL -2.5 EQ *TYPE R *APP C *PDELTA L
269
11/30/2011
1
•
14)0. 8015
'DL
- 2 . 5 EQ�,-E R *APP C
*PDELTA R
15)1.2985
DL
2.5 EQ *TYPE R *APP C
*PDELTA L
16)1.2985
DL
2.5 EQ *TYPE R *APP C
*PDELTA R
17)1.2985
DL
-2.5 EQ *TYPE R *APP C
*PDELTA L
18)1.2985
DL
-2.5 EQ *TYPE R *APP C
*PDELTA R
19)0.8015
DL
2.5 EQ *TYPE R *APP B
*PDELTA L
20)0.8015
DL
2.5 EQ *TYPE R *APP B
*PDELTA R
21)0.8015
DL
-2.5 EQ *TYPE R *APP B
*PDELTA L
22)0.8015
DL
-2.5 EQ *TYPE R *APP B
*PDELTA R
23)1.2985
DL
2.5 EQ *TYPE R *APP B
*PDELTA L
24)1.2985
DL
2.5 EQ *TYPE R *APP B
*PDELTA R
25)1.2985
DL
-2.5 EQ *TYPE R *APP B
*PDELTA L
26)1.2985
DL
-2.5 EQ *TYPE R *APP B
*PDELTA R
27)0.8015
DL
3.25 EQ *TYPE R *APP K
*PDELTA L
28)0.8015
DL
3.25 EQ *TYPE R *APP K
*PDELTA R
29)0.8015
DL
-3.25 EQ *TYPE R *APP
K *PDELTA L
30)0.8015
DL
-3.25 EQ *TYPE R *APP
K *PDELTA R
31)1.2985
DL
3.25 EQ *TYPE R *APP K
*PDELTA L
32)1.2985
DL
.3.25 EQ *TYPE R *APP K
*PDELTA R
33)1.2985
DL
-3.2-5 EQ *TYPE R *APP
K *PDELTA L
34)1.2985
DL
-3.25 EQ *TYPE R *APP
K *PDELTA R
35)1. DL
1.
WL1 *DEFL 60. 0.
*PDELTA L
36)1. DL
l..WL1
*DEFL 60. 0.
*PDELTA R
37)1. DL
1.
WL2 *DEFL 60. 0.
*PDELTA L
38)1. DL
1.
WL2 *DEFL 60. 0.
*PDELTA R
39)0.6 DL
1.
WL1 *DEFL 60. 0.
*PDELTA L
40)0.6 DL
1.
WL1 *DEFL 60. 0.
*PDELTA R
41)0.6 DL
1.
WL2 *DEFL 60. 0.
*PDELTA L
42)0.6 DL
1.
WL2 *DEFL 60. 0.
*PDELTA R
43)1.2985
DL
1. EQ *DEFL 40.
0. *TYPE D *EQCD
3.0
44)0.8015
DL
1. EQ *DEFL 40.
0. *TYPE D *EQCD
3.0
45)1.2985
DL
-1. EQ *DEFL 40.
0. *TYPE D *EQCD
3.0
46)0.8015
DL
-1. EQ *DEFL 40.
0. *T`_'PE D *EQCD
3.0.
LOADS
LC WL?
GLOB v C 11.375000
3.759000
0.000000 \
"USER
INPUT LOAD
RC WL2
GLOB X C 11.375000
-3.759000
0.000000 \
#USER
INPUT LOAD
LC EQ
GLOB X C 11.375000 0.208000
0.000000 \
#USER
INPUT LOAD
END
269
11/30/2011
Star Building Systems, MW
OK User : Page : F42 - 2
R -Frame Design Program - Version v.3.96 Job . 73224D
Code Summary Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
-------------------------------------------------------------------------
Building :
Frame Number :42 Location: bays 1 -(Gridline 10)
No. of Frames: 1
2010 CALIFORNIA
Main Code Requirements Per
International Building Code
2009 Edition
Supporting Design Manual(s):
ASD - Allowable Stress Design AISC thirteenth edition 2005
2005 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
Eave height Left & Right (feet) ..................................... 12.542
Horizontal width from left to right steel line (feet) ............... 9.000
Horizontal distance to ridge from left side (feet) .................. 9.000
Roof Slope Left & Right (rise:12)................................... 0.000
Column Slope Left & Right(lat:12).................................. 0.000
Purlin depth left & right side (inches) ............................. 0.000
Frame Rafter Inset left & right side (inches)..... .................. 14.000
Girt depth left & right side (inches) ............................... 0.000
Frame Column Inset left & right side (inches) ...............:....... 4.250
Tributary Width left & right side (feet) ............................ 0.000
........ .............. trom Height 0.00 to Height 0.00
Tr. ibui.ary roof (-e--t) . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 0.000
-elision ;range `;olt H. -ole Reduction . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . `reS
Tension Field Action at L -lee ........................................ Yes
Second order analysis method ......................................... C2.2b
Frame Design Loads
------------------
Ground Snow Load Entered [Pgl(psf).............................••.. 0.000
Snow Exposure Factor [Ce] .......................................... 1.000
Snow Importance Factor [I] -- Standard Use Category ................. 1.000
Snow Thermal Factor Used [Ct] -- Heated Building .................... 1.000
Slippery & Unobstructed Roof Surface ................................ Yes
Roof Snow Load [Pf = I*Pg](psf).................................... 0.000
Snow Slope Factor[Cs]............................................... 1.000
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 0.000
UNBALANCED SNOW LOADING(s)
--------------------------
No Unbalanced Roof Snow Loadings.
270
11/30/2011
Star Building Systems, ODOK User: 10�) Page: F42- 3
R -Frame Design Program - Version v3.96 Job : 73224D
Wind Summary'Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
Eave height Left & Right (feet) ..................................... 12.542
Wind Elevation on left column (feet) ................................ 12.542
Wind Elevation on right column (feet) ............................... 12.542
Total frame width (feet) ............................................ 9.000
Number of primary wind loadings .................................... 2
271
11/30/2011
�OK User: 1 Page: F42- 4
Star Building Systems, . ,
R -Frame Design Program - Version v3.96 Job . 73224D
Continue Wind Summary Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Windforce-resisting system Per
ASCE 7 Standard
2005 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
--------------------------------------------------------------------------------
Wind Load 0.000 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. - (Cp) 0.000 0.000( 0.0%) 0.000(100.0%) 0.000
--------------------------------------------------------------------------------
Wind Load 0.000 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.000 0.000( 0.0%j 0.000(100.0%) 0.000
--------------------------------------------------------------------------------
Notes :
1. Wind coefficients applied to the roof may be located as a percentage
of the total frame width (xx.x%). If not shown the coefficients are
applied fully to their respective rafter.
272
11/30/2011
Star Building Systems, W -)OK User: Page: F42- 5
R -Frame Design Program - Version v3.96 Job . 73224D
Load Combinations Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
Load Combination :
1)
DL (SOA -L)
N
A
P
2)
DL (SOA -R)
N
A
P
3)
1.069DL +0.91EQ
(SOA -L)
N
A
P
4)
1.069DL +0.91EQ
(SOA -R)
N
A
P
5)
1.069DL-0.91EQ
(SOA -L)
N
A
P
6)
1.069DL-0.91EQ
(SOA -R)
N
A
P
7)
0.5311DL +0.91EQ
(SOA -L)
N
A
P
8)
0.5311DL +0.91EQ
(SOA -R)
N
A
P
9)
0.5311DL-0.91EQ
(SOA -L)
N
A
P
10)
0.5311DL-0.91EQ
(SOA -R)
N
A
P
11)
0.8015DL +2.5EQ
(SOA -L)
N
C
R
12)
0.8015DL +2.5EQ
(SOA -R)
N
C
R
13)
0.8015DL -2.5EQ
(SOA -L)
N
C
R
14)
0.8015DL -2.5EQ
(SOA -R)
N
C
R
15)
1.2985DL +2.5EQ
(SOA -L)
N
C
R
16)
1.2985DL +2.5EQ
(SOA -R)
N
C
R
17)
1.2985DL -2.5EQ
(SOA -L)
N
C
R
18)
1.2985DL -2.5EQ
(SOA -R)
N
C
R
19)
0.8015DL +2.5EQ
(SOA -L)
N
B
R
20)
0.8015DL +2.5EQ
(SOA -R)
N
B
R
21)
0.8015DL -2.5EQ
(SOA -L)
N
B
R
22)
0.80i5DL -2.5EQ
(SOA -R)
N
B
R
23)
1.2985DL +2.5EQ
(SOA -L)
N
B
R
24)
1.2985DL +2.5EQ
(SOA -R)
N
B
R
25)
1.2985DL -2.5EQ
(SO_. -L)
N
g
a
26)
1.2935DL -2.5EQ
iSO.A_-R)
Y
B
R
27)
0.3015DL +3.25 Q
(SOA -LI)
N
K
R
28)
0.9015DL +3.25EQ
(SOA -R)
N
K
R
29)
0.8015DL-3.25EQ
(SOA -L)
N
K
R
30)
0.8015DL-3.25EQ
(SOA -R)
N
K
R
31)
1.2985DL +3.25EQ
(SOA -L)
N
K
R
32)
1.2985DL +3.25EQ
(SOA -R)
N
K
R
33)
1.2985DL-3.25EQ
(SOA -L)
N
K
R
34)
1.2985DL-3.25EQ
(SOA -R)
N
K
R
35)
DL +WL1 (SOA -L)
N
A
P
36)
DL +WL1 (SOA -R)
N
A
P
37)
DL +WL2 (SOA -L)
N
A
P
38)
DL +WL2 (SOA -R)
N
A
P
39)
0.6DL +WL1 (SOA
-L)
N
A
P
40)
0.6DL +WL1 (SOA -R)
N
A
P
41)
0.6DL +WL2 (SOA
-L)
N
A
P
42)
0.6DL +WL2 (SOA
-R)
N
A
P
43)
1.2985DL +EQ
D
E
44)
0.8015DL +EQ
D
E
45)
1.2985DL -EQ
D
E
46)
0.8015DL -EQ
D
E
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
P
273
11/30/2011
00 Star Building Systems, OK User: Page: F42- 6
R -Frame Design Program — Version v3.96 -Job : 73224D
Continue Load Comb Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
Where
DL = Roof Dead Load
EQ = Lateral Seismic Load [parallel to plane of frame]
WL1 = Lateral Primary Wind Load
WL2 = Lateral Primary Wind Load
Combination Descriptions
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Stress Design Combination-.ASD05
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
274
11/30/2011
275
11/30/2011
*��OK
Star
Building Systems,
User:
Page: F42- 7
R -Frame
Design Program
- version
v3.96
Job . 73224D
User
Load Report
File: .p42_portal_bldg_d_swd.frall/30/11
pf
--------------------------------------------------------------------------------
9./12.542 main building at plane
SWD
Start
Time: 11:07:41
* USER
INPUT LOADS
-------------------
LOAD
MEM NAME SYS
DIR TYP
DISTANCE
INTENSITY
LENGTH
NO.
START
END
1
LC WL1 GLOB
X C
11.375
3.7590
0.0000
0.000
2
RC WL2 GLOB
X C
11.375
-3.7590
0.0000
0.000
3
LC EQ GLOB
X C
11.375
.0.2080
0.0000
0.000
275
11/30/2011
Star Building Systems, =0K User:� ---✓✓✓
Page: F42- 8
R -Frame Design�Program - Version v3.96 Job : 73224D
Seismic Summary Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
2010 CALIFORNIA
Main Seismic Force Resisting System Per
ASCE 7 Standard
2005 Edition
Standard Use Category Building for Seismic Loadings
Seismic Loads Required for Building ................................
Yes
Response Acceleration Coeff., for Short Periods [Ss] (og) ..........
54.0000
Response Acceleration Coeff., for 1 sec. Periods [S1] (og) .........
22.0000
Long -period Transition Period Time [TL] (seconds) ...................16.0000
Seismic Performance Category .......................................
D
Soil Profile Type ..................................................
D
Seismic Site Coefficient [Fa] ......................................
1.3680
Seismic Site Coefficient [Fv]......................................
1.9600
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ......
0.7387
Maximum Spectral Response Accel., for 1 sec. Periods [Sml] (g) .....
0.4312
Design Spectral Response Accel., for Short Periods [Sds] (g) .......
0.4925
Design Spectral Response Accel., for 1 sec. Periods [Shc] (g) ......
0.2875
Seismic Response Modification Factor [R] ...........................
3.2500
Seismic Importance Factor [I] ......................................
1.0000
Storage/Equipment Areas and/or Service Rooms Exist .................
No
Seismic Story Height [hn] (feet) ...................................
12.4170
Seismic Fundamental Period [T] Used (seconds) ......................
0.2101
Seismic Overstrength Factor [OMEGAo] ...............................
2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L -rho] .........
1.3000
Seismic Redundancy/Reliability Factor [rho] ........................
1.3000
S.I-ow in Seismic Force Calculations [Used] (%) .........:............
0.00
Sno:a in Seismic FoYc . Calculations _Min_ Rec_ui=ed] (%) .............
0.00
Seismic - o^ ice tri a-1 �7 ems: i 1
�Jn nii --. S 1Jm_C .Joao L..`J: J-��:..L-l.Jils [US L.j (.,(
0 . 00
Sno-v7 in Seismic Load Combinations [Min. Required] (o) ..............
0.00
Mezz. Live load in Seismic Force Calculations [Used] M ...........
0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (o) ..
0.00
Mezz. Live load in Seismic Load Combinations [Used] (o) ............
100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (o) ...
100.00
Building Height Limit (feet) .......................................
65.0000
Seismic Story Drift Limit Factor ...................................
0.0250
Seismic Story Drift Limit (in) .....................................
3.7251
Seismic Deflection Amplification Factor [Cd] .......................
3.0000
Seismic Response Coefficient [Cs] Used .............................
0.1515
Roof Dead Load = 0.411
Wall Weight = 0.000
Collateral Load = 0.000
Snow Load = 0.000
Rafter Crane Weight = 0.000
-------------------------------------
Total Roof Weight = 0.411 kips
Total Roof Weight = 0.411
Mezzanine Weight = 0.000
Col. Crane Weight = 0.000
-------------------------------------
TOTAL Bldg Weight = 0.411 kips
X X
276
Seismic Coeff. = 0.1515
-------------------------------------
11/30/2011
BASE SHEAR - °23 kips
Seismic Load for Roof at col # 1 = 0.0312 kips
Seismic Load for Roof at col # 2 = 0.0312 kips
---------------------------------------------------
SEISMIC LOAD for Roof in TOTAL = 0.0623 kips
* SEISMIC GENERAL LOAD CARDS GENERATED
LOAD MEM NAME SYS DIR TYP DISTANCE
INTENSITY LENGTH
NO.
START END
12 LC EQ YREF X C 10.959
0.0312 N/A 0.000
13 RC EQ YREF X C 10.959
0.0312 N/A 0.000
277
11130/2011
Star Building Systems,
+OK User: Page: F42- 9
R -Frame Design Program - Version v3.96 Job . 73224D
Forces and Allowable Stresses Summary File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
Left Column Analysis Length = 10.83 ft Kx = 1.00 Weight = 139. lbs
Effective Ix = 69.0 in4
Part Length
Web Height at Outer Flange
Web
Inner Flange
Taper
Fy
No. (ft)
Start(in)
End(in) (in)
Thick
(in)
Angle
(ksi)
1 10.42
9.500
9.500 5.00x 0.2500
0.1340
5.00x 0.2500
0.00
55.0
--------------------------------------------------------------------------------
Point ---Actual Forces----
--Allowable
Stresses--
-------Unity
Checks --------
No. Axial
Moment
Shear Fa Fbo
Fbi
Fv
Shear Axial+Bend Comb
Load
(kip)
(k -ft)
(kip) (ksi) (ksi)
(ksi)
(ksi)
Oflg Iflg Max
:
Comb
-------------------------------------------------------------
-5.9
--------------------------------------------------------------------------------
-20.7
-2.0 11.4 32.9
34.5
15.7 0.09 0.62 0.59
0.62
37
Left Rafter
Analysis Length =
7.46
ft Kx
= 1.00 Weight
= 96.
lbs
Effective Ix
= 69.0 in4
Part Length
Web Height
at Outer Flange
Web
Inner Flange
Taper
Fy
No. (ft)
Start(in)
End(in) (in)
Thick
(in)
Angle
(ksi)
2 6.62
9.500
9.500 5.00x 0.2500
0.1340
5.00x 0.2500
0.00
55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable
Stresses--
-------Unity
Checks --------
No. ?Vial
Moment
Shear Fa Fbo
Fbi
Fv
Shear Axial -Bend Comb
Load
(k -_t)
;}__o) (ksi) (ksi)
(ksi )
(;'_si)
Oflc ==ic .1a:_
Comb
--------------------------------------7-----------------------------------------
201 -1.8
--------------------------------------------------------------------------------
19.8
-5.8 17.7 34.5
32.9
15.7
0.28 0.51 0.54
0.54
40
Right Column
Analysis Length =
10.83
ft Kx
= 1.00 Weight
= 139. lbs
Effective Ix
= 69.0 in4
Part Length
Web Height at Outer Flange
We
Inner Flange
Taper
Fy
No. (ft)
Start(in)
End(in) (in)
Thick
(in)
Angle
(ksi)
3 10.42
9.500
9.500 5.00x 0.2500
0.1340
5.00x 0.2500
0.00
55.0
--------------------------------------------------------------------------------
Point ---Actual
Forces---- --Allowable
Stresses--
-------Unity
Checks --------
No. Axial
Moment
Shear Fa Fbo
Fbi
Fv
Shear Axial+Bend Comb
Load
(kip)
(k -ft)
(kip) (ksi) (ksi)
-------------------------------------------------------
(ksi)
(ksi)
Oflg Iflg Max
Comb
-------------------------
308 -5.9
-20.7
-2.0 11..4 32.9
34.5
1.5.7
0.09 0.62 0.59
0.62
36
----------7----------------------------------------------7----------------------
TOTAL MEMBER
WEIGHT
= 374. lbs
278
11/30/2011
Star. Building Systems ADK User: Page: F42- 10
R -Frame Design Program - Version v3.96 0 Job : 73224D
Reactions Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
-------------------------------------------------------- ------------------------
General Reaction Notes
----------------------
1. Vertical column reactions are positive in the upward direction.
2. Transverse horizontal column reactions are positive to the right on all
columns.
3. Longitudinal horizontal reactions are perpendicular to the transverse
horizontal reactions, and the positive direction is inward to the page.
4. Fixed base moments are positive in the counter -clockwise direction on
all columns.
S. Reactions for a particular load combination may be obtained by summing-up
individual load reactions that have been multiplied by their load factors.
6. Forces on the foundations will act in the opposite direction to the
direction of the column reactions.
7. These reactions are from loads determined from the applicable code for ASD
design. Seismic loads are limit state and include magnification factors when
so required by the seismic provisions of the applicable code for ASD design.
It is the responsibility of the foundation designer to apply the load factors
and load combinations appropriate for the concrete foundation design.
Reactions for Load Combinations
-------------------------------
279
11/30/2011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
(Kips)
(Kips)
(Kips)
--------
(Kip -Ft)
------
-----
1
------
Left Colur,-n
--------
0.188
--------
0.003
0.000
0.000
,R -.L' 11 Colur;?n
0.,1:86•
-0.003
0.000
0.000
2
Left Column
0.186
0.003
0.000
0.000
Right Column
0.188
-0.003
0.000
0.000
3
Left Column
-0.164
-0.117
0.000
0.000
Right Column
0.564
-0.126
0.000
0.000
4
Left Column
-0.172
-0.120
0.000
0.000
Right Column
0.572
-0.129
0.000
0.000
5
Left Column
0.572
0.126
0.000
0.000
Right Column
-0.172
0.123
0.000
0.000
6
Left Column
0.564
0.123
0.000
0.000
Right Column
-0.164
0.120
0.000
0.000
7
Left Column
-0.265
-0.118
0.000
0.000
Right Column
0.463
-0.125
0.000
0.000
8
Left Column
-0.272
-0.121
0.000
0.000
Right Column
0.47.1
-0.128
0.000
0.000
9
Left Column
0.471
0.124
0.000
0.000
Right Column
-.0..272
0.125
0.000
0.000
279
11/30/2011
Star Building Systems, =K User: z Page: F42- 11
R -Frame Design Program - Version v3.96 Job : 73224D
Reactions Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
Reactions for Load Combinations
-------------------------------
280
11/3012011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
(Kips)
(Kips)
(Kips)
(Kip -Ft)
10
Left Column
0.463
0.121
0.000
0.000
Right Column
-0.265
0.122
0.000
0.000
11
Left Column
-0.851
-0.327
0.000
0.000
Right Column
1.150
-0.342
0.000
0.000
12
Left Column
-0.871
-0.334
0.000
0.000
Right Column
1.171
-0.349
0.000
0.000
13
Left Column
1.171
0.339
0.000
0.000
Right Column
-0.871
0.344
0.000
0.000
14
Left Column
1.150
0.332
0.000
0.000
Right Column
-0.851
0.337
0.000
0.000
15
Left.Column
-0.757
-0.326
0.000
0.000
Right Column
1.243
-0.343
0.000
0.000
16
Left Column
-0.778
-0.333
0.000
0.000
Right Column
1.264
-0.350
0.000
0.000
17
Left Column.
�6=_
0.340
0-000
_ OAC
Right Column
0.343)
0.000
0.000
18
Left Column
1.243
0.333
0.000
0.000
Right Column
-0.757
0.336
0.000
0.000
19
Left Column
-0.851
-0.327
0.000
0.000
Right Column
1.150
-0.342
0.000
0.000
20
Left Column
-0.871
-0.334
0.000
0.000
Right Column
1.171
-0.349
0.000
0.000
21
Left Column
1.171
0.339
0.000
0.000
Right Column
-0.871
0.344
0.000
0.000
22
Left Column
1.150
0.332
0.000
0.000
Right Column
-0.851
0.337
0.000
0.00.0
23
Left Column
-0.757
-0.326
0.000
0.000
Right Column
1.243
-0..343
0.000
0.000
24
Left Column
-0.778
-0.333
0.000
0.000
Right Column
1.264
-0.350
0.000
0.000
25
Left Column
1.264
0.340
0.000
0.000
Right Column
-0.778
0.343
0.000
0.000
280
11/3012011
Page; F42- 12
Star BuilJK ding Systems, ., User:
R -Frame Design Program - Version v3.96 Job : 73224D
Reactions Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
Reactions for Load Combinations
-------------------------------
281
11/30/2011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
-
(Kips)
(Kips)
(Kips)
--------
(Kip -Ft)
------
-----
26
------
Left Column
--------
1.243
--------
0.333
0.000
0.000
Right Column
-0.757
0.336
0.000
0.000
27
Left Column
-1.151
-0.426
0.000
0.000
Right Column
1.451
-0..443
0.000
0.000
28
Left Column
-1.177
-0.435
0.000
0.000
Right Column
1.477
-0.453
0.000
0.000
29
Left Column
1.477
0.440
0.000
0.000
Right Column
-1.177
0.448
0.000
0.000
30
Left Column
1.451
0.431
0.000
0.000
Right Column
-1.151
0.439
0.000
0.000
31
Left Column
-1.058
-0.425
0.000
0.000
Right Column
1.543
-0.445
0.000
0.00.0
32
Left Column
-1.085
-0.434
0.000
0.000
Riglt Column
1.570
-0.454
0.000
0.000
33
Left Column.
1.570
0.=41
0.000
0.000
Right Column
-1.085
0.447
0.000
0.000
34
Left Column
1.543
0.432
0.000
0.000
Right Column
-1.058
0.437
0.000
0.000
35
Left Column
-5.282
-1.772
0.000
0.000
Right Column
5.656
-1.849
.0.000
0.000
36
Left Column
-5.684
-1.910
0.000
0.000
Right Column
6.058
-1.987
0.000
0.000
37
Left Column
6.058
1.987
0.000
0.000
Right Column
-5.684
1.910
0.000
0.000
38
Left Column
5.656
1.849
0.000
0.000
Right Column
-5.282
1.772
0.000
0.000
39
Left Column
-5.357
-1.773
0.000
0.000
Right Column
5.582
-1.848
0.000
0.000
40
Left Column
-5.758
-1.911
0.000
0.000
Right Column
5.983
-1.986
0.000
0.000
41
Left Column
5.983
1.986
0.000
0.000
Right Column
-5.758
1.911
0.000
0.000
281
11/30/2011
3
Star Building Systems, 10 T)K User: 0 Page: F42- 13
R -Frame Design Program - Ver6ion v3.96 Job : 73224D
Reactions Report File: p42_port al_b1dg_d_swd.fral1/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
-----------------------------------------------------------------------------
Reactions for Load Combinations
-------------------------------
282
11/30/2011
Vertical
Horizontal
Longi -
Load
Reaction
Reaction
tudinal
Moment
Comb.
Member
(Kips)
(Kips)
(Kips)
--------
(Kip -Ft)
------
-----
42
------
Left Column
--------
5.582
--------
1.848
0.000
0.000
Right Column
-5.357
1.773
0.000
0.000
43
Left Column
-0.161
-0.129
0.000
0.000
Right Column
0.647
-0.141
0.000
0.000
44
Left Column
-0.254
-0.131
0.000
0.000
Right Column
0.554
-0.139
0.000
0.000
45
Left Column
0.647
0.137
0.000
0.000
Right Column
-0.161
0.133
0.000
0.000
46
Left Column
0.554
0.135
0.000
0.000
Right Column
-0.254
0.135
0.000
0.000
282
11/30/2011
283
11/30/2011
Star Building
Systems, K User: *- J
Page. F42- 14
R -Frame Design Program- Ver-aion v3.96
Job . 73224D
Anchor Rod and Base Plate Design File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542
------------------------------
main building at plane SWD
--------------------------------------------------
Start Time: 11:07:41
BOTH EXTERIOR
COLUMNS ANCHOR RODS AND BASE PLATE DESIGN'
Anchor Rod 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, 3.0000
Plate Size
6.0000x 10.0000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions
for Anchor Rod Design >>
Shear Tension Allowable Load -
Check
Loading Type
(kips) (kips) (kips) No.
Ratio
----------------------------------------7------------------------
Rod Tension
0.000 5.758 38.436 40
0.15
Rod Shear
1.987 0.000 20.499 37
0.10
Standard Base
Plate Welding >> (Using E70 Electrodes)
------------------------------
Fillet'
Weld Weld Weld Design
Weld
Weld
Size Length Capacity Force Load
Check
Location
(in.) (in.) .(kips) (kips) No.
Ratio
------------------------------------------------------------------
Inner Flg
0.25000 5.000 18.562 1.908 40
0.10
Outer Flg
0.25000 5.000 18.562 1.908 40
0.10
Web Plate
0.18750 9.500 26.450 2.725 40
0.10
283
11/30/2011
:Star Building Systems,
�DK User: Page: F42- 15
0
R -Frame Design .Program Ve .9ion V3.96 Job 73224D
Connection Report File: p42_por.tal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
Vertical Knee Connection @ Both Sides
--------------------------------------------------------------------------------
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) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 5.00 x 0.2500 in.
I.S. - 4.63 x 0.2500 in.
Web Depth - 9.500 in.
Web Thickness 0.134 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.625 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thin Plate
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Shear
Load Combinations:
-----------------------------
Right Side of Conn Data:
------------------------
Plate: 6.00 x 0.5000 in.
Fy(Min) 55.0 ksi
Fu 70.0 ksi
Flanges:
O.S. - 5.00 x 0.2500 in..
I.S. - 5.00 x 0.2500 in.
Web Depth - 9.500 in.
Web Thickness 0.134 in.
Gage - 3.000 in.
Center of Bolt to Flange:
Pf top (out)- 1.125 in.
Pf top (ins)- 1.625 in.
Pf bot (out)- 1.125 in.
Pf bot (ins)- 1.625 in.
Bolt Spacing- 3.000 in.
Controlling Mode : Thin Plate
Angle top - 90.0 degrees
Angle bot - 90.0 degrees
Le=t Side _game Right Side --ame
Moments A1_ial Shear Moments A: 41 al
(k -f t) (kips) (kips) (k -f t) (kips) (kips)
-------------------------------------------------
37) DL +WL2 (SOA -L)
-19.07 -1.85
5.91
19.83
-1.85
40) 0.6DL +WL1 (SOA -R)
19.83 -1.85
-5.85
-19.06
-1.85
-5.90
Connection Design Summary:
Bolt Unity Check (O.S.) =
0.3504 Plate Unity
Check
(O.S.) =
0.3551
Bolt Unity Check (I.S.) =
0.3655 Plate Unity
Check
(I.S.) =
0.3703
5.83
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Star Building Systems,0"K User: 03 Page: F42- 16
R -Frame Design Program - Version v3.96 Job : 73224D
Knee and Stiffener Report File: p42_portal_bidg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
Left and Right Knee Design
Knee Web Thickness
Bearing Stiffener Type
Bearing Stiffener at Knee
Column Cap Plate
Knee Panel Weld Sizes
Use 0.1340 in. Thick Web
Horizontal
2.2500 X 0.2500 in.
5.0000 X 0.2500 in.
Required (Due to Weld
Shear) Min.
Fillet
Welds, around
the Knee
Web
Panel
are:
Column Cap Plate:
0.1875
in.
x
9.500
in.
GMAW
on
BOTH
Sides
(STD.
WELD)
Horizontal Stiffener:
0.1875
in.
x
9.500
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
9.500
in.
SAW
on
NEAR
Side
(STD.
WELD)
Column Outer Flange:
0.1875
in.
x
9.500
in.
GMAW
on
FAR
Side
(STD.
WELD)
Column Connection Pl.:
0.1875
in.
x
9.500
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.
285
1 113 012 01 1
Star Building Systems., K User: Page: F42- 17
r
R -Frame Design Program - Versi.on v3.96 Job 73224D
Flange Brace Report File: p42_porta1_b1dg_d_swd.fra11/30/11
pf 9./12.542 main building at plane SWD Start Time:, 11:07:41
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 12'16-1/2" @ FLOOR 1 @ 1216-1/2" @ FLOOR
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
1 @ 910 @ EAVE
--------------------------------------------------------------------------------
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
----------------------------------------------------------------------------------------------------------------------------------------------------------------
----------------------------------------------------------------------------------
-
286
11/30/2011
Star Building Systems, JK User: Page: F42- 18
R -Frame Design Program - Ve Sion v3.96 Job : 73224D
Primary Deflection Report File: p42_portal_bldg_d_swd.frall/30/11
pf 9./12.542 main building at plane SWD Start Time: 11:07:41
--------------------------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X:Right Y:Upward) (Inches)
D F - CTION:S (Po-sitive = Y:Upwa._d)
Y -Def
Pos. Max 0.005 in.
Load Comb 42
Defl. L/999
--------------------
Neg. Max -0.005 in.
Load Comb 36
Defl. L/999
Note The reported horizontal deflections for the load combinations shown below
have been amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
43 3.0
44 3.0
45 3.0
46 3.0
Vertical Clearance at the Left Knee is 10.5420 feet
Vertical Clearance at the Right Knee is 10.5420 feet
287
11/30/2011
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Ext. Left Col
Ext Right Col
X -Def
Y -Def
X -Def Y -Def
------------------------------------------------------------------------------
Pos.
Max
0.690
0.005
0.689 0.005
Load
Comb
35
39
39 41
Defl.
H/188
H/188
------------------------------------------------------------------------------
Neg.
Max
-0.689
-0.005
-0.690 -0.005
Load
Comb
41
37
37 35
Defl.
H/188
H/188
MAX RAFTER
DEFLECTIONS
for
SPAN #1. (Positive = Y:Upward)
Max
Downward
Deflection
Max. Upward Deflection
Y -Def.
X -Dist.
from Left S.L.
Y -Def. X -Dist. from Left S.L.
------------------------------------------------------------------------------
Max.
Def
-0.009 in.
2.02 ft.
0.007 in. 2.02 ft.
Load
Comb
35
42
Defl.
L/999
L/999
D F - CTION:S (Po-sitive = Y:Upwa._d)
Y -Def
Pos. Max 0.005 in.
Load Comb 42
Defl. L/999
--------------------
Neg. Max -0.005 in.
Load Comb 36
Defl. L/999
Note The reported horizontal deflections for the load combinations shown below
have been amplified by the value of Cd (deflection amplification factor).
LC# Cd Used
43 3.0
44 3.0
45 3.0
46 3.0
Vertical Clearance at the Left Knee is 10.5420 feet
Vertical Clearance at the Right Knee is 10.5420 feet
287
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