Calculations Bldg 513
DESIGN PACKAGE
BUILDER: NPR HOLDINGS
CUSTOMER: UBAIDA A MUFREJ
JOB NUMBER: 16-B-78513
TABLE OF CONTENTS
Page
Design Criteria 1
Notes on Drawings 2-3
Deflection Criteria 4
Building A 5-18
Original Design Completed thru Change Order # 1
Revision History
Rev # Update
Reactions? Reason for Revision Pages Revised Date
Revised Eng.
Project Engineer: Jose Mario Rodriguez-Campos (Fairview)
Checking Engineer: Allen Hurtz
Signing Engineer: Allen Hurtz, P.E.
16-B-78513
P.O. Box 1376 Lockeford, CA 95237 209.727.5504 starbuildings.com
November 08, 2018
NPR HOLDINGS
3655 E MARGINAL WAY S
SEATTLE, WA 98134-1150
16-B-78513
OB MUFREJ
YELM, WA
48'0" x 30'0" x 18'0"
To Whom It May Concern:
This is to certify that materials for the subject structure have been designed in
accordance with the order documents, specifically as shown per the attached
Engineering Design Criteria Sheet.
Aspects of code compliance as related to use or occupancy, such as sprinkler
requirements, are not addressed by these documents.
These materials, when properly erected on an adequate foundation in accordance with
the erection drawings as supplied and using the components as furnished, will meet
the attached loading requirements.
This certification does not cover field modifications or the design of materials
not furnished by Star Building Systems.
The attached design criteria and calculations are to remain with and form part of
this Letter of Certification.
The calculations and the metal building they represent are the product of Star
Building Systems or a division of its affiliate NCI Building Systems. The engineer
whose seal appears hereon is employed by either Star Building Systems or a division
of its affiliate NCI Building Systems and is not the engineer of record for this
project.
Cordially,
Star Building Systems
Materials for Metal Buildings
An NCI Company
Allen D. Hurtz, P.E.
Director of Engineering
2018-11-09 08:04:46
Job Number ........................ 16-B-78513
Builder ........................... NPR HOLDINGS
Jobsite Location .................. OB MUFREJ,YELM,Washington
Building Code ..................... 2015 IBC
Building Risk Category ............ Normal (Risk Category II)
Roof Dead Load
Superimposed ................. 2.47 psf
Collateral ................... 3.00 psf
(3.00 psf Other)
Roof Live Load .................... 20.00 psf no reduction
Snow
Ground Snow Load (Pg) ........ 25.00 psf
Snow Load Importance Factor (I) 1.00
Flat Roof Snow Load (Pf) ..... 21.00 psf (per code)
Minimum Roof Snow Load (Pf) .. 25.00 psf (used in design)
Snow Exposure Factor (Ce) .... 1.00
Thermal Factor (Ct) .......... 1.20
Wind
Ultimate Wind Speed (Vult) ... 110.00 mph
Nominal Wind Speed (Vasd) .... 85 mph (IBC section 1609.3.1)
Serviceability Wind Speed .... 72 mph
Wind Exposure Category ....... B
Internal Pressure Coef (GCpi) 0.18/-0.18
Loads for components not provided by building manufacturer
Corner Areas (within 3.00' of corner) 19.92 psf pressure -26.56 psf suction
Other Areas 19.92 psf pressure -21.58 psf suction
These values are the maximum values required based on a 10 sq ft area.
Components with larger areas may have lower wind loads.
Seismic
Seismic Importance Factor (Ie) 1.00
Seismic Design Category ...... D
Soil Site Class .............. D Stiff Soil
Ss ........................... 1.245 g Sds ..... 0.832 g
S1 ........................... 0.495 g Sd1 ..... 0.497 g
Analysis Procedure ........... Equivalent Lateral Force
Column Line 1 2-3 SWA & SWC
Basic Force Resisting System B3 C4 B3
Response Modification Coefficient (R) 3.25 3.50 3.25
Seismic Response Coefficient (Cs) 0.256 0.238 0.256
Design Base Shear in kips (V) 0.64 2.66 3.47
Basic Structural System (from ASCE 7-10 Table 12.2-1)
B3 - Ordinary Steel Concentrically Braced Frame
C4 - Ordinary Steel Moment Frame
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Material properties of steel bar, plate, and sheet used in the fabrication
of built-up structural framing members conform to ASTM A529, ASTM A572,
ASTM A1011 SS, or ASTM A1011 HSLAS with a minimum yield point of 50 ksi.
Material properties of hot rolled structural shapes conform to ASTM A992,
ASTM A529, or ASTM A572 with a minimum specified yield point of 50 ksi.
Hot rolled angles, other than flange braces, conform to ASTM 36 minimum.
Hollow structural shapes conform to ASTM A500 grade B, minimum yield
point is 42 ksi for round HSS and 46 ksi for rectangular HSS.
Material properties of cold-formed light gage steel members conform to
the requirements of ASTM A1011 SS Grade 55, ASTM A1011 HSLAS Grade 55
Class 1, ASTM A653 SS Grade 55, or ASTM A653 HSLAS Grade 55 Class 1
with a minimum yield point of 55 ksi. For Canada, material properties
conform to CAN/CSA G40.20/G40.21 or equivalent.
Bolted joints with A325 Type 1 bolts greater than
1/2" diameter are specified as pre-tensioned joints in accordance with
the Specification for Structural Joints Using ASTM A325 or A490 Bolts,
December 31, 2009. Pre-Tensioning can be accomplished by using the
turn-of-nut method of tightening, calibrated wrench, twist-off-type
tension-control bolts or direct-tension-indicator as acceptable to
the Inspecting Agency and Building Official. Installation inspection
requirements for pre-tensioned joints (Specification for Structural
Joints Section 9.2) using turn-of-nut method is suggested.
The connections on this project are not slip critical.
Design criteria as noted is as given within order documents and is applied
in general accordance with the applicable provisions of the model code
and/or specification indicated. Neither the metal building manufacturer
nor the certifying engineer declares or attests that the loads as
designated are proper for local provisions that may apply or for site
specific parameters. The design criteria is supplied by the builder,
project owner, or an Architect and/or Engineer of Record for the overall
construction project.
The metal building manufacturer has not designed the structure for
snow accumulation loads at the ground level which may impose snow
loads on the wall framing provided by the manufacturer.
This metal building system is designed as enclosed. All exterior
components (i.e. doors, windows, vents, etc.) must be designed to
withstand the specified wind loading for the design of components
and cladding in accordance with the specified building code.
The materials by the manufacturer will be fabricated in a facility
that has received certification of accreditation for the Manufacturers
of Metal Building Systems (AC472) from International Accreditation
Service (IAS). This certification is recognized under Section 1704
of the IBC for approved fabricators.
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 rigid frame at building A side EWD (FL3) is designed as a non-expandable
rigid frame. Corresponding frame reactions are calculated based upon
actual tributary area.
Using Northern (7"x7") eave gutter with 4 x 5 downspouts, the roof drainage
system has been designed using the method outlined in the MBMA 2
11/08/2018
Metal Building Systems Manual. Downspout locations have not been
located on these drawings. The downspouts are to be placed on
the building sidewalls at a spacing not to exceed 30 feet with
the first downspout from both ends of the gutter run within
15 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.
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Job Number.......................: 16-B-78513
Builder..........................: NPR HOLDINGS
Jobsite Location.................: OB MUFREJ, YELM, WA Washington
The material supplied by the manufacturer has been designed with the
following minimum deflection criteria. The actual deflection may be
less depending on actual load and actual member length.
BUILDING DEFLECTION LIMITS.......: BLDG-A
Roof Limits Rafters Purlins Panels
------------------------------- -------- ------- ------
Live: L/ 180 150 60
Snow: L/ 180 180 60
Serviceability Wind: L/ 180 180 60
Total Gravity: L/ 120 120 60
Total Uplift: L/ N/A N/A 60
Frame Limits Sidesway Portal Frame Sidesway
------------------------------- -------- ---------------------
Live: H/ 60
Snow: H/ 60
Serviceability Wind: H/ 60
Seismic Drift: H/ 40
Total Gravity: H/ 60
Service Seismic: H/ 40
Wall Limits Limit
------------------------------- --------
Total Wind Panels: L/ 60
Total Wind Girts: L/ 90
Total Wind EW Columns: L/ 120
The Service Seismic limit as shown here is at service level loads.
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Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:20
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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B U I L D I N G - A - 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\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AroofRPA_01.edf
Panel .................... UDEK
Panel Width .............. 24 in
Panel Gage ............... 24 ga
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@3'10-9/16 3@5'0 1.2378
Bay Length Member Size Brace L Lap R Lap
# (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 15.000 8X2.5Z16 2 points S 0.000 1.479 C
2 15.000 8X2.5Z16 2 points C 1.479 0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6 @ Supports: 1,2,3
Purlin Stiffened Clips @ Level 2,6 @ Supports: 1,2,3
Purlin Backup Plate @ Level 2,6 @ Supports: 2
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11/08/2018
Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:20
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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ROOF PLANE ------- RPC
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AroofRPC_01.edf
Panel .................... UDEK
Panel Width .............. 24 in
Panel Gage ............... 24 ga
Purlins .................. 55.0 ksi Yield Strength
Eave Struts .............. 55.0 ksi Yield Strength
PURLIN SPACING : 2@3'10-9/16 3@5'0 1.2378
Bay Length Member Size Brace L Lap R Lap
# (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 15.000 8X2.5Z16 2 points S 0.000 1.479 C
2 15.000 8X2.5Z16 2 points C 1.479 0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6 @ Supports: 3,2,1
Purlin Stiffened Clips @ Level 2,6 @ Supports: 3,2,1
Purlin Backup Plate @ Level 2,6 @ Supports: 2
RPA Purlin Strut @ 34.000 (ft) :8X2.5Z16 Bays 1
RPA Purlin Strut @ 34.000 (ft) :8X2.5Z16 Bays 2
RPC Purlin Strut @ 14.000 (ft) :8X2.5Z16 Bays 1
RPC Purlin Strut @ 24.000 (ft) :8X2.5Z16 Bays 1
RPC Purlin Strut @ 14.000 (ft) :8X2.5Z16 Bays 2
RPC Purlin Strut @ 24.000 (ft) :8X2.5Z16 Bays 2
SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 1
SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 2
SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 1
SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 2
Note: 1) All Purlin strut locations for all roof planes are measured from back
sidewall.
2)All purlin strut rows use the same lap lengths as the main purlin design.
Eave strut interior connection at SWA uses (2)-1/2" A325 bolts.
Eave strut interior connection at SWC uses (2)-1/2" A325 bolts.
Eave strut connection at end-frame uses (4)-1/2" A325 bolts.
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11/08/2018
Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:20
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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BRACING ---- Roof: 1 bays Rod
Plane SWA : 1 bays Rod: Hillside Washers
Plane SWC : 1 bays Rod: Hillside Washers
Plane EWB : 1 bays Rod
Plane EWD :End Frame
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Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:20
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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SIDEWALL PLANE SWA -- ( 8.250" Inset columns )
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallSWA_01.edf
Panel .................... PBR
Panel Width .............. 36 in
Panel Gage ............... 26 ga
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS : 7'6 6'6
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 7'6 15.000 8X2.5Z16 None S 0.000 1.479 C
2 7'6 15.000 8X2.5Z16 None C 1.479 0.000 S
1 14'0 15.000 8X2.5Z16 None S 0.000 1.479 C
2 14'0 15.000 8X2.5Z16 None C 1.479 0.000 S
Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches.
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11/08/2018
Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:20
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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SIDEWALL PLANE SWC -- ( 8.250" Inset columns )
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallSWC_01.edf
Panel .................... PBR
Panel Width .............. 36 in
Panel Gage ............... 26 ga
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS : 7'6 6'6
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 7'6 15.000 8X2.5Z16 None S 0.000 1.479 C
2 7'6 15.000 8X2.5Z16 None C 1.479 0.000 S
1 14'0 15.000 8X2.5Z16 None S 0.000 1.479 C
2 14'0 15.000 8X2.5Z16 None C 1.479 0.000 S
Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches.
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11/08/2018
Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:20
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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Endwall Plane EWB Design ........ BEARING FRAME
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallEWB_01.edf
Panel .................... PBR
Panel Width .............. 36 in
Panel Gage ............... 26 ga
RAFTERS -----
Mem Description Length Start End
# Member Size Identification (ft) (ft) (ft)
-------------------------------------------------------------
1 W8X10 50.0 ksi 22.990 0.000 22.990
Connections... Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts
Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts
2 W8X10 50.0 ksi 22.990 22.990 45.980
Connections... Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts
Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts
Flange Braces at following purlins (horizontal distance from eave) :
PLANE SWA: None
PLANE SWC: None
Girts ..................... 55.0 ksi Yield Strength
Girts Spacings : 7'6 6'6
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 7'6 13.312 8X2.5Z16 None S 0.000 1.479 C
2 7'6 20.000 8X2.5Z16 None C 1.479 1.479 C
3 7'6 13.312 8X2.5Z16 None C 1.479 0.000 S
1 14'0 13.312 8X2.5Z16 None S 0.000 1.479 C
2 14'0 20.000 8X2.5Z16 None C 1.479 1.479 C
3 14'0 13.312 8X2.5Z16 None C 1.479 0.000 S
Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches.
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11/08/2018
Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:21
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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COLUMNS ----- ( 8.250" Bypass columns )
Col Dist. Description Base Elev Base plate design information
# from left Member Size Ident. (ft) Thickness & rods
-----------------------------------------------------------------------------
1-E 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
1-D 14.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
Flange Brace @ 7.50 elev.
1-B 34.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
Flange Brace @ 7.50 elev.
1-A 48.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT-TO-COLUMN CLIP
COL. NO. ENDWALL PLANE 1
--------- --------------------
PLANE SWC:
1-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
1-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
PLANE SWA:
12
11/08/2018
Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:21
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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Endwall Plane EWD Design ........ RIGID BEARING FRAME
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallEWD_01.edf
Panel .................... PBR
Panel Width .............. 36 in
Panel Gage ............... 26 ga
Girts ..................... 55.0 ksi Yield Strength
Girts Spacings : 7'6 6'6
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 7'6 17.312 8X2.5Z16 None / F.O. S 0.000 0.000 C
2 7'6 16.000 8X2.5Z16 None / F.O. C 0.000 0.000 C
3 7'6 13.312 8X2.5Z16 None C 0.000 0.000 S
1 14'0 17.312 8X2.5Z16 None S 0.000 1.479 C
2 14'0 16.000 8X2.5Z16 None C 1.479 1.479 C
3 14'0 13.312 8X2.5Z16 None C 1.479 0.000 S
Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches.
FRAMED OPENINGS:
Width Height Sill Ht Jamb Header/Sill Bay Distance
12'0 12'0 N/A 8X3.5C14 8X2.5C16 1 3'8
12'0 12'0 N/A 8X3.5C14 8X2.5C16 2 2'0
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11/08/2018
Star Building Systems, OKC, OK
Design Summary Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:21
R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds
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COLUMNS ----- ( 8.250" Bypass columns )
Col Dist. Description Base Elev Base plate design information
# from left Member Size Ident. (ft) Thickness & rods
-----------------------------------------------------------------------------
3-C 18.000' Rotated interior Frame column, see profile
3-D 34.000' Rotated interior Frame column, see profile
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT-TO-COLUMN CLIP
COL. NO. ENDWALL PLANE 3
--------- --------------------
PLANE SWA:
3-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
3-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
PLANE SWC:
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
CS 48.000 20.00/110.00 18.00/ 13.83 2
MS 48.000 20.00/110.00 18.00/ 8.08 3
Note: Use square anchor rod layout.
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Building: BLDG-A
CDS file name: 16-B-78513_BLDG-A_Eds2Xds.cds
Eds2Xds User: jmrodriguez Job Number: 16-B-78513
Fairview Date: 11/08/2018 04:32:04 PM
Relative path: \\HOUNA04\TS\jobs\Active\Eng\16-B-78513
----------------------------------------------------------------------------------------------------------------------------
Planes
Name File
SWA \ver01-jmrodriguez\BLDG-A\run01\AwallSWA_01.edf
EWD \ver01-jmrodriguez\BLDG-A\run01\AwallEWD_01.edf
SWC \ver01-jmrodriguez\BLDG-A\run01\AwallSWC_01.edf
EWB \ver01-jmrodriguez\BLDG-A\run01\AwallEWB_01.edf
RPA \ver01-jmrodriguez\BLDG-A\run01\AroofRPA_01.edf
RPC \ver01-jmrodriguez\BLDG-A\run01\AroofRPC_01.edf
Frames
Frame
Line
Left
Frame
Left File Right
Frame
Right File
2 A \ver01-jmrodriguez\BLDG-A\Drftg\x01L A \ver01-jmrodriguez\BLDG-A\Drftg\x01L
3 B \ver01-jmrodriguez\BLDG-A\Drftg\x02L C \ver01-jmrodriguez\BLDG-
A\Drftg\x02R
Portal Frames
Plane
Name
Bay Frame File
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24'12345
6
7
CCCLLL Symm.
Frame
I.F.WEB LEN.WEB THK.O.F.I.F.
WEB LEN.
WEB THK.
O.F.0.1340.250.134
10.0'6.158'2.445'
20.0'5X0.255X0.25
5X0.255X0.25
10'0"6.158'12.445'
10'0"16'17/8"18'11"CMC
C
C
18' E.H.
1.5
12
Star Building SystemsStar Building SystemsStar Building Systems FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguez DATE:DATE:11/ 8/18 TIME:TIME:15:40:35 PAGE:PAGE:1 -1
8600 S. I-35, Oklahoma City, OK 73149 cs 48./18./17.292 20./110./25.JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOCATION: GridlinesLOCATION:2
DETAIL FILE:ive\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\Drftg\x01LDETAIL FILE:
BOLTS:A325 FULLY TIGHT WEIGHT:1518 lbs
PURLINS(horz. from eave) :8"-Z 2@3'10 9/16",3@5'
GIRTS (vert. from floor): 8"-Z 7'6",6'6"(8.25")
(1) All sectional dimensions are in inches.
(2) All Flange lengths are measured along outer flange.
CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =2
LocationLocation
Web Dep.Web Dep.
TypeType
Plate(DN)Plate
Plate(UP)Plate
BoltsBolts
8.0
BASE
6.0X0.375
N/A
(4)-3/4
11.7132
SPLICE
N/A
N/A
N/A
14.0
HORZ STF
2.25X0.25
N/A
N/A
N/A
CAP (EXT)
5.0X0.25
N/A
N/A
16.0
2E/2E
6.0X0.75
6.0X0.75
(8)-3/4
16.0
SPLICE
N/A
N/A
N/A
16.0
2E/2E
6.0X0.5
6.0X0.5
(8)-3/4
*-E1 2 3 4 5 6 7
16 11/08/2018
WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/4WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/414'10'12345
6
7
8
910I.F.WEB LEN.WEB THK.O.F.I.F.
WEB LEN.
WEB THK.
O.F.0.1340.1560.134
10.0'6.484'2.818'
20.0'5X0.255X0.25
5X0.255X0.25
10'0"6.484'10.238'
5'0"
7.58'16'53/4"19'35/8"CC
C
C
18' E.H.
1.5
12
Star Building SystemsStar Building SystemsStar Building Systems FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguez DATE:DATE:11/ 8/18 TIME:TIME:15:54:19 PAGE:PAGE:2 -1
8600 S. I-35, Oklahoma City, OK 73149 ms2 48./18./8.083 20./110./25.JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOCATION: GridlinesLOCATION:3
DETAIL FILE:ive\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\Drftg\x02LDETAIL FILE:
BOLTS:A325 FULLY TIGHT WEIGHT:1757 lbs
PURLINS(horz. from eave) :8"-Z 2@3'10 9/16",3@5'
GIRTS (vert. from floor): 8"-Z 7'6",6'6"(8.25")
(1) All sectional dimensions are in inches.
(2) All Flange lengths are measured along outer flange.
CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =3
LocationLocation
Web Dep.Web Dep.
TypeType
Plate(DN)Plate
Plate(UP)Plate
BoltsBolts
9.0
BASE
6.0X0.375
N/A
(4)-3/4
9.0
SPLICE
N/A
N/A
N/A
9.0
HORZ STF
2.25X0.25
N/A
N/A
N/A
CAP (EXT)
5.0X0.25
N/A
N/A
11.5
2E/2E
6.0X0.75
6.0X0.75
(8)-3/4
11.5
SPLICE
N/A
N/A
N/A
11.5
SPLICE
N/A
N/A
N/A
11.5
2E/2E
6.0X0.375
6.0X0.375
(8)-3/4
8.0
BASE
6.0X0.375
N/A
(4)-3/4
8.0
CAP/STF
6.0X0.375
2.25X0.3125
(4)-1/2
*-E1 2 3 4 5 6 7 8 *-D9 10
17 11/08/2018 Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners
WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/4WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/418'6'12345
6
7
8
9
1011 I.F. WEB LEN. WEB THK. O.F. I.F.
WEB LEN.
WEB THK.
O.F.0.1340.134
16.484'20.0'
2.818'5X0.255X0.25
5X0.255X0.25
6.484'10'0"3.549'
5'0"
10'0"
4.269'16'53/4"19'35/8"CC
C
C
18' E.H.
1.5
12
Star Building SystemsStar Building SystemsStar Building Systems FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguez DATE:DATE:11/ 8/18 TIME:TIME:15:54:19 PAGE:PAGE:2 -2
8600 S. I-35, Oklahoma City, OK 73149 ms2 48./18./8.083 20./110./25.JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOCATION: GridlinesLOCATION:3
DETAIL FILE:ive\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\Drftg\x02RDETAIL FILE:
BOLTS:A325 FULLY TIGHT WEIGHT:1757 lbs
PURLINS(horz. from eave) :8"-Z 2@3'10 9/16",3@5'
GIRTS (vert. from floor): 8"-Z 7'6",6'6"(8.25")
(1) All sectional dimensions are in inches.
(2) All Flange lengths are measured along outer flange.
CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =3
LocationLocation
Web Dep.Web Dep.
TypeType
Plate(DN)Plate
Plate(UP)Plate
BoltsBolts
9.0
BASE
6.0X0.375
N/A
(4)-3/4
9.0
SPLICE
N/A
N/A
N/A
9.0
HORZ STF
2.25X0.25
N/A
N/A
N/A
CAP (EXT)
5.0X0.25
N/A
N/A
11.5
2E/2E
6.0X0.75
6.0X0.75
(8)-3/4
11.5
SPLICE
N/A
N/A
N/A
11.5
SPLICE
N/A
N/A
N/A
11.5
SPLICE
N/A
N/A
N/A
11.5
2E/2E
6.0X0.375
6.0X0.375
(8)-3/4
8.0
BASE
6.0X0.375
N/A
(4)-3/4
8.0
CAP/STF
6.0X0.375
2.25X0.3125
(4)-1/2
*-A1 2 3 4 5 6 7 8 9 *-C10 11
18 11/08/2018 Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners
Rev G 7/01/13
REACTIONS
BUILDER: NPR HOLDINGS
CUSTOMER: UBAIDA A MUFREJ
JOB NUMBER: 16-B-78513
Notes
1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or
dimensions may change the reactions. The reactions will be superseded and voided by any future mailing.
2) The reactions provided have been created with the following layout (unless noted otherwise).
a) A reaction table is provided with the reactions for each load group.
b) Rigid Frames
(1) Gabled Buildings
(a) Left and Right columns are determined as if viewing the left side of the building, as shown on the
anchor rod drawing, from the outside of the building.
(b) Interior columns are spaced from left side to right side.
(2) Single Slope Buildings
(a) Left column is the low side column.
(b) Right column is the high side column.
(c) Interior columns are spaced from low side to high side.
c) Endwalls
(1) Left and Right columns are determined as if viewing the wall from the outside.
(2) Interior columns are spaced from left to right.
d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod
and method of load transfer to the foundation are to be determined by the foundation engineer.
e) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing.
f) X-Bracing
(1) Rod Bracing reactions have been included in values shown in the reaction tables.
(2) For IBC and UBC based building codes, when x-bracing is present in the sidewall, individual
longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, 0.
(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, 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.
a) For projects using ultimate design wind speeds such as 2012 IBC, 2015 IBC, or 2014 Florida building code, the
wind load reactions are at a strength value with a load factor of 1.0.
b) For IBC codes, the seismic reactions provided are at a strength level and do not contain the rho factor.
c) For NBCC codes, the seismic reactions provided do not contain the R d*Ro factor.
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.
FRAME DESCRIPTION:FRAME DESCRIPTION:USER NAME:USER NAME:JMRodrig DATE:DATE:11/08/18 PAGE:PAGE:EW-1
Endwall EWBEndwall EWB JOB NAME:JOB NAME:78513A FILE:FILE:REW3BLDG1
PATH:PATH:R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\
SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE: All reactions are in kips and kip-ft.TIME:TIME:15:27:19
REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS
VL
HL
LL
1-E
V1
H1
L1
1-D
V2
H2
L2
1-B
VR
HR
LR
1-A
LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE
COLUMNCOLUMN 1-E1-E 1-D1-D 1-B1-B 1-A1-A
LOAD GROUPLOAD GROUP HLHL VLVL LLLL H1H1 V1V1 L1L1 H2H2 V2V2 L2L2 HRHR VRVR LRLR
D 0.0 0.3 0. 0. 0.8 0.0 0. 0.8 0.0 0.0 0.3 0.
C 0.0 0.1 0. 0. 0.5 0.0 0. 0.5 0.0 0.0 0.1 0.
L 0.0 0.9 0. 0. 3.0 0.0 0. 3.0 0.0 0.0 0.9 0.
S 0.0 1.1 0. 0. 3.8 0.0 0. 3.8 0.0 0.0 1.1 0.
SBAL 0.0 0.9 0. 0. 3.2 0.0 0. 3.2 0.0 0.0 0.9 0.
SUR 0.0 0.9 0. 0. 3.7 0.0 0. 1.4 0.0 0.0 0.2 0.
SUL 0.0 0.2 0. 0. 1.4 0.0 0. 3.7 0.0 0.0 0.9 0.
W+ 0.0 -5.6 3.7 0. -3.3 2.5 0. -3.3 2.5 0.0 -5.6 3.7
W- 0.0 3.4 0. 0. -3.3 -2.8 0. -3.3 -2.8 0.0 3.4 0.
WR 0.0 -1.1 0. 0. -2.1 0.0 1.2 -4.4 0.0 0.0 -1.1 0.
WL 0.0 -1.1 0. -1.2 -4.4 0.0 0. -2.1 0.0 0.0 -1.1 0.
E+ 0. -2.1 1.7 0. 0. 0.2 0. 0. 0.2 0. -2.1 1.7
E- 0. 1.0 0. 0. 0. -0.2 0. 0. -0.2 0. 1.0 0.
ER 0. 0. 0. 0. 0.6 0. 0.6 -0.6 0. 0. 0. 0.
EL 0. 0. 0. -0.6 -0.6 0. 0. 0.6 0. 0. 0. 0.
LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION
D :DEAD LOAD
C :COLLATERAL LOAD
L :LIVE LOAD
S :DESIGN SNOW LOAD
SBAL :BALANCED ROOF SNOW
SUR :UNBALANCED SNOW - WIND FROM RIGHT TO LEFT
SUL :UNBALANCED SNOW - WIND FROM LEFT TO RIGHT
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
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -2
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTES:(1) All reactions are in kips and kip-ft.
(2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions.
Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000
(3) Primary wind load cases are not concurrent.
(4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only.
TIME:TIME:15:40:35
REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS
VL
HL
LNL
*-E
VR
HR
LNR
*-A
LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE GRIDLINES * =2
COLUMNCOLUMN *-E*-E *-A*-A
LOAD GROUPLOAD GROUP HLHL VLVL LNLLNL HRHR VRVR LNRLNR
DL 0.4 1.6 0.0 -0.4 1.6 0.0
COLL 0.4 1.2 0.0 -0.4 1.2 0.0
SNOW 3.3 10.4 0.0 -3.3 10.4 0.0
LL 2.6 8.3 0.0 -2.6 8.3 0.0
RBDWEQ -0.0 4.2 0.0 0.0 4.2 0.0
EQ -0.8 -0.6 0.0 -0.8 0.6 0.0
RBUPEQ 0.0 -2.1 -1.7 -0.0 -2.1 -1.7
WL1 -3.3 -6.8 0.0 -0.6 -4.2 0.0
WL2 -3.4 -4.1 0.0 -0.5 -1.4 0.0
WL3 0.6 -4.2 0.0 3.3 -6.8 0.0
WL4 0.5 -1.4 0.0 3.4 -4.1 0.0
LWL1 0.1 -6.0 0.0 0.2 -4.9 0.0
RBUPLW 0.0 -4.5 -3.7 -0.0 -4.5 -3.7
LWL2 -0.2 -4.9 0.0 -0.1 -6.0 0.0
LWL3 0.0 -3.2 0.0 0.3 -2.2 0.0
LWL4 -0.3 -2.2 0.0 -0.0 -3.2 0.0
RS 2.2 4.8 0.0 -2.2 8.4 0.0
LS 2.2 8.4 0.0 -2.2 4.8 0.0
LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION
DL :Roof Dead Load
COLL :Roof Collateral Load
SNOW :Roof Snow Load
LL :Roof Live Load
RBDWEQ :Downward Acting Rod Brace Load from Long. Seismic
EQ :Lateral Seismic Load [parallel to plane of frame]
RBUPEQ :Upward Acting Rod Brace Load from Long. Seismic
WL1 :Wind from Left to Right with +GCpi
WL2 :Wind from Left to Right with -GCpi
WL3 :Wind from Right to Left with +GCpi
WL4 :Wind from Right to Left with -GCpi
LWL1 :Windward Corner Left with +GCpi
RBUPLW :Upward Acting Rod Brace Load from Long. Wind
LWL2 :Windward Corner Right with +GCpi
LWL3 :Windward Corner Left with -GCpi
LWL4 :Windward Corner Right with -GCpi
RS :Unbalanced Right Roof Snow Load
LS :Unbalanced Left Roof Snow Load
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -3
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTES:(1) All reactions are in kips and kip-ft.
(2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions.
Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000
(3) Primary wind load cases are not concurrent.
(4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only.
TIME:TIME:15:40:35
REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS
VL
HL
LNL
*-E
VR
HR
LNR
*-A
LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE GRIDLINES * =2
COLUMNCOLUMN *-E*-E *-A*-A
LOAD GROUPLOAD GROUP HLHL VLVL LNLLNL HRHR VRVR LNRLNR
RBDWLW -0.0 4.5 0.0 0.0 4.5 0.0
LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION
RBDWLW :Downward Acting Rod Brace Load from Long. Wind
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -4
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(1)DL
*-E *-A
(1)DL(1)DL(1)DL
0.04 0.04 0.040.04
(2)COLL
*-E *-A
(2)COLL(2)COLL(2)COLL
0.05 0.05 0.050.05
(3)SNOW
*-E *-A
(3)SNOW(3)SNOW(3)SNOW
0.43 0.43 0.430.43
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -5
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(4)LL
*-E *-A
(4)LL(4)LL(4)LL
0.35 0.35 0.350.35
(5)RBDWEQ
*-E *-A
(5)RBDWEQ(5)RBDWEQ(5)RBDWEQ
4.16 4.16
(6)RBUPEQ
*-E *-A
(6)RBUPEQ(6)RBUPEQ(6)RBUPEQ
2.08
1.73
2.08
1.73
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -6
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(7)WL1
*-E *-A
(7)WL1(7)WL1(7)WL1
0.08
0.08
0.16
0.16
0.28
0.28
0.18
0.18
(8)WL2
*-E *-A
(8)WL2(8)WL2(8)WL2
0.19
0.19
0.04
0.04
0.16
0.16
0.07
0.07
(9)WL3
*-E *-A
(9)WL3(9)WL3(9)WL3
0.16
0.16
0.08
0.08
0.18
0.18 0.28
0.28
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -7
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(10)WL4
*-E *-A
(10)WL4(10)WL4(10)WL4
0.04
0.04
0.19
0.19
0.07
0.07 0.16
0.16
(11)LWL1
*-E *-A
(11)LWL1(11)LWL1(11)LWL1
0.20
0.20
0.20
0.20
0.28
0.28
0.18
0.18
(12)RBUPLW
*-E *-A
(12)RBUPLW(12)RBUPLW(12)RBUPLW
4.49
3.74
4.49
3.74
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -8
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(13)LWL2
*-E *-A
(13)LWL2(13)LWL2(13)LWL2
0.20
0.20
0.20
0.20
0.18
0.18 0.28
0.28
(14)LWL3
*-E *-A
(14)LWL3(14)LWL3(14)LWL3
0.09
0.09
0.09
0.09
0.16
0.16
0.06
0.06
(15)LWL4
*-E *-A
(15)LWL4(15)LWL4(15)LWL4
0.09
0.09
0.09
0.09
0.06
0.06 0.16
0.16
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -9
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(16)MWL1
*-E *-A
(16)MWL1(16)MWL1(16)MWL1
0.14
0.14
0.14
0.14
0.01
0.01
0.01
0.01
(17)MWL2
*-E *-A
(17)MWL2(17)MWL2(17)MWL2
0.14
0.14
0.14
0.14
0.01
0.01
0.01
0.01
(18)RS
*-E *-A
(18)RS(18)RS(18)RS
0.11 0.11
0.360.36
0.160.16
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -10
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(19)LS
*-E *-A
(19)LS(19)LS(19)LS
0.36 0.36
0.16 0.16
0.110.11
(20)RBDWLW
*-E *-A
(20)RBDWLW(20)RBDWLW(20)RBDWLW
4.49 4.49
(21)WL1D
*-E *-A
(21)WL1D(21)WL1D(21)WL1D
0.03
0.03
0.07
0.07
0.12
0.12
0.08
0.08
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -11
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(22)WL2D
*-E *-A
(22)WL2D(22)WL2D(22)WL2D
0.08
0.08
0.02
0.02
0.07
0.07
0.03
0.03
(23)LWL1D
*-E *-A
(23)LWL1D(23)LWL1D(23)LWL1D
0.09
0.09
0.09
0.09
0.12
0.12
0.08
0.08
(24)LWL2D
*-E *-A
(24)LWL2D(24)LWL2D(24)LWL2D
0.09
0.09
0.09
0.09
0.08
0.08
0.12
0.12
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -12
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(25)LWL3D
*-E *-A
(25)LWL3D(25)LWL3D(25)LWL3D
0.04
0.04
0.04
0.04
0.07
0.07
0.03
0.03
(26)LWL4D
*-E *-A
(26)LWL4D(26)LWL4D(26)LWL4D
0.04
0.04
0.04
0.04
0.03
0.03
0.07
0.07
(27)WL3D
*-E *-A
(27)WL3D(27)WL3D(27)WL3D
0.07
0.07
0.03
0.03
0.08
0.08
0.12
0.12
FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -13
cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:2
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(28)WL4D
*-E *-A
(28)WL4D(28)WL4D(28)WL4D
0.02
0.02
0.08
0.08
0.03
0.03
0.07
0.07
(29)EQ
*-E *-A
(29)EQ(29)EQ(29)EQ
0.730.09 0.730.09
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -3
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTES:(1) All reactions are in kips and kip-ft.
(2) Primary wind load cases are not concurrent.
(3) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only.
TIME:TIME:15:54:19
REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS
VL
HL
*-E
VR
HR
*-A
V1
H1
LN1
*-D
V2
H2
LN2
*-C
LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE GRIDLINES * =3
COLUMNCOLUMN *-E*-E *-A*-A *-D*-D *-C*-C
LOAD GROUPLOAD GROUP HLHL VLVL LNLLNL HRHR VRVR LNRLNR H1H1 V1V1 LN1LN1 H2H2 V2V2 LN2LN2
DL 0.0 0.4 0.0 -0.0 0.5 0.0 0.0 0.7 0.0 0.0 0.8 0.0
COLL 0.0 0.2 0.0 -0.0 0.2 0.0 0.0 0.4 0.0 0.0 0.4 0.0
SNOW 0.1 1.4 0.0 -0.1 1.7 0.0 0.0 3.0 0.0 0.0 3.7 0.0
LL 0.1 1.1 0.0 -0.1 1.4 0.0 0.0 2.4 0.0 0.0 2.9 0.0
EQ -0.5 -1.0 0.0 -0.5 0.7 0.0 -0.0 1.3 0.0 -0.0 -1.0 0.0
WL1 -1.3 -2.5 0.0 -1.4 -0.1 0.0 -0.0 -1.1 0.0 -0.0 -3.4 0.0
WL2 -1.7 -1.9 0.0 -1.0 0.5 0.0 -0.0 -0.5 0.0 -0.0 -2.6 0.0
LWL1 0.8 -1.4 0.0 -0.5 -1.4 0.0 -0.0 -2.8 2.4 -0.0 -1.5 2.8
LWL2 0.5 -1.4 0.0 -0.7 -1.8 0.0 -0.0 -0.8 2.4 -0.0 -3.0 2.8
LWL3 0.4 -0.8 0.0 -0.2 -0.7 0.0 0.0 -2.2 -2.4 0.0 -0.7 -2.8
LWL4 0.1 -0.8 0.0 -0.4 -1.1 0.0 0.0 -0.2 -2.4 0.0 -2.3 -2.8
WL3 1.4 0.3 0.0 1.3 -2.5 0.0 0.0 -3.1 0.0 0.0 -1.9 0.0
WL4 1.1 0.9 0.0 1.7 -1.8 0.0 0.0 -2.5 0.0 0.0 -1.1 0.0
RS 0.1 0.4 0.0 -0.1 1.5 0.0 0.0 0.7 0.0 0.0 3.6 0.0
LS 0.0 1.0 0.0 -0.0 0.4 0.0 -0.0 3.3 0.0 -0.0 1.5 0.0
LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION
DL :Roof Dead Load
COLL :Roof Collateral Load
SNOW :Roof Snow Load
LL :Roof Live Load
EQ :Lateral Seismic Load [parallel to plane of frame]
WL1 :Wind from Left to Right with +GCpi
WL2 :Wind from Left to Right with -GCpi
LWL1 :Windward Corner Left with +GCpi
LWL2 :Windward Corner Right with +GCpi
LWL3 :Windward Corner Left with -GCpi
LWL4 :Windward Corner Right with -GCpi
WL3 :Wind from Right to Left with +GCpi
WL4 :Wind from Right to Left with -GCpi
RS :Unbalanced Right Roof Snow Load
LS :Unbalanced Left Roof Snow Load
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -4
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(1)DL
*-E *-A
(1)DL(1)DL(1)DL
*-D *-C
0.02 0.02 0.020.02
(2)COLL
*-E *-A
(2)COLL(2)COLL(2)COLL
*-D *-C
0.02 0.02 0.020.02
(3)SNOW
*-E *-A
(3)SNOW(3)SNOW(3)SNOW
*-D *-C
0.20 0.20 0.200.20
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -5
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(4)LL
*-E *-A
(4)LL(4)LL(4)LL
*-D *-C
0.16 0.16 0.160.16
(5)WL1
*-E *-A
(5)WL1(5)WL1(5)WL1
*-D *-C
0.07
0.07
0.10
0.10
0.19
0.19
0.11
0.11
(6)WL2
*-E *-A
(6)WL2(6)WL2(6)WL2
*-D *-C
0.12
0.12
0.04
0.04
0.13
0.13
0.06
0.06
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -6
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(7)LWL1
*-E *-A
(7)LWL1(7)LWL1(7)LWL1
*-D *-C
0.26
0.262.43
2.43 2.430.30
0.302.83
2.83
2.830.10
0.10
0.10
0.100.19
0.19
0.11
0.11
(8)LWL2
*-E *-A
(8)LWL2(8)LWL2(8)LWL2
*-D *-C
0.26
0.262.43
2.43 2.430.30
0.302.83
2.83
2.830.10
0.10
0.10
0.10
0.11
0.11
0.19
0.19
(9)LWL3
*-E *-A
(9)LWL3(9)LWL3(9)LWL3
*-D *-C
0.26
0.262.43
2.43 2.430.30
0.302.83
2.83
2.830.04
0.04
0.04
0.04
0.13
0.13
0.05
0.05
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -7
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(10)LWL4
*-E *-A
(10)LWL4(10)LWL4(10)LWL4
*-D *-C
0.26
0.262.43
2.43 2.430.30
0.302.83
2.83
2.830.04
0.04
0.04
0.04
0.05
0.05
0.13
0.13
(11)WL3
*-E *-A
(11)WL3(11)WL3(11)WL3
*-D *-C
0.10
0.10
0.07
0.070.11
0.11 0.19
0.19
(12)WL4
*-E *-A
(12)WL4(12)WL4(12)WL4
*-D *-C
0.04
0.04
0.12
0.12
0.06
0.06 0.13
0.13
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -8
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(13)MWL1
*-E *-A
(13)MWL1(13)MWL1(13)MWL1
*-D *-C
0.06
0.06
0.06
0.060.00
0.00
0.00
0.00
(14)MWL2
*-E *-A
(14)MWL2(14)MWL2(14)MWL2
*-D *-C
0.06
0.06
0.06
0.060.00
0.00
0.00
0.00
(15)RS
*-E *-A
(15)RS(15)RS(15)RS
*-D *-C
0.05 0.05
0.170.17
0.070.07
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -9
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(16)LS
*-E *-A
(16)LS(16)LS(16)LS
*-D *-C
0.17 0.17
0.07 0.07
0.050.05
(17)WL1D
*-E *-A
(17)WL1D(17)WL1D(17)WL1D
*-D *-C
0.03
0.03
0.04
0.04
0.08
0.08
0.05
0.05
(18)WL2D
*-E *-A
(18)WL2D(18)WL2D(18)WL2D
*-D *-C
0.05
0.05
0.02
0.02
0.06
0.06
0.02
0.02
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -10
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(19)LWL1D
*-E *-A
(19)LWL1D(19)LWL1D(19)LWL1D
*-D *-C
0.04
0.04
0.04
0.04
0.08
0.08
0.05
0.05
(20)LWL2D
*-E *-A
(20)LWL2D(20)LWL2D(20)LWL2D
*-D *-C
0.04
0.04
0.04
0.04
0.05
0.05
0.08
0.08
(21)LWL3D
*-E *-A
(21)LWL3D(21)LWL3D(21)LWL3D
*-D *-C
0.02
0.02
0.02
0.02
0.06
0.06
0.02
0.02
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -11
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(22)LWL4D
*-E *-A
(22)LWL4D(22)LWL4D(22)LWL4D
*-D *-C
0.02
0.02
0.02
0.02
0.02
0.02
0.06
0.06
(23)WL3D
*-E *-A
(23)WL3D(23)WL3D(23)WL3D
*-D *-C
0.04
0.04
0.03
0.03
0.05
0.05
0.08
0.08
(24)WL4D
*-E *-A
(24)WL4D(24)WL4D(24)WL4D
*-D *-C
0.02
0.02
0.05
0.05
0.02
0.02
0.06
0.06
FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -12
ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra
LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS
*LOCATION: Gridlines:*LOCATION: Gridlines:3
NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE
FOR REFERENCE ONLY. LOADS ARE INCLUDED
IN THE REACTION TABLE(25)EQ
*-E *-A
(25)EQ(25)EQ(25)EQ
*-D *-C
0.150.05 0.27 0.33
0.170.05
Star Building Systems, OKC, OK Page: 5
Bracing Design Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:26:56
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\
-------------------------------------------------------------------------------
**** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN ****
ROOF STRUT LOADING AND FORCE TRANSMISSION
Main Code Requirements Per:
2015 IBC
(Reference 2015 International Building Code)
Seismic-resistance System Per:
2010 ASCE 7
Longitudinal seismic loading case 1
(PLANE EWB endwall to opposite endwall is force direction)
Soil Profile Type................................................... D
Seismic design category............................................. D
Mapped spectral response accel. for short periods (Ss).............. 1.245
Mapped spectral response accel. for 1 second periods (S1)........... 0.495
Design, 5% damped, spectral response accel. at short periods (Sds).. 0.83166
Design, 5% damped, spectral response accel. at period 1 sec. (Sd1).. 0.49665
Longitudinal Building Period (T).................................... 0.185
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).................. 4.464
Roof collateral load included in Seismic force "W" (psf)............ 3.000
Roof Brace External loading (W) .7rhoV Brc T Brc T Brc
strut spans applied to strut line Total /bay Allow
--------- ----- --------------------------- ------ ------ ------ ------
PLANE RPC:
1 1.945 TOTAL
0.189 @ FRAME LINE 1, 3
0.784 @ BAY 1, 2 0.5000" ROD
14.000' Transfered = 4.833 1.13 1.61 1.61 4.79
2 3.398 TOTAL
0.355 @ FRAME LINE 1, 3
1.344 @ BAY 1, 2 0.5000" ROD
10.000' Transfered = 1.435 0.33 0.41 0.41 4.79
3 2.869 TOTAL
0.315 @ FRAME LINE 1, 3
1.120 @ BAY 1, 2 0.5000" ROD
10.000' Transfered = 1.435 0.33 0.41 0.41 4.79
4 3.398 TOTAL
0.355 @ FRAME LINE 1, 3
1.344 @ BAY 1, 2 0.5000" ROD
14.000' Transfered = 4.833 1.13 1.61 1.61 4.79
5 1.945 TOTAL
0.189 @ FRAME LINE 1, 3
0.784 @ BAY 1, 2
PLANE RPA:
--------- ----- --------------------------- ------ ------ ------ ------
- Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25
Roof bracing load E=rhoV; rho=1.30
Star Building Systems, OKC, OK Page: 6
Bracing Design Program User: JMRodriguez Job Number: 78513A
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:26:56
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\
-------------------------------------------------------------------------------
**** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN ****
WALL STRUT LOADING AND FORCE TRANSMISSION
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWC:
Line 1
4.833 Transfered from roof
Tier 1 18.00' 1.945 TOTAL
0.189 @ FRAME LINE 1, 3
0.784 @ BAY 1, 2
Transfered = 6.778 Weight (W)
V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25
V = (0.83)/((3.25)/(1.00))( 6.78) = 1.73
0.7*Omega*V = 0.7*2.00*1.734 = 2.43
Brace T = 3.98
Brace T / Bay = 3.98 / 1 bays = 3.98
Rod Design = 0.5000" ROD
Brace Allowable = 5.74
Wall Brace External loading
strut elev applied to strut line
--------- ----- ---------------------------
PLANE SWA:
Line 5
4.833 Transfered from roof
Tier 1 18.00' 1.945 TOTAL
0.189 @ FRAME LINE 1, 3
0.784 @ BAY 1, 2
Transfered = 6.778 Weight (W)
V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25
V = (0.83)/((3.25)/(1.00))( 6.78) = 1.73
0.7*Omega*V = 0.7*2.00*1.734 = 2.43
Brace T = 3.98
Brace T / Bay = 3.98 / 1 bays = 3.98
Rod Design = 0.5000" ROD
Brace Allowable = 5.74
Star Building Systems, OKC, OK Page: 26
Design Summary Report Version: 7.04.3 run01 Date: 11/08/18
Start Time: 03:27:18
R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\
-------------------------------------------------------------------------------
***** TRANSVERSE BRACING DESIGN *****
STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWB
Loading Condition Horizontal Force
--------------------------------------------- ------------------
1) Lateral Wind Load 1 from SWA to SWC 0.71
2) Lateral Wind Load 2 from SWA to SWC 0.71
3) Lateral Wind Load 1 from SWC to SWA 0.71
4) Lateral Wind Load 2 from SWC to SWA 0.71
5) Lateral Seismic from planes SWA to SWC 2.56
Weight (W)
6) Lateral Seismic from planes SWC to SWA 2.56
Weight (W)
--------------------------------------------- ------------------
kips
Using Max size 0.5000" RODS in endwall module [ 2] from left to right
Width= 20.00 feet Left Height= 19.75 feet Right Height= 19.75 feet
Load Active Rod Design Tensile Force Tensile Force
Cond Vert. Rise Length Applied Capacity
(feet) (feet) (kips) (kips)
---- ---------- ------- ------------- -------------
Tier 1
1) 19.75 28.11 0.98 4.79
2) 19.75 28.11 0.98 4.79
3) 19.75 28.11 0.98 4.79
4) 19.75 28.11 0.98 4.79
5) 19.75 28.11 1.26 5.74
6) 19.75 28.11 1.26 5.74
Tier bracing size:0.5000" ROD
---- ---------- ------- ------------- -------------
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 1
R-Frame Design Program - Version V7.04 Job : 78513A
Input Data Echo File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
\\houna04\TS\Jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\
--------------------------------------------------------------------------------
VERSION V7.04
BRAND STAR
DESCRIPTION cs 48./18./17.292 20./110./25.
FRAME_ID 1
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection profile seismic detail \
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT atw *JOB 78513A
ANALYZE none *DATASET members brace combinations wind_array connection base
BUILDING LABEL A
LOCATION frame lines 2
LATERAL GRID LABEL 2
LONGITUDINAL GRID LABEL E A
NUMBER FRAMES 1 *PRICE complete
TYPE cs t cs 60. 60.
WIDTH 48. 24.
LENGTH 30.
EAVE 18. *ROOF SLOPE 1.5
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 32.393 25.504 5.175 32.23
CODE LABEL 2015 IBC
BUILDING CODE IB15 U=Normal
DEAD LOAD 2.469 *COLLATERAL LOAD 3.
LIVE LOAD 20.
SNOW G=25. T=1.2 S=N WEL=24. WER=24. WML=24. WMR=24. MRSL=25.
WIND CODE AS10
SEISMIC CODE AS10
SEISMIC LOAD S1=49.5 SS=124.5 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=17.2913
WALL TRIBUTARY TR= 17.2913 S=0. E=18.
DESIGN ASD10
LATERAL BRACE LENGTH 13.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. S=180. W=180. G=120.
DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40.
MIN_MOMT_BOLT_DIA 0.75
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=1 RA=1 RC=1
BRACE ATTACHMENT FLANGE
FLANGE BRACE ATTACHMENT LC=0 RA=0 RC=0
GIRT SPACING 7.5 6.5
GIRT BRACE C M
PURLIN SPACING 2@3.8811 3@5.
PURLIN BRACE C N C N C
LEFT COLUMN
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 0. 10. 5. 0.25 0.134 5. 0.25
0. 14. 0. 5. 0.25 0.25 5. 0.25
LEFT RAFTER
CONNECTION O=2E I=2E W=6. T=0.75 D=0.75
16. 0. 0. 5. 0.25 0.134 5. 0.25
0. 16. 10. 5. 0.25 0.134 5. 0.25
CONNECTION O=2E I=2E W=6. T=0.5 D=0.75
SYMMETRICAL ALL
WIND LOAD WL1 18.446 0.2400 -0.8700 -0.5700 -0.4900 24.000 Left
WIND LOAD WL2 18.446 0.6000 -0.5100 -0.2100 -0.1300 24.000 Left
WIND LOAD LWL1 18.446 -0.6300 -0.8700 -0.5500 -0.6300 24.000
WIND LOAD LWL2 18.446 -0.6300 -0.5500 -0.8700 -0.6300 24.000
WIND LOAD LWL3 18.446 -0.2700 -0.5100 -0.1900 -0.2700 24.000
WIND LOAD LWL4 18.446 -0.2700 -0.1900 -0.5100 -0.2700 24.000
WIND LOAD MWL1 16.000 0.5000 0.2500 0.2500 -0.5000 0.000
WIND LOAD MWL2 16.000 -0.5000 -0.2500 -0.2500 0.5000 0.000
WIND LOAD WL3 18.446 -0.4900 -0.5700 -0.8700 0.2400 24.000 Right
WIND LOAD WL4 18.446 -0.1300 -0.2100 -0.5100 0.6000 24.000 Right
WIND LOAD WL1D 7.903 0.2400 -0.8700 -0.5700 -0.4900 24.000 Left
WIND LOAD WL2D 7.903 0.6000 -0.5100 -0.2100 -0.1300 24.000 Left
WIND LOAD LWL1D 7.903 -0.6300 -0.8700 -0.5500 -0.6300 24.000
WIND LOAD LWL2D 7.903 -0.6300 -0.5500 -0.8700 -0.6300 24.000
WIND LOAD LWL3D 7.903 -0.2700 -0.5100 -0.1900 -0.2700 24.000
WIND LOAD LWL4D 7.903 -0.2700 -0.1900 -0.5100 -0.2700 24.000
WIND LOAD WL3D 7.903 -0.4900 -0.5700 -0.8700 0.2400 24.000 Right
WIND LOAD WL4D 7.903 -0.1300 -0.2100 -0.5100 0.6000 24.000 Right
LOAD COMBINATIONS
1)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA L
2)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA R
3)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L
4)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R
5)1.11643 DL 1.11643 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L
6)1.11643 DL 1.11643 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R
7)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA L
8)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA R
9)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA L
10)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA R
11)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L
12)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R
13)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L
14)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R
15)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L
16)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R
17)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA L
18)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA R
19)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA L
20)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA R
21)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA L
22)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA R
23)1.36633 DL 1.36633 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA L
24)1.36633 DL 1.36633 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA R
25)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA L
26)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA R
27)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA L
28)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA R
29)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA L
30)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA R
31)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA L
32)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA R
33)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA L
34)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA R
35)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA L
36)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA R
37)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA L
38)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA R
39)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA L
40)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA R
41)1. DL 0.6 WL1 *PDELTA L
42)1. DL 0.6 WL1 *PDELTA R
43)1. DL 0.6 WL2 *PDELTA L
44)1. DL 0.6 WL2 *PDELTA R
45)1. DL 0.6 WL3 *PDELTA L
46)1. DL 0.6 WL3 *PDELTA R
47)1. DL 0.6 WL4 *PDELTA L
48)1. DL 0.6 WL4 *PDELTA R
49)0.6 DL 0.6 WL1 *PDELTA L
50)0.6 DL 0.6 WL1 *PDELTA R
51)0.6 DL 0.6 WL2 *PDELTA L
52)0.6 DL 0.6 WL2 *PDELTA R
53)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L
54)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R
55)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L
56)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R
57)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L
58)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R
59)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L
60)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R
61)0.6 DL 0.6 WL3 *PDELTA L
62)0.6 DL 0.6 WL3 *PDELTA R
63)0.6 DL 0.6 WL4 *PDELTA L
64)0.6 DL 0.6 WL4 *PDELTA R
65)0.6 MWL1 *TYPE M
66)0.6 MWL2 *TYPE M
67)1. DL 1. COLL 0.6 WL1 *PDELTA L
68)1. DL 1. COLL 0.6 WL1 *PDELTA R
69)1. DL 1. COLL 0.6 WL2 *PDELTA L
70)1. DL 1. COLL 0.6 WL2 *PDELTA R
71)1. DL 1. COLL 0.6 WL3 *PDELTA L
72)1. DL 1. COLL 0.6 WL3 *PDELTA R
73)1. DL 1. COLL 0.6 WL4 *PDELTA L
74)1. DL 1. COLL 0.6 WL4 *PDELTA R
75)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA L
76)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA R
77)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA L
78)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA R
79)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA L
80)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA R
81)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA L
82)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA R
83)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L
84)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R
85)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L
86)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R
87)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA L
88)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA R
89)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA L
90)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA R
91)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA L
92)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA R
93)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA L
94)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA R
95)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L
96)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R
97)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L
98)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R
99)1. DL 1. COLL 1. RS *PDELTA L
100)1. DL 1. COLL 1. RS *PDELTA R
101)1. DL 1. COLL 1. LS *PDELTA L
102)1. DL 1. COLL 1. LS *PDELTA R
103)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L
104)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R
105)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L
106)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R
107)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L
108)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R
109)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L
110)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R
111)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA L
112)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA R
113)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA L
114)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA R
115)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA L
116)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA R
117)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA L
118)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA R
119)1. LL *DEFL 60. 180. *TYPE D
120)1. SNOW *DEFL 60. 180. *TYPE D
121)1. LS *DEFL 60. 180. *TYPE D
122)1. RS *DEFL 60. 180. *TYPE D
123)1. WL1D *DEFL 60. 180. *TYPE D
124)1. WL2D *DEFL 60. 180. *TYPE D
125)1. LWL1D *DEFL 60. 180. *TYPE D
126)1. LWL2D *DEFL 60. 180. *TYPE D
127)1. LWL3D *DEFL 60. 180. *TYPE D
128)1. LWL4D *DEFL 60. 180. *TYPE D
129)1. WL3D *DEFL 60. 180. *TYPE D
130)1. WL4D *DEFL 60. 180. *TYPE D
131)1.36633 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
132)1.36633 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
133)0.73367 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
134)0.73367 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
135)1.36633 DL 1.36633 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
136)1.36633 DL 1.36633 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
LOADS
RC EQDW GLOB M C 18.000000 0.370000 0.000000 \
# PANEL/GIRT SELF-WEIGHT FOR EQ
LC EQDW GLOB M C 18.000000 0.370000 0.000000 \
# PANEL/GIRT SELF-WEIGHT FOR EQ
LC RBDWLW GLOB Y C 18.000000 -4.488000 0.916700 \
# WIND BRACE FORCE
RC RBDWLW GLOB Y C 18.000000 -4.488000 -0.916700 \
# WIND BRACE FORCE
LC RBUPLW GLOB Y C 0.010000 4.488000 0.916700 \
# WIND BRACE FORCE
LC RBUPLW GLOB L C 0.010000 3.740000 0.000000 \
# WIND BRACE FORCE
RC RBUPLW GLOB Y C 0.010000 4.488000 -0.916700 \
# WIND BRACE FORCE
RC RBUPLW GLOB L C 0.010000 3.740000 0.000000 \
# WIND BRACE FORCE
LC RBDWEQ GLOB Y C 18.000000 -4.163000 0.916700 \
# SEISMIC BRACE FORCE
RC RBDWEQ GLOB Y C 18.000000 -4.163000 -0.916700 \
# SEISMIC BRACE FORCE
LC RBUPEQ GLOB Y C 0.010000 2.081000 0.916700 \
# SEISMIC BRACE FORCE
LC RBUPEQ GLOB L C 0.010000 1.734000 0.000000 \
# SEISMIC BRACE FORCE
RC RBUPEQ GLOB Y C 0.010000 2.081000 -0.916700 \
# SEISMIC BRACE FORCE
RC RBUPEQ GLOB L C 0.010000 1.734000 0.000000 \
# SEISMIC BRACE FORCE
END
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 2
R-Frame Design Program - Version V7.04 Job : 78513A
Building Grid label legend File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Building Grid Label Legend
==========================
Building : A
Frame Number : 1
No. of Frames : 1
Left Column : Column @ * - E
Right Column : Column @ * - A
*Frames located @ 2
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 3
R-Frame Design Program - Version V7.04 Job : 78513A
Code Summary Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Building :A
Frame Number :1 Location: frame lines 2
No. of Frames: 1
2015 IBC
Main Code Requirements Per :
International Building Code
2015 Edition
Supporting Design Manual(s):
2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design
2010 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
----------
Eave height Left & Right (feet)..................................... 18.000
Horizontal width from left to right steel line (feet)............... 48.000
Horizontal distance to ridge from left side (feet).................. 24.000
Roof Slope Left & Right (rise:12)................................... 1.500
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)............................ 17.291
..................................from Height 0.00 to Height 18.00
Tributary Width roof (feet)......................................... 17.291
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)..................................... 2.469
Frame Rafter Dead Weight (psf)...................................... 0.911
Total Roof Dead Weight (psf)........................................ 3.380
Collateral Load to Frame Rafter (psf)............................... 3.000
Roof Live Load Entered (psf)........................................ 20.000
Design Roof Live Load Used (psf).................................... 20.000
Ground Snow Load Entered [Pg] (psf)................................. 25.000
Snow Exposure Factor [Ce] .......................................... 1.000
Snow Importance Factor [I] -- Standard Use Category................. 1.000
Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.200
Snow Thermal Factor Used [Ct]Unheated Building...................... 1.200
Slippery & Unobstructed Roof Surface................................ No
Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf).......................... 21.000
Snow Slope Factor [Cs].............................................. 1.000
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 21.000
Flat Roof Snow Load [Pf] (psf)...................................... 21.000
Minimum Roof Snow Load Entered [MRSL] (psf)......................... 25.000
Design Uniform Roof Snow Load (psf)................................. 25.000
Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf).. 21.000
UNBALANCED SNOW LOADING(s)
--------------------------
Unbalanced Roof Snow w/Wind From Left
Load at Left Side (psf).................. 6.300
Load at Right Peak (psf)................. 30.251
Load at Right Eave (psf)................. 21.000
Drift Load Length Right (ft)............. 11.441
Unbalanced Roof Snow w/Wind From Right
Load at Left Eave (psf).................. 21.000
Load at Left Peak (psf).................. 30.251
Drift Load Length Left (ft).............. 11.441
Load at Right Side (psf)................. 6.300
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 4
R-Frame Design Program - Version V7.04 Job : 78513A
Wind Summary Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
2015 IBC
Main Windforce-resisting system Per :
ASCE 7 Standard
2010 Edition
Eave height Left & Right (feet)..................................... 18.000
Wind Elevation on left column (feet)................................ 18.000
Wind Elevation on right column (feet)............................... 18.000
Total frame width (feet)............................................ 48.000
Total building length (feet)........................................ 30.000
Number of primary wind loadings .................................... 18
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 5
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Wind Summary Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
2015 IBC
Main Windforce-resisting system Per :
ASCE 7 Standard
2010 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
--------------------------------------------------------------------------------
Wind Load WL1 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.240 -0.870( 50.0%) -0.570( 50.0%) -0.490
--------------------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.600 -0.510( 50.0%) -0.210( 50.0%) -0.130
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.870( 50.0%) -0.550( 50.0%) -0.630
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.630 -0.550( 50.0%) -0.870( 50.0%) -0.630
--------------------------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.270 -0.510( 50.0%) -0.190( 50.0%) -0.270
--------------------------------------------------------------------------------
Wind Load LWL4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.270 -0.190( 50.0%) -0.510( 50.0%) -0.270
--------------------------------------------------------------------------------
Wind Load MWL1 Min. Wind from left dir.
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.500 0.250 0.250 -0.500
--------------------------------------------------------------------------------
Wind Load MWL2 Min. Wind from right dir.
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.500 -0.250 -0.250 0.500
--------------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.490 -0.570( 50.0%) -0.870( 50.0%) 0.240
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.130 -0.210( 50.0%) -0.510( 50.0%) 0.600
--------------------------------------------------------------------------------
Notes :
1. Wind coefficients applied to the roof may be located as a percentage
of the total frame width (xx.x%). If not shown the coefficients are
applied fully to their respective rafter.
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 6
R-Frame Design Program - Version V7.04 Job : 78513A
Load Combinations Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Load Combination :
------------------
1) DL +COLL +SNOW (SOA-L) N A P
2) DL +COLL +SNOW (SOA-R) N A P
3) DL +LL +COLL (SOA-L) N A P
4) DL +LL +COLL (SOA-R) N A P
5) 1.1164DL +1.1164COLL +0.91RBDWEQ (SOA-L) N A P
6) 1.1164DL +1.1164COLL +0.91RBDWEQ (SOA-R) N A P
7) 1.1164DL +0.91EQ (SOA-L) N A P
8) 1.1164DL +0.91EQ (SOA-R) N A P
9) 1.1164DL -0.91EQ (SOA-L) N A P
10) 1.1164DL -0.91EQ (SOA-R) N A P
11) 1.1164DL +1.1164COLL +0.91EQ (SOA-L) N A P
12) 1.1164DL +1.1164COLL +0.91EQ (SOA-R) N A P
13) 1.1164DL +1.1164COLL -0.91EQ (SOA-L) N A P
14) 1.1164DL +1.1164COLL -0.91EQ (SOA-R) N A P
15) 0.4836DL +0.91RBUPEQ (SOA-L) N A P
16) 0.4836DL +0.91RBUPEQ (SOA-R) N A P
17) 0.4836DL +0.91EQ (SOA-L) N A P
18) 0.4836DL +0.91EQ (SOA-R) N A P
19) 0.4836DL -0.91EQ (SOA-L) N A P
20) 0.4836DL -0.91EQ (SOA-R) N A P
21) 0.7337DL +2.RBUPEQ (SOA-L) N B R P
22) 0.7337DL +2.RBUPEQ (SOA-R) N B R P
23) 1.3663DL +1.3663COLL +2.RBDWEQ (SOA-L) N B R P
24) 1.3663DL +1.3663COLL +2.RBDWEQ (SOA-R) N B R P
25) 0.7337DL +2.5EQ (SOA-L) N B R P
26) 0.7337DL +2.5EQ (SOA-R) N B R P
27) 0.7337DL -2.5EQ (SOA-L) N B R P
28) 0.7337DL -2.5EQ (SOA-R) N B R P
29) 1.3663DL +1.3663COLL +2.5EQ (SOA-L) N B R P
30) 1.3663DL +1.3663COLL +2.5EQ (SOA-R) N B R P
31) 1.3663DL +1.3663COLL -2.5EQ (SOA-L) N B R P
32) 1.3663DL +1.3663COLL -2.5EQ (SOA-R) N B R P
33) 0.7337DL +3.5EQ (SOA-L) N K R P
34) 0.7337DL +3.5EQ (SOA-R) N K R P
35) 0.7337DL -3.5EQ (SOA-L) N K R P
36) 0.7337DL -3.5EQ (SOA-R) N K R P
37) 1.3663DL +1.3663COLL +3.5EQ (SOA-L) N K R P
38) 1.3663DL +1.3663COLL +3.5EQ (SOA-R) N K R P
39) 1.3663DL +1.3663COLL -3.5EQ (SOA-L) N K R P
40) 1.3663DL +1.3663COLL -3.5EQ (SOA-R) N K R P
41) DL +0.6WL1 (SOA-L) N A P
42) DL +0.6WL1 (SOA-R) N A P
43) DL +0.6WL2 (SOA-L) N A P
44) DL +0.6WL2 (SOA-R) N A P
45) DL +0.6WL3 (SOA-L) N A P
46) DL +0.6WL3 (SOA-R) N A P
47) DL +0.6WL4 (SOA-L) N A P
48) DL +0.6WL4 (SOA-R) N A P
49) 0.6DL +0.6WL1 (SOA-L) N A P
50) 0.6DL +0.6WL1 (SOA-R) N A P
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 7
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Load Comb Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Load Combination :
------------------
51) 0.6DL +0.6WL2 (SOA-L) N A P
52) 0.6DL +0.6WL2 (SOA-R) N A P
53) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-L) N A P
54) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-R) N A P
55) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-L) N A P
56) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-R) N A P
57) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-L) N A P
58) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-R) N A P
59) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-L) N A P
60) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-R) N A P
61) 0.6DL +0.6WL3 (SOA-L) N A P
62) 0.6DL +0.6WL3 (SOA-R) N A P
63) 0.6DL +0.6WL4 (SOA-L) N A P
64) 0.6DL +0.6WL4 (SOA-R) N A P
65) 0.6MWL1 N M
66) 0.6MWL2 N M
67) DL +COLL +0.6WL1 (SOA-L) N A P
68) DL +COLL +0.6WL1 (SOA-R) N A P
69) DL +COLL +0.6WL2 (SOA-L) N A P
70) DL +COLL +0.6WL2 (SOA-R) N A P
71) DL +COLL +0.6WL3 (SOA-L) N A P
72) DL +COLL +0.6WL3 (SOA-R) N A P
73) DL +COLL +0.6WL4 (SOA-L) N A P
74) DL +COLL +0.6WL4 (SOA-R) N A P
75) DL +COLL +0.75SNOW +0.45WL1 (SOA-L) N A P
76) DL +COLL +0.75SNOW +0.45WL1 (SOA-R) N A P
77) DL +COLL +0.75SNOW +0.45WL2 (SOA-L) N A P
78) DL +COLL +0.75SNOW +0.45WL2 (SOA-R) N A P
79) DL +COLL +0.75SNOW +0.45WL3 (SOA-L) N A P
80) DL +COLL +0.75SNOW +0.45WL3 (SOA-R) N A P
81) DL +COLL +0.75SNOW +0.45WL4 (SOA-L) N A P
82) DL +COLL +0.75SNOW +0.45WL4 (SOA-R) N A P
83) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P
84) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P
85) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P
86) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P
87) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA-L) N A P
88) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA-R) N A P
89) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA-L) N A P
90) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA-R) N A P
91) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA-L) N A P
92) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA-R) N A P
93) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA-L) N A P
94) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA-R) N A P
95) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P
96) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P
97) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P
98) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P
99) DL +COLL +RS (SOA-L) N A P
100) DL +COLL +RS (SOA-R) N A P
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 8
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Load Comb Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Load Combination :
------------------
101) DL +COLL +LS (SOA-L) N A P
102) DL +COLL +LS (SOA-R) N A P
103) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-L) N A P
104) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-R) N A P
105) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-L) N A P
106) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-R) N A P
107) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-L) N A P
108) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-R) N A P
109) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-L) N A P
110) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-R) N A P
111) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-L) N A P
112) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-R) N A P
113) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-L) N A P
114) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-R) N A P
115) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-L) N A P
116) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-R) N A P
117) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-L) N A P
118) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-R) N A P
119) LL D
120) SNOW D
121) LS D
122) RS D
123) WL1D D
124) WL2D D
125) LWL1D D
126) LWL2D D
127) LWL3D D
128) LWL4D D
129) WL3D D
130) WL4D D
131) 1.3663DL +EQ D E
132) 1.3663DL -EQ D E
133) 0.7337DL +EQ D E
134) 0.7337DL -EQ D E
135) 1.3663DL +1.3663COLL +EQ D E
136) 1.3663DL +1.3663COLL -EQ D E
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 9
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Load Comb Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Where :
-------
DL = Roof Dead Load
COLL = Roof Collateral Load
SNOW = The Larger of: Code Defined Minimum Roof Snow Load
User Input Minimum Roof Snow Load
LL = Roof Live Load
RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic
EQ = Lateral Seismic Load [parallel to plane of frame]
RBUPEQ= Upward Acting Rod Brace Load from Long. Seismic
WL1 = Wind from Left to Right with +GCpi
WL2 = Wind from Left to Right with -GCpi
WL3 = Wind from Right to Left with +GCpi
WL4 = Wind from Right to Left with -GCpi
LWL1 = Windward Corner Left with +GCpi
RBUPLW= Upward Acting Rod Brace Load from Long. Wind
LWL2 = Windward Corner Right with +GCpi
LWL3 = Windward Corner Left with -GCpi
LWL4 = Windward Corner Right with -GCpi
MWL1 = Minimum Wind Load
MWL2 = Minimum Wind Load
RS = Unbalanced Right Roof Snow Load
LS = Unbalanced Left Roof Snow Load
RBDWLW= Downward Acting Rod Brace Load from Long. Wind
WL1D = Wind from Left to Right with +GCpi at Service Level
WL2D = Wind from Left to Right with -GCpi at Service Level
LWL1D = Windward Corner Left with +GCpi at Service Level
LWL2D = Windward Corner Right with +GCpi at Service Level
LWL3D = Windward Corner Left with -GCpi at Service Level
LWL4D = Windward Corner Right with -GCpi at Service Level
WL3D = Wind from Right to Left with +GCpi at Service Level
WL4D = Wind from Right to Left with -GCpi at Service Level
Combination Descriptions :
--------------------------
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Strength Design Combination - ASD10
D= Deflection Only Combination
P= Second Order Analysis Combination - SOA
R= Load and Resistance Factor Design Combination - LRFD
E= Cd is applied and Ie is omitted from frame drift calculations
M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 10
R-Frame Design Program - Version V7.04 Job : 78513A
User Load Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
* USER INPUT LOADS
-------------------
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH
NO. START END
1 RC EQDW GLOB M C 18.000 0.3700 0.0000 0.000
2 LC EQDW GLOB M C 18.000 0.3700 0.0000 0.000
3 LC RBDWLW GLOB Y C 18.000 -4.4880 0.0000 0.917
4 RC RBDWLW GLOB Y C 18.000 -4.4880 0.0000 -0.917
5 LC RBUPLW GLOB Y C 0.010 4.4880 0.0000 0.917
6 LC RBUPLW GLOB L C 0.010 3.7400 0.0000 0.000
7 RC RBUPLW GLOB Y C 0.010 4.4880 0.0000 -0.917
8 RC RBUPLW GLOB L C 0.010 3.7400 0.0000 0.000
9 LC RBDWEQ GLOB Y C 18.000 -4.1630 0.0000 0.917
10 RC RBDWEQ GLOB Y C 18.000 -4.1630 0.0000 -0.917
11 LC RBUPEQ GLOB Y C 0.010 2.0810 0.0000 0.917
12 LC RBUPEQ GLOB L C 0.010 1.7340 0.0000 0.000
13 RC RBUPEQ GLOB Y C 0.010 2.0810 0.0000 -0.917
14 RC RBUPEQ GLOB L C 0.010 1.7340 0.0000 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 11
R-Frame Design Program - Version V7.04 Job : 78513A
Load Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
* GENERAL LOAD CARDS GENERATED -
--------------------------
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH
NO. START END
1 RC EQDW GLOB M C 18.000 0.3700 N/A 0.000
2 LC EQDW GLOB M C 18.000 0.3700 N/A 0.000
3 LC RBDWLW GLOB Y C 18.000 -4.4880 N/A 0.917
4 RC RBDWLW GLOB Y C 18.000 -4.4880 N/A -0.917
5 LC RBUPLW GLOB Y C 0.010 4.4880 N/A 0.917
6 LC RBUPLW GLOB L C 0.010 3.7400 N/A 0.000
7 RC RBUPLW GLOB Y C 0.010 4.4880 N/A -0.917
8 RC RBUPLW GLOB L C 0.010 3.7400 N/A 0.000
9 LC RBDWEQ GLOB Y C 18.000 -4.1630 N/A 0.917
10 RC RBDWEQ GLOB Y C 18.000 -4.1630 N/A -0.917
11 LC RBUPEQ GLOB Y C 0.010 2.0810 N/A 0.917
12 LC RBUPEQ GLOB L C 0.010 1.7340 N/A 0.000
13 RC RBUPEQ GLOB Y C 0.010 2.0810 N/A -0.917
14 RC RBUPEQ GLOB L C 0.010 1.7340 N/A 0.000
15 LR DL XREF Y U 0.000 -0.0427 N/A 0.000
16 RR DL XREF Y U 0.000 -0.0427 N/A 0.000
17 LC SW GLOB Y U 0.000 -0.0156 N/A 0.000
18 LR SW GLOB Y U 0.000 -0.0157 N/A 0.000
19 RC SW GLOB Y U 0.000 -0.0156 N/A 0.000
20 RR SW GLOB Y U 0.000 -0.0157 N/A 0.000
21 LR LL XREF Y U 0.000 -0.3458 N/A 0.000
22 RR LL XREF Y U 0.000 -0.3458 N/A 0.000
23 LR COLL XREF Y U 0.000 -0.0519 N/A 0.000
24 RR COLL XREF Y U 0.000 -0.0519 N/A 0.000
25 LR SNOW XREF Y U 0.000 -0.4323 N/A 0.000
26 RR SNOW XREF Y U 0.000 -0.4323 N/A 0.000
27 LR SBAL XREF Y U 0.000 -0.3631 N/A 0.000
28 RR SBAL XREF Y U 0.000 -0.3631 N/A 0.000
29 LR RS XREF Y U 0.000 -0.1089 N/A 0.000
30 RR RS XREF Y U 0.000 -0.3631 N/A 0.000
31 RR RS XREF Y U 12.559 -0.1600 N/A 11.441
32 LR LS XREF Y U 0.000 -0.3631 N/A 0.000
33 LR LS XREF Y U 12.559 -0.1600 N/A 11.441
34 RR LS XREF Y U 0.000 -0.1089 N/A 0.000
35 LC WL1 MEMB Y U 0.000 -0.0765 N/A 0.000
36 RC WL1 MEMB Y U 0.000 0.1563 N/A 0.000
37 LR WL1 MEMB Y U 0.000 0.2775 N/A 0.000
38 RR WL1 MEMB Y U 0.000 0.1818 N/A 0.000
39 LC WL2 MEMB Y U 0.000 -0.1914 N/A 0.000
40 RC WL2 MEMB Y U 0.000 0.0415 N/A 0.000
41 LR WL2 MEMB Y U 0.000 0.1627 N/A 0.000
42 RR WL2 MEMB Y U 0.000 0.0670 N/A 0.000
43 LC LWL1 MEMB Y U 0.000 0.2009 N/A 0.000
44 RC LWL1 MEMB Y U 0.000 0.2009 N/A 0.000
45 LR LWL1 MEMB Y U 0.000 0.2775 N/A 0.000
46 RR LWL1 MEMB Y U 0.000 0.1754 N/A 0.000
47 LC LWL2 MEMB Y U 0.000 0.2009 N/A 0.000
48 RC LWL2 MEMB Y U 0.000 0.2009 N/A 0.000
49 LR LWL2 MEMB Y U 0.000 0.1754 N/A 0.000
50 RR LWL2 MEMB Y U 0.000 0.2775 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 12
R-Frame Design Program - Version V7.04 Job : 78513A
Load Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
51 LC LWL3 MEMB Y U 0.000 0.0861 N/A 0.000
52 RC LWL3 MEMB Y U 0.000 0.0861 N/A 0.000
53 LR LWL3 MEMB Y U 0.000 0.1627 N/A 0.000
54 RR LWL3 MEMB Y U 0.000 0.0606 N/A 0.000
55 LC LWL4 MEMB Y U 0.000 0.0861 N/A 0.000
56 RC LWL4 MEMB Y U 0.000 0.0861 N/A 0.000
57 LR LWL4 MEMB Y U 0.000 0.0606 N/A 0.000
58 RR LWL4 MEMB Y U 0.000 0.1627 N/A 0.000
59 LC MWL1 MEMB Y U 0.000 -0.1383 N/A 0.000
60 RC MWL1 MEMB Y U 0.000 0.1383 N/A 0.000
61 LR MWL1 GLOB X U 0.000 0.0086 N/A 24.187
62 RR MWL1 GLOB X U 0.000 0.0086 N/A 24.187
63 LC MWL2 MEMB Y U 0.000 0.1383 N/A 0.000
64 RC MWL2 MEMB Y U 0.000 -0.1383 N/A 0.000
65 LR MWL2 GLOB X U 0.000 -0.0086 N/A 24.187
66 RR MWL2 GLOB X U 0.000 -0.0086 N/A 24.187
67 LC WL3 MEMB Y U 0.000 0.1563 N/A 0.000
68 RC WL3 MEMB Y U 0.000 -0.0765 N/A 0.000
69 LR WL3 MEMB Y U 0.000 0.1818 N/A 0.000
70 RR WL3 MEMB Y U 0.000 0.2775 N/A 0.000
71 LC WL4 MEMB Y U 0.000 0.0415 N/A 0.000
72 RC WL4 MEMB Y U 0.000 -0.1914 N/A 0.000
73 LR WL4 MEMB Y U 0.000 0.0670 N/A 0.000
74 RR WL4 MEMB Y U 0.000 0.1627 N/A 0.000
75 LC WL1D MEMB Y U 0.000 -0.0328 N/A 0.000
76 RC WL1D MEMB Y U 0.000 0.0670 N/A 0.000
77 LR WL1D MEMB Y U 0.000 0.1189 N/A 0.000
78 RR WL1D MEMB Y U 0.000 0.0779 N/A 0.000
79 LC WL2D MEMB Y U 0.000 -0.0820 N/A 0.000
80 RC WL2D MEMB Y U 0.000 0.0178 N/A 0.000
81 LR WL2D MEMB Y U 0.000 0.0697 N/A 0.000
82 RR WL2D MEMB Y U 0.000 0.0287 N/A 0.000
83 LC LWL1D MEMB Y U 0.000 0.0861 N/A 0.000
84 RC LWL1D MEMB Y U 0.000 0.0861 N/A 0.000
85 LR LWL1D MEMB Y U 0.000 0.1189 N/A 0.000
86 RR LWL1D MEMB Y U 0.000 0.0752 N/A 0.000
87 LC LWL2D MEMB Y U 0.000 0.0861 N/A 0.000
88 RC LWL2D MEMB Y U 0.000 0.0861 N/A 0.000
89 LR LWL2D MEMB Y U 0.000 0.0752 N/A 0.000
90 RR LWL2D MEMB Y U 0.000 0.1189 N/A 0.000
91 LC LWL3D MEMB Y U 0.000 0.0369 N/A 0.000
92 RC LWL3D MEMB Y U 0.000 0.0369 N/A 0.000
93 LR LWL3D MEMB Y U 0.000 0.0697 N/A 0.000
94 RR LWL3D MEMB Y U 0.000 0.0260 N/A 0.000
95 LC LWL4D MEMB Y U 0.000 0.0369 N/A 0.000
96 RC LWL4D MEMB Y U 0.000 0.0369 N/A 0.000
97 LR LWL4D MEMB Y U 0.000 0.0260 N/A 0.000
98 RR LWL4D MEMB Y U 0.000 0.0697 N/A 0.000
99 LC WL3D MEMB Y U 0.000 0.0670 N/A 0.000
100 RC WL3D MEMB Y U 0.000 -0.0328 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 13
R-Frame Design Program - Version V7.04 Job : 78513A
Load Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
101 LR WL3D MEMB Y U 0.000 0.0779 N/A 0.000
102 RR WL3D MEMB Y U 0.000 0.1189 N/A 0.000
103 LC WL4D MEMB Y U 0.000 0.0178 N/A 0.000
104 RC WL4D MEMB Y U 0.000 -0.0820 N/A 0.000
105 LR WL4D MEMB Y U 0.000 0.0287 N/A 0.000
106 RR WL4D MEMB Y U 0.000 0.0697 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 14
R-Frame Design Program - Version V7.04 Job : 78513A
Seismic Summary Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
2015 IBC
Main Seismic Force Resisting System Per :
ASCE 7 Standard
2010 Edition
Standard Risk Category Building for Seismic Loadings
Seismic Loads Required for Building ................................ Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 124.5000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 49.5000
Long-period Transition Period Time [TL] (seconds) .................. 16.0000
Seismic Performance Category ....................................... D
Soil Profile Type .................................................. D
Seismic Site Coefficient [Fa] ...................................... 1.0020
Seismic Site Coefficient [Fv] ...................................... 1.5050
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.2475
Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7450
Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.8317
Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.4966
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) ................................... 19.5000
Seismic Fundamental Period [T] Used (seconds) ...................... 0.3014
Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000
Seismic Overstrength Factor [OMEGAo] ............................... 2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000
Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000
Snow in Seismic Force Calculations [Used] (%) ...................... 0.00
Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00
Snow in Seismic Load Combinations [Used] (%) ....................... 0.00
Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00
Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00
Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00
Building Height Limit (feet) ....................................... 65.0000
Seismic Story Drift Limit Factor ................................... 0.0250
Seismic Story Drift Limit (in) ..................................... 5.4000
Seismic Deflection Amplification Factor [Cd] ....................... 3.0000
Seismic Response Coefficient [Cs] Used ............................. 0.2376
Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 3.097
Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.008
Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167
Roof Dead Load = 3.624
Wall Weight = 0.000
Collateral Load = 2.490
Snow Load = 0.000
Rafter Crane Weight = 0.000
-------------------------------------
Total Roof Weight = 6.114 kips
User Mass Load (1) = 0.740
-------------------------------------
Total User Mass = 0.740 kips
Total Roof Weight = 6.114
Total User Mass = 0.740
Mezzanine Weight = 0.000
Col. Crane Weight = 0.000
-------------------------------------
TOTAL Bldg Weight = 6.854 kips
X X
Seismic Coeff. = 0.2376
-------------------------------------
BASE SHEAR = 1.6286 kips
Seismic Load for Roof at col # 1 = 0.7272 kips
Seismic Load for Roof at col # 2 = 0.7272 kips
---------------------------------------------------
SEISMIC LOAD for Roof in TOTAL = 1.4545 kips
Seismic Ld for Mass # 1 @ col # 1 = 0.0871 kips
Seismic Ld for Mass # 1 @ col # 2 = 0.0871 kips
---------------------------------------------------
SEISMIC LOAD for Mass in TOTAL = 0.1741 kips
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 15
R-Frame Design Program - Version V7.04 Job : 78513A
Continued Seismic Load Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
* SEISMIC GENERAL LOAD CARDS GENERATED
--------------------------------------
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH
NO. START END
107 LC EQ YREF X C 16.777 0.7272 N/A 0.000
108 LC EQ YREF X C 18.000 0.0871 N/A 0.000
109 RC EQ YREF X C 16.777 0.7272 N/A 0.000
110 RC EQ YREF X C 18.000 0.0871 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 16
R-Frame Design Program - Version V7.04 Job : 78513A
Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Left Column Analysis Length = 16.78 ft Kx = 1.00 Weight = 262. lbs
Effective Ix = 135.8 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
1 10.00 8.000 11.713 5.00x 0.2500 0.1340 5.00x 0.2500 1.77 55.0
2 6.16 11.713 14.000 5.00x 0.2500 0.2500 5.00x 0.2500 1.77 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 -13.2 -40.0 -4.2 19.6 36.6 31.5 10.3 0.19 0.85 0.97 0.97 1
204 -13.1 -55.0 -4.2 18.6 31.4 32.2 19.8 0.05 0.98 0.96 0.98 1
--------------------------------------------------------------------------------
Left Rafter Analysis Length = 22.88 ft Kx = 1.00 Weight = 362. lbs
Effective Ix = 210.8 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
3 12.45 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
4 10.00 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
301 -5.6 -60.5 11.5 20.3 37.2 32.1 5.5 0.94 0.80 0.93 0.94 1
409 -4.2 62.4 0.2 11.3 31.1 31.4 5.5 0.01 0.99 0.98 0.99 2
--------------------------------------------------------------------------------
Right Column Analysis Length = 16.78 ft Kx = 1.00 Weight = 262. lbs
Effective Ix = 135.8 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
5 10.00 8.000 11.713 5.00x 0.2500 0.1340 5.00x 0.2500 1.77 55.0
6 6.16 11.713 14.000 5.00x 0.2500 0.2500 5.00x 0.2500 1.77 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 -13.2 -40.0 -4.2 19.6 36.6 31.5 10.3 0.19 0.85 0.97 0.97 2
604 -13.1 -55.0 -4.2 18.6 31.4 32.2 19.8 0.05 0.98 0.96 0.98 2
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 17
R-Frame Design Program - Version V7.04 Job : 78513A
Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Right Rafter Analysis Length = 22.88 ft Kx = 1.00 Weight = 362. lbs
Effective Ix = 210.8 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
7 12.45 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
8 10.00 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
701 -5.6 -60.5 11.5 20.3 37.2 32.1 5.5 0.94 0.80 0.93 0.94 2
809 -4.2 62.4 0.2 11.3 31.1 31.4 5.5 0.01 0.99 0.98 0.99 1
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 1248. lbs
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 18
R-Frame Design Program - Version V7.04 Job : 78513A
Anchor Rod and Base Plate Design File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
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, 1.5000
Plate Size : 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load Check
Loading Type (kips) (kips) (kips) No. Ratio
-----------------------------------------------------------------
Rod Tension 0.000 5.277 38.436 53 0.14
Rod Shear 4.202 0.000 23.061 2 0.18
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 4.665 1 0.25
Outer Flg 0.25000 5.000 18.562 2.406 53 0.13
Web Plate 0.18750 8.000 22.274 4.202 2 0.19
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 19
R-Frame Design Program - Version V7.04 Job : 78513A
Connection Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
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: Right Side of Conn Data:
----------------------- ------------------------
Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in.
Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi
Fu 65.0 ksi Fu 65.0 ksi
Flanges: Flanges:
O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in.
I.S. - 4.75 x 0.2500 in. I.S. - 5.00 x 0.2500 in.
Web Depth - 16.125 in. Web Depth - 16.125 in.
Web Thickness 0.250 in. Web Thickness 0.134 in.
Gage - 3.000 in. Gage - 3.000 in.
Center of Bolt to Flange: Center of Bolt to Flange:
Pf top (out) - 2.094 in. Pf top (out) - 1.906 in.
BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in.
Rise top (out) - 0.207 in. Rise top (out) - 0.207 in.
XTO top (out) - 2.000 in. XTO top (out) - 2.000 in.
Pf top (ins) - 2.154 in. Pf top (ins) - 2.342 in.
BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in.
Rise top (ins) - 0.207 in. Rise top (ins) - 0.207 in.
XTI top (ins) - 2.248 in. XTI top (ins) - 2.248 in.
Pf bot (out) - 1.752 in. Pf bot (out) - 1.844 in.
BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in.
Rise bot (out) - 0.000 in. Rise bot (out) - 0.207 in.
XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in.
Pf bot (ins) - 1.998 in. Pf bot (ins) - 1.904 in.
BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in.
Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.207 in.
XBI bot (ins) - 1.998 in. XBI bot (ins) - 1.998 in.
Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in.
Controlling Mode : Thick Plate Controlling Mode : Thick Plate
Angle top - 82.9 degrees Angle top - 97.1 degrees
Angle bot - 90.0 degrees Angle bot - 82.9 degrees
Left Side Frame Right Side Frame
Controlling Moments Axial Shear Moments Axial Shear
Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips)
----------------------------- -------------------------------------------------
2) DL +COLL +SNOW (SOA-R) -57.73 -4.11 11.93 -60.55 -4.11 12.06
34) 0.7337DL +3.5EQ (SOA-R) 42.79 -0.24 -1.20 -52.33 -0.24 3.10
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.5388 Plate Unity Check (O.S.) = 0.3877
Bolt Unity Check (I.S.) = 0.2638 Plate Unity Check (I.S.) = 0.1826
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 20
R-Frame Design Program - Version V7.04 Job : 78513A
Connection Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Peak Connection @ Left Rafter and Right Rafter Depth 3
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data: Right Side of Conn Data:
----------------------- ------------------------
Plate: 6.00 x 0.5000 in. Plate: 6.00 x 0.5000 in.
Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi
Fu 65.0 ksi Fu 65.0 ksi
Flanges: Flanges:
O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in.
I.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in.
Web Depth - 16.125 in. Web Depth - 16.125 in.
Web Thickness 0.134 in. Web Thickness 0.134 in.
Gage - 3.000 in. Gage - 3.000 in.
Center of Bolt to Flange: Center of Bolt to Flange:
Pf top (out) - 1.812 in. Pf top (out) - 1.812 in.
BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in.
Rise top (out) - 0.176 in. Rise top (out) - 0.176 in.
XTO top (out) - 1.750 in. XTO top (out) - 1.750 in.
Pf top (ins) - 1.936 in. Pf top (ins) - 1.936 in.
BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in.
Rise top (ins) - 0.176 in. Rise top (ins) - 0.176 in.
XTI top (ins) - 1.998 in. XTI top (ins) - 1.998 in.
Pf bot (out) - 1.875 in. Pf bot (out) - 1.875 in.
BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in.
Rise bot (out) - 0.176 in. Rise bot (out) - 0.176 in.
XBO bot (out) - 1.938 in. XBO bot (out) - 1.938 in.
Pf bot (ins) - 1.873 in. Pf bot (ins) - 1.873 in.
BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in.
Rise bot (ins) - 0.176 in. Rise bot (ins) - 0.176 in.
XBI bot (ins) - 1.811 in. XBI bot (ins) - 1.811 in.
Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in.
Angle top - 82.9 degrees Angle top - 82.9 degrees
Angle bot - 97.1 degrees Angle bot - 97.1 degrees
Left Side Frame Right Side Frame
Controlling Moments Axial Shear Moments Axial Shear
Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips)
----------------------------- -------------------------------------------------
61) 0.6DL +0.6WL3 (SOA-L) -10.64 1.41 0.10 -10.64 1.41 -0.10
1) DL +COLL +SNOW (SOA-L) 62.08 -4.11 0.06 62.08 -4.11 -0.06
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.1677 Plate Unity Check (O.S.) = 0.1677
Bolt Unity Check (I.S.) = 0.8578 Plate Unity Check (I.S.) = 0.8578
Required Connection Plate Welding >> (Using E70 Electrodes)
------------------------------------
Welded Weld Weld Weld Design Weld
Joint Size Length Capacity Force Load Check
Weld Location Type (in.) (in.) (kips) (kips) No. Ratio
------------------------------------------------------------------------------
Left Side of Conn
Inner Flg Fillet-BS 0.1875 10.0000 41.7635 41.2500 1 0.9877
Outer Flg Fillet-BS 0.1875 10.0000 41.7635 8.1779 61 0.1958
Web Plate Fillet-BS 0.1875 32.2490 89.7888 2.2012 102 0.0245
Right Side of Conn
Inner Flg Fillet-BS 0.1875 10.0000 41.7635 41.2500 1 0.9877
Outer Flg Fillet-BS 0.1875 10.0000 41.7635 8.1779 61 0.1958
Web Plate Fillet-BS 0.1875 32.2490 89.7888 2.2012 102 0.0245
------------------------------------------------------------------------------
NS - Near side weld, FS - Far side weld, BS - Both sides weld.
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 21
R-Frame Design Program - Version V7.04 Job : 78513A
Knee and Stiffener Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
Left and Right Knee Design
==========================
Knee Web Thickness : Use 0.2500 in. Thick Web
Bearing Stiffener Type : Horizontal
Bearing Stiffener at Knee : 2.2500 X 0.2500 in.
Column Cap Plate : 5.0000 X 0.2500 in.
Knee Panel Weld Sizes
=====================
Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are:
Column Cap Plate: 0.2500 in. x 14.109 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 14.000 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 14.375 in. SAW on NEAR Side (STD. WELD)
Column Outer Flange: 0.1875 in. x 14.375 in. GMAW on FAR Side (STD. WELD)
Column Connection Pl.: 0.1875 in. x 16.125 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.
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 22
R-Frame Design Program - Version V7.04 Job : 78513A
Flange Brace Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 7'6 @ FLOOR 1 @ 7'6 @ FLOOR
1 @ 6'6 1 @ 6'6
1 @ 4'0 @ EAVE 1 @ 4'0 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 3'10-9/16" @ EAVE 2 @ 3'10-9/16" @ EAVE
3 @ 5'0 3 @ 5'0
1 @ 1'2-7/8" @ PEAK 1 @ 1'2-7/8" @ PEAK
--------------------------------------------------------------------------------
MEMBER DISTANCE TO BRACE POINTS (Feet)
- LEFT RAFTER : Measured along T.F. from left steel line
- RIGHT RAFTER : Measured along T.F. from right steel line
- EXT. COLUMNS : Measured along T.F. from base
--------------------------------------------------------------------------------
LFT COLUMN 7.50 14.00
(C) (M)
LFT RAFTER 3.91 7.82 12.86 17.90 22.94
(C) (N) (C) (N) (C)
RGT COLUMN 7.50 14.00
(C) (M)
RGT RAFTER 3.91 7.82 12.86 17.90 22.94
(C) (N) (C) (N) (C)
--------------------------------------------------------------------------------
"N" Indicates that No flange braces are located at the brace point
"C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point
"M" Indicates that One 2"x2"x1/8" flange brace is located at the brace point
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 23
R-Frame Design Program - Version V7.04 Job : 78513A
Primary Deflection Report File: frame_2.fra Date: 11/ 8/18
cs 48./18./17.292 20./110./25. Start Time: 15:40:35
--------------------------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches)
==============================================================================
Ext. Left Col Ext Right Col
X-Def Y-Def X-Def Y-Def
------------------------------------------------------------------------------
Pos. Max 3.006 0.014 3.330 0.014
Load Comb 133 134 135 133
Defl. H/ 66 H/ 60
------------------------------------------------------------------------------
Neg. Max -3.330 -0.018 -3.006 -0.018
Load Comb 136 135 134 136
Defl. H/ 60 H/ 66
==============================================================================
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard)
==============================================================================
Max. Downward Deflection Max. Upward Deflection
Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -3.145 in. 24.00 ft. 0.543 in. 22.60 ft.
Load Comb 1 129
Defl. L/174 L/999
==============================================================================
PEAK DEFLECTIONS (Positive = Y:Upward)
====================
Y-Def
--------------------
Pos. Max 0.539 in.
Load Comb 129
Defl. L/999
--------------------
Neg. Max -3.145 in.
Load Comb 2
Defl. L/174
====================
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
----- -------
131 3.0
132 3.0
133 3.0
134 3.0
135 3.0
136 3.0
Vertical Clearance at the Left Knee is 16.1714 feet
Vertical Clearance at the Right Knee is 16.1714 feet
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 1
R-Frame Design Program - Version V7.04 Job : 78513A
Input Data Echo File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
\\houna04\TS\Jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\
--------------------------------------------------------------------------------
VERSION V7.04
BRAND STAR
DESCRIPTION ms2 48./18./8.083 20./110./25.
FRAME_ID 2
# FRAME LEFT SIDE IS BLDG. PLANE SWC
# AND FRAME RIGHT SIDE IS BLDG. PLANE SWA
PRINT echo code loads base connection deflection profile seismic detail \
flg_brace summary stiffeners pro_grplds
OPTIMIZATION none *PLANT atw *JOB 78513A
ANALYZE all *DATASET members brace combinations wind_array connection base
BUILDING LABEL A
LOCATION frame lines 3
LATERAL GRID LABEL 3
LONGITUDINAL GRID LABEL E D C A
NUMBER FRAMES 1 *PRICE complete
TYPE LEFT ms t cs 60. 60.
TYPE RIGHT ms t cs 60. 60.
WIDTH 48. 24.
LENGTH 30.
EAVE 18. *ROOF SLOPE 1.5
SPANS 14. 16. 18.
GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25
GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059
GIRT FLANGE 2.5 *PURLIN FLANGE 2.5
PURLIN STIFFNESS 11.125 24.357 4.09 30.162
CODE LABEL 2015 IBC
BUILDING CODE IB15 U=Normal
DEAD LOAD 2.469 *COLLATERAL LOAD 3.
LIVE LOAD 20.
SNOW G=25. T=1.2 S=N WEL=24. WER=24. WML=24. WMR=24. MRSL=25.
WIND CODE AS10
SEISMIC CODE AS10
SEISMIC LOAD S1=49.5 SS=124.5 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=8.083
WALL TRIBUTARY TR= 8.083 S=0. E=18.
DESIGN ASD10
LATERAL BRACE LENGTH 13.83
STIFFNESS CHECK SNOW ONLY
BOLT TIGHTENING Fully
DEFLECTION ROOF L=180. S=180. W=180. G=120.
DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40.
MIN_MOMT_BOLT_DIA 0.75
SYMKNEE CONNECTION
SPLICE GUSSETS NA
BRACING SIDES LC=3 RA=3 RC=3
BRACE ATTACHMENT FLANGE
FLANGE BRACE ATTACHMENT LC=0 RA=0 RC=0
GIRT SPACING 7.5 6.5
GIRT BRACE N C1
PURLIN SPACING 2@3.8811 3@5.
PURLIN BRACE LEFT C N C N C
PURLIN BRACE RIGHT C N N C C
LEFT COLUMN
BASE W=6. T=0.375 L=9.5 N=2 D=0.75
9. 0. 10. 5. 0.25 0.134 5. 0.25
0. 9. 0. 5. 0.25 0.156 5. 0.25
LEFT RAFTER 1
CONNECTION O=2E I=2E W=6. T=0.75 D=0.75
11.5 11.5 0. 5. 0.25 0.134 5. 0.25
11.5 11.5 2.3802 5. 0.25 0.134 5. 0.25
INTERIOR COLUMN 1
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 8. 0. 5. 0.25 0.134 5. 0.25
CONNECTION O=1F I=1F W=6. T=0.375 D=0.5
LEFT RAFTER 2
11.5 11.5 2.6198 5. 0.25 0.134 5. 0.25
11.5 11.5 0. 5. 0.25 0.134 5. 0.25
CONNECTION O=2E I=2E W=6. T=0.375 D=0.75
RIGHT COLUMN
BASE W=6. T=0.375 L=9.5 N=2 D=0.75
9. 0. 10. 5. 0.25 0.134 5. 0.25
0. 9. 0. 5. 0.25 0.134 5. 0.25
RIGHT RAFTER 1
CONNECTION O=2E I=2E W=6. T=0.75 D=0.75
11.5 0. 0. 5. 0.25 0.134 5. 0.25
0. 11.5 10. 5. 0.25 0.134 5. 0.25
11.5 11.5 2.3802 5. 0.25 0.134 5. 0.25
INTERIOR COLUMN 2
BASE W=6. T=0.375 L=8.5 N=2 D=0.75
8. 8. 0. 5. 0.25 0.134 5. 0.25
CONNECTION O=1F I=1F W=6. T=0.375 D=0.5
RIGHT RAFTER 2
11.5 11.5 2.6198 5. 0.25 0.134 5. 0.25
11.5 11.5 0. 5. 0.25 0.134 5. 0.25
WIND LOAD WL1 18.446 0.4600 -1.2500 -0.7300 -0.6400 24.000 Left
WIND LOAD WL2 18.446 0.8200 -0.8900 -0.3700 -0.2800 24.000 Left
WIND LOAD LWL1 18.446 -0.6600 -1.2500 -0.7100 -0.6600 24.000
WIND LOAD LWL2 18.446 -0.6600 -0.7100 -1.2500 -0.6600 24.000
WIND LOAD LWL3 18.446 -0.3000 -0.8900 -0.3500 -0.3000 24.000
WIND LOAD LWL4 18.446 -0.3000 -0.3500 -0.8900 -0.3000 24.000
WIND LOAD MWL1 16.000 0.5000 0.2500 0.2500 -0.5000 0.000
WIND LOAD MWL2 16.000 -0.5000 -0.2500 -0.2500 0.5000 0.000
WIND LOAD WL3 18.446 -0.6400 -0.7300 -1.2500 0.4600 24.000 Right
WIND LOAD WL4 18.446 -0.2800 -0.3700 -0.8900 0.8200 24.000 Right
WIND LOAD WL1D 7.903 0.4600 -1.2500 -0.7300 -0.6400 24.000 Left
WIND LOAD WL2D 7.903 0.8200 -0.8900 -0.3700 -0.2800 24.000 Left
WIND LOAD LWL1D 7.903 -0.6600 -1.2500 -0.7100 -0.6600 24.000
WIND LOAD LWL2D 7.903 -0.6600 -0.7100 -1.2500 -0.6600 24.000
WIND LOAD LWL3D 7.903 -0.3000 -0.8900 -0.3500 -0.3000 24.000
WIND LOAD LWL4D 7.903 -0.3000 -0.3500 -0.8900 -0.3000 24.000
WIND LOAD WL3D 7.903 -0.6400 -0.7300 -1.2500 0.4600 24.000 Right
WIND LOAD WL4D 7.903 -0.2800 -0.3700 -0.8900 0.8200 24.000 Right
LOAD COMBINATIONS
1)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA L
2)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA R
3)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L
4)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R
5)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA L
6)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA R
7)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA L
8)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA R
9)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L
10)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R
11)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L
12)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R
13)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA L
14)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA R
15)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA L
16)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA R
17)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA L
18)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA R
19)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA L
20)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA R
21)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA L
22)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA R
23)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA L
24)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA R
25)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA L
26)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA R
27)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA L
28)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA R
29)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA L
30)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA R
31)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA L
32)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA R
33)1. DL 0.6 WL1 *PDELTA L
34)1. DL 0.6 WL1 *PDELTA R
35)1. DL 0.6 WL2 *PDELTA L
36)1. DL 0.6 WL2 *PDELTA R
37)1. DL 0.6 LWL1 *PDELTA L
38)1. DL 0.6 LWL1 *PDELTA R
39)1. DL 0.6 LWL2 *PDELTA L
40)1. DL 0.6 LWL2 *PDELTA R
41)1. DL 0.6 LWL3 *PDELTA L
42)1. DL 0.6 LWL3 *PDELTA R
43)1. DL 0.6 LWL4 *PDELTA L
44)1. DL 0.6 LWL4 *PDELTA R
45)1. DL 0.6 WL3 *PDELTA L
46)1. DL 0.6 WL3 *PDELTA R
47)1. DL 0.6 WL4 *PDELTA L
48)1. DL 0.6 WL4 *PDELTA R
49)0.6 DL 0.6 WL1 *PDELTA L
50)0.6 DL 0.6 WL1 *PDELTA R
51)0.6 DL 0.6 WL2 *PDELTA L
52)0.6 DL 0.6 WL2 *PDELTA R
53)0.6 DL 0.6 LWL1 *PDELTA L
54)0.6 DL 0.6 LWL1 *PDELTA R
55)0.6 DL 0.6 LWL2 *PDELTA L
56)0.6 DL 0.6 LWL2 *PDELTA R
57)0.6 DL 0.6 LWL3 *PDELTA L
58)0.6 DL 0.6 LWL3 *PDELTA R
59)0.6 DL 0.6 LWL4 *PDELTA L
60)0.6 DL 0.6 LWL4 *PDELTA R
61)0.6 DL 0.6 WL3 *PDELTA L
62)0.6 DL 0.6 WL3 *PDELTA R
63)0.6 DL 0.6 WL4 *PDELTA L
64)0.6 DL 0.6 WL4 *PDELTA R
65)0.6 MWL1 *TYPE M
66)0.6 MWL2 *TYPE M
67)1. DL 1. COLL 0.6 WL1 *PDELTA L
68)1. DL 1. COLL 0.6 WL1 *PDELTA R
69)1. DL 1. COLL 0.6 WL2 *PDELTA L
70)1. DL 1. COLL 0.6 WL2 *PDELTA R
71)1. DL 1. COLL 0.6 LWL1 *PDELTA L
72)1. DL 1. COLL 0.6 LWL1 *PDELTA R
73)1. DL 1. COLL 0.6 LWL2 *PDELTA L
74)1. DL 1. COLL 0.6 LWL2 *PDELTA R
75)1. DL 1. COLL 0.6 LWL3 *PDELTA L
76)1. DL 1. COLL 0.6 LWL3 *PDELTA R
77)1. DL 1. COLL 0.6 LWL4 *PDELTA L
78)1. DL 1. COLL 0.6 LWL4 *PDELTA R
79)1. DL 1. COLL 0.6 WL3 *PDELTA L
80)1. DL 1. COLL 0.6 WL3 *PDELTA R
81)1. DL 1. COLL 0.6 WL4 *PDELTA L
82)1. DL 1. COLL 0.6 WL4 *PDELTA R
83)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA L
84)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA R
85)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA L
86)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA R
87)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 *PDELTA L
88)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 *PDELTA R
89)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 *PDELTA L
90)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 *PDELTA R
91)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 *PDELTA L
92)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 *PDELTA R
93)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 *PDELTA L
94)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 *PDELTA R
95)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA L
96)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA R
97)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA L
98)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA R
99)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L
100)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R
101)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L
102)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R
103)1. DL 0.75 LL 1. COLL 0.45 LWL1 *PDELTA L
104)1. DL 0.75 LL 1. COLL 0.45 LWL1 *PDELTA R
105)1. DL 0.75 LL 1. COLL 0.45 LWL2 *PDELTA L
106)1. DL 0.75 LL 1. COLL 0.45 LWL2 *PDELTA R
107)1. DL 0.75 LL 1. COLL 0.45 LWL3 *PDELTA L
108)1. DL 0.75 LL 1. COLL 0.45 LWL3 *PDELTA R
109)1. DL 0.75 LL 1. COLL 0.45 LWL4 *PDELTA L
110)1. DL 0.75 LL 1. COLL 0.45 LWL4 *PDELTA R
111)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L
112)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R
113)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L
114)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R
115)1. DL 1. COLL 1. RS *PDELTA L
116)1. DL 1. COLL 1. RS *PDELTA R
117)1. DL 1. COLL 1. LS *PDELTA L
118)1. DL 1. COLL 1. LS *PDELTA R
119)1. LL *DEFL 60. 180. *TYPE D
120)1. SNOW *DEFL 60. 180. *TYPE D
121)1. LS *DEFL 60. 180. *TYPE D
122)1. RS *DEFL 60. 180. *TYPE D
123)1. WL1D *DEFL 60. 180. *TYPE D
124)1. WL2D *DEFL 60. 180. *TYPE D
125)1. LWL1D *DEFL 60. 180. *TYPE D
126)1. LWL2D *DEFL 60. 180. *TYPE D
127)1. LWL3D *DEFL 60. 180. *TYPE D
128)1. LWL4D *DEFL 60. 180. *TYPE D
129)1. WL3D *DEFL 60. 180. *TYPE D
130)1. WL4D *DEFL 60. 180. *TYPE D
131)1.36633 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
132)1.36633 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
133)0.73367 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
134)0.73367 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
135)1.36633 DL 1.36633 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
136)1.36633 DL 1.36633 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0
LOADS
RC EQDW GLOB M C 18.000000 0.220000 0.000000 \
# PANEL/GIRT SELF-WEIGHT FOR EQ
LC EQDW GLOB M C 18.000000 0.220000 0.000000 \
# PANEL/GIRT SELF-WEIGHT FOR EQ
IC1 LWL1 GLOB X U 0.000000 0.262260 0.000000 #LOAD TO COLUMN
IC1 LWL2 GLOB X U 0.000000 0.262260 0.000000 #LOAD TO COLUMN
IC1 LWL3 GLOB X U 0.000000 -0.262260 0.000000 #LOAD TO COLUMN
IC1 LWL4 GLOB X U 0.000000 -0.262260 0.000000 #LOAD TO COLUMN
IC1 LWL1 GLOB X C 18.549999 -2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL2 GLOB X C 18.549999 -2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL3 GLOB X C 18.549999 2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL4 GLOB X C 18.549999 2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL1 GLOB X C 0.010000 -2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL1 GLOB L C 0.010000 -2.432462 0.000000 \
#REACTION FIX
IC1 LWL2 GLOB X C 0.010000 -2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL2 GLOB L C 0.010000 -2.432462 0.000000 \
#REACTION FIX
IC1 LWL3 GLOB X C 0.010000 2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL3 GLOB L C 0.010000 2.432462 0.000000 \
#REACTION FIX
IC1 LWL4 GLOB X C 0.010000 2.432462 0.000000 \
#COUNTERACTING LOAD
IC1 LWL4 GLOB L C 0.010000 2.432462 0.000000 \
#REACTION FIX
IC2 LWL1 GLOB X U 0.000000 0.297228 0.000000 #LOAD TO COLUMN
IC2 LWL2 GLOB X U 0.000000 0.297228 0.000000 #LOAD TO COLUMN
IC2 LWL3 GLOB X U 0.000000 -0.297228 0.000000 #LOAD TO COLUMN
IC2 LWL4 GLOB X U 0.000000 -0.297228 0.000000 #LOAD TO COLUMN
IC2 LWL1 GLOB X C 19.049999 -2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL2 GLOB X C 19.049999 -2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL3 GLOB X C 19.049999 2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL4 GLOB X C 19.049999 2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL1 GLOB X C 0.010000 -2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL1 GLOB L C 0.010000 -2.831097 0.000000 \
#REACTION FIX
IC2 LWL2 GLOB X C 0.010000 -2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL2 GLOB L C 0.010000 -2.831097 0.000000 \
#REACTION FIX
IC2 LWL3 GLOB X C 0.010000 2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL3 GLOB L C 0.010000 2.831097 0.000000 \
#REACTION FIX
IC2 LWL4 GLOB X C 0.010000 2.831097 0.000000 \
#COUNTERACTING LOAD
IC2 LWL4 GLOB L C 0.010000 2.831097 0.000000 \
#REACTION FIX
END
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 2
R-Frame Design Program - Version V7.04 Job : 78513A
Building Grid label legend File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Building Grid Label Legend
==========================
Building : A
Frame Number : 2
No. of Frames : 1
Left Column : Column @ * - E
Right Column : Column @ * - A
Interior Column # 1: Column @ * - D
Interior Column # 2: Column @ * - C
*Frames located @ 3
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 3
R-Frame Design Program - Version V7.04 Job : 78513A
Code Summary Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Building :A
Frame Number :2 Location: frame lines 3
No. of Frames: 1
2015 IBC
Main Code Requirements Per :
International Building Code
2015 Edition
Supporting Design Manual(s):
2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design
2010 AISC Seismic Provisions for Structural Steel Buildings
Frame Data
----------
Eave height Left & Right (feet)..................................... 18.000
Horizontal width from left to right steel line (feet)............... 48.000
Horizontal distance to ridge from left side (feet).................. 24.000
Roof Slope Left & Right (rise:12)................................... 1.500
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)............................ 8.083
..................................from Height 0.00 to Height 18.00
Tributary Width roof (feet)......................................... 8.083
Frame Spans 1 to 3 (feet) 14.000 16.000 18.000
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)..................................... 2.469
Frame Rafter Dead Weight (psf)...................................... 1.697
Total Roof Dead Weight (psf)........................................ 4.166
Collateral Load to Frame Rafter (psf)............................... 3.000
Roof Live Load Entered (psf)........................................ 20.000
Design Roof Live Load Used (psf).................................... 20.000
Ground Snow Load Entered [Pg] (psf)................................. 25.000
Snow Exposure Factor [Ce] .......................................... 1.000
Snow Importance Factor [I] -- Standard Use Category................. 1.000
Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.200
Snow Thermal Factor Used [Ct]Unheated Building...................... 1.200
Slippery & Unobstructed Roof Surface................................ No
Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf).......................... 21.000
Snow Slope Factor [Cs].............................................. 1.000
Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 21.000
Flat Roof Snow Load [Pf] (psf)...................................... 21.000
Minimum Roof Snow Load Entered [MRSL] (psf)......................... 25.000
Design Uniform Roof Snow Load (psf)................................. 25.000
Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf).. 21.000
UNBALANCED SNOW LOADING(s)
--------------------------
Unbalanced Roof Snow w/Wind From Left
Load at Left Side (psf).................. 6.300
Load at Right Peak (psf)................. 30.251
Load at Right Eave (psf)................. 21.000
Drift Load Length Right (ft)............. 11.441
Unbalanced Roof Snow w/Wind From Right
Load at Left Eave (psf).................. 21.000
Load at Left Peak (psf).................. 30.251
Drift Load Length Left (ft).............. 11.441
Load at Right Side (psf)................. 6.300
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 4
R-Frame Design Program - Version V7.04 Job : 78513A
Wind Summary Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
2015 IBC
Main Windforce-resisting system Per :
ASCE 7 Standard
2010 Edition
Eave height Left & Right (feet)..................................... 18.000
Wind Elevation on left column (feet)................................ 18.000
Wind Elevation on right column (feet)............................... 18.000
Total frame width (feet)............................................ 48.000
Total building length (feet)........................................ 30.000
Number of primary wind loadings .................................... 18
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 5
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Wind Summary Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
2015 IBC
Main Windforce-resisting system Per :
ASCE 7 Standard
2010 Edition
*** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME ***
--------------------------------------------------------------------------------
Wind Load WL1 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.460 -1.250( 50.0%) -0.730( 50.0%) -0.640
--------------------------------------------------------------------------------
Wind Load WL2 Wind from left direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.820 -0.890( 50.0%) -0.370( 50.0%) -0.280
--------------------------------------------------------------------------------
Wind Load LWL1 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.660 -1.250( 50.0%) -0.710( 50.0%) -0.660
--------------------------------------------------------------------------------
Wind Load LWL2 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.660 -0.710( 50.0%) -1.250( 50.0%) -0.660
--------------------------------------------------------------------------------
Wind Load LWL3 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.300 -0.890( 50.0%) -0.350( 50.0%) -0.300
--------------------------------------------------------------------------------
Wind Load LWL4 Longitudinal wind
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.300 -0.350( 50.0%) -0.890( 50.0%) -0.300
--------------------------------------------------------------------------------
Wind Load MWL1 Min. Wind from left dir.
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) 0.500 0.250 0.250 -0.500
--------------------------------------------------------------------------------
Wind Load MWL2 Min. Wind from right dir.
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.500 -0.250 -0.250 0.500
--------------------------------------------------------------------------------
Wind Load WL3 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.640 -0.730( 50.0%) -1.250( 50.0%) 0.460
--------------------------------------------------------------------------------
Wind Load WL4 Wind from right direction
******************* Left Wall Left Rafter Right Rafter Right Wall
Primary Coeff. (Cp) -0.280 -0.370( 50.0%) -0.890( 50.0%) 0.820
--------------------------------------------------------------------------------
Notes :
1. Wind coefficients applied to the roof may be located as a percentage
of the total frame width (xx.x%). If not shown the coefficients are
applied fully to their respective rafter.
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 6
R-Frame Design Program - Version V7.04 Job : 78513A
Load Combinations Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Load Combination :
------------------
1) DL +COLL +SNOW (SOA-L) N A P
2) DL +COLL +SNOW (SOA-R) N A P
3) DL +LL +COLL (SOA-L) N A P
4) DL +LL +COLL (SOA-R) N A P
5) 1.1164DL +0.91EQ (SOA-L) N A P
6) 1.1164DL +0.91EQ (SOA-R) N A P
7) 1.1164DL -0.91EQ (SOA-L) N A P
8) 1.1164DL -0.91EQ (SOA-R) N A P
9) 1.1164DL +1.1164COLL +0.91EQ (SOA-L) N A P
10) 1.1164DL +1.1164COLL +0.91EQ (SOA-R) N A P
11) 1.1164DL +1.1164COLL -0.91EQ (SOA-L) N A P
12) 1.1164DL +1.1164COLL -0.91EQ (SOA-R) N A P
13) 0.4836DL +0.91EQ (SOA-L) N A P
14) 0.4836DL +0.91EQ (SOA-R) N A P
15) 0.4836DL -0.91EQ (SOA-L) N A P
16) 0.4836DL -0.91EQ (SOA-R) N A P
17) 0.7337DL +2.5EQ (SOA-L) N B R P
18) 0.7337DL +2.5EQ (SOA-R) N B R P
19) 0.7337DL -2.5EQ (SOA-L) N B R P
20) 0.7337DL -2.5EQ (SOA-R) N B R P
21) 1.3663DL +1.3663COLL +2.5EQ (SOA-L) N B R P
22) 1.3663DL +1.3663COLL +2.5EQ (SOA-R) N B R P
23) 1.3663DL +1.3663COLL -2.5EQ (SOA-L) N B R P
24) 1.3663DL +1.3663COLL -2.5EQ (SOA-R) N B R P
25) 0.7337DL +3.5EQ (SOA-L) N K R P
26) 0.7337DL +3.5EQ (SOA-R) N K R P
27) 0.7337DL -3.5EQ (SOA-L) N K R P
28) 0.7337DL -3.5EQ (SOA-R) N K R P
29) 1.3663DL +1.3663COLL +3.5EQ (SOA-L) N K R P
30) 1.3663DL +1.3663COLL +3.5EQ (SOA-R) N K R P
31) 1.3663DL +1.3663COLL -3.5EQ (SOA-L) N K R P
32) 1.3663DL +1.3663COLL -3.5EQ (SOA-R) N K R P
33) DL +0.6WL1 (SOA-L) N A P
34) DL +0.6WL1 (SOA-R) N A P
35) DL +0.6WL2 (SOA-L) N A P
36) DL +0.6WL2 (SOA-R) N A P
37) DL +0.6LWL1 (SOA-L) N A P
38) DL +0.6LWL1 (SOA-R) N A P
39) DL +0.6LWL2 (SOA-L) N A P
40) DL +0.6LWL2 (SOA-R) N A P
41) DL +0.6LWL3 (SOA-L) N A P
42) DL +0.6LWL3 (SOA-R) N A P
43) DL +0.6LWL4 (SOA-L) N A P
44) DL +0.6LWL4 (SOA-R) N A P
45) DL +0.6WL3 (SOA-L) N A P
46) DL +0.6WL3 (SOA-R) N A P
47) DL +0.6WL4 (SOA-L) N A P
48) DL +0.6WL4 (SOA-R) N A P
49) 0.6DL +0.6WL1 (SOA-L) N A P
50) 0.6DL +0.6WL1 (SOA-R) N A P
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 7
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Load Comb Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Load Combination :
------------------
51) 0.6DL +0.6WL2 (SOA-L) N A P
52) 0.6DL +0.6WL2 (SOA-R) N A P
53) 0.6DL +0.6LWL1 (SOA-L) N A P
54) 0.6DL +0.6LWL1 (SOA-R) N A P
55) 0.6DL +0.6LWL2 (SOA-L) N A P
56) 0.6DL +0.6LWL2 (SOA-R) N A P
57) 0.6DL +0.6LWL3 (SOA-L) N A P
58) 0.6DL +0.6LWL3 (SOA-R) N A P
59) 0.6DL +0.6LWL4 (SOA-L) N A P
60) 0.6DL +0.6LWL4 (SOA-R) N A P
61) 0.6DL +0.6WL3 (SOA-L) N A P
62) 0.6DL +0.6WL3 (SOA-R) N A P
63) 0.6DL +0.6WL4 (SOA-L) N A P
64) 0.6DL +0.6WL4 (SOA-R) N A P
65) 0.6MWL1 N M
66) 0.6MWL2 N M
67) DL +COLL +0.6WL1 (SOA-L) N A P
68) DL +COLL +0.6WL1 (SOA-R) N A P
69) DL +COLL +0.6WL2 (SOA-L) N A P
70) DL +COLL +0.6WL2 (SOA-R) N A P
71) DL +COLL +0.6LWL1 (SOA-L) N A P
72) DL +COLL +0.6LWL1 (SOA-R) N A P
73) DL +COLL +0.6LWL2 (SOA-L) N A P
74) DL +COLL +0.6LWL2 (SOA-R) N A P
75) DL +COLL +0.6LWL3 (SOA-L) N A P
76) DL +COLL +0.6LWL3 (SOA-R) N A P
77) DL +COLL +0.6LWL4 (SOA-L) N A P
78) DL +COLL +0.6LWL4 (SOA-R) N A P
79) DL +COLL +0.6WL3 (SOA-L) N A P
80) DL +COLL +0.6WL3 (SOA-R) N A P
81) DL +COLL +0.6WL4 (SOA-L) N A P
82) DL +COLL +0.6WL4 (SOA-R) N A P
83) DL +COLL +0.75SNOW +0.45WL1 (SOA-L) N A P
84) DL +COLL +0.75SNOW +0.45WL1 (SOA-R) N A P
85) DL +COLL +0.75SNOW +0.45WL2 (SOA-L) N A P
86) DL +COLL +0.75SNOW +0.45WL2 (SOA-R) N A P
87) DL +COLL +0.75SNOW +0.45LWL1 (SOA-L) N A P
88) DL +COLL +0.75SNOW +0.45LWL1 (SOA-R) N A P
89) DL +COLL +0.75SNOW +0.45LWL2 (SOA-L) N A P
90) DL +COLL +0.75SNOW +0.45LWL2 (SOA-R) N A P
91) DL +COLL +0.75SNOW +0.45LWL3 (SOA-L) N A P
92) DL +COLL +0.75SNOW +0.45LWL3 (SOA-R) N A P
93) DL +COLL +0.75SNOW +0.45LWL4 (SOA-L) N A P
94) DL +COLL +0.75SNOW +0.45LWL4 (SOA-R) N A P
95) DL +COLL +0.75SNOW +0.45WL3 (SOA-L) N A P
96) DL +COLL +0.75SNOW +0.45WL3 (SOA-R) N A P
97) DL +COLL +0.75SNOW +0.45WL4 (SOA-L) N A P
98) DL +COLL +0.75SNOW +0.45WL4 (SOA-R) N A P
99) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P
100) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 8
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Load Comb Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Load Combination :
------------------
101) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P
102) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P
103) DL +0.75LL +COLL +0.45LWL1 (SOA-L) N A P
104) DL +0.75LL +COLL +0.45LWL1 (SOA-R) N A P
105) DL +0.75LL +COLL +0.45LWL2 (SOA-L) N A P
106) DL +0.75LL +COLL +0.45LWL2 (SOA-R) N A P
107) DL +0.75LL +COLL +0.45LWL3 (SOA-L) N A P
108) DL +0.75LL +COLL +0.45LWL3 (SOA-R) N A P
109) DL +0.75LL +COLL +0.45LWL4 (SOA-L) N A P
110) DL +0.75LL +COLL +0.45LWL4 (SOA-R) N A P
111) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P
112) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P
113) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P
114) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P
115) DL +COLL +RS (SOA-L) N A P
116) DL +COLL +RS (SOA-R) N A P
117) DL +COLL +LS (SOA-L) N A P
118) DL +COLL +LS (SOA-R) N A P
119) LL D
120) SNOW D
121) LS D
122) RS D
123) WL1D D
124) WL2D D
125) LWL1D D
126) LWL2D D
127) LWL3D D
128) LWL4D D
129) WL3D D
130) WL4D D
131) 1.3663DL +EQ D E
132) 1.3663DL -EQ D E
133) 0.7337DL +EQ D E
134) 0.7337DL -EQ D E
135) 1.3663DL +1.3663COLL +EQ D E
136) 1.3663DL +1.3663COLL -EQ D E
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 9
R-Frame Design Program - Version V7.04 Job : 78513A
Continue Load Comb Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Where :
-------
DL = Roof Dead Load
COLL = Roof Collateral Load
SNOW = The Larger of: Code Defined Minimum Roof Snow Load
User Input Minimum Roof Snow Load
LL = Roof Live Load
EQ = Lateral Seismic Load [parallel to plane of frame]
WL1 = Wind from Left to Right with +GCpi
WL2 = Wind from Left to Right with -GCpi
LWL1 = Windward Corner Left with +GCpi
LWL2 = Windward Corner Right with +GCpi
LWL3 = Windward Corner Left with -GCpi
LWL4 = Windward Corner Right with -GCpi
WL3 = Wind from Right to Left with +GCpi
WL4 = Wind from Right to Left with -GCpi
MWL1 = Minimum Wind Load
MWL2 = Minimum Wind Load
RS = Unbalanced Right Roof Snow Load
LS = Unbalanced Left Roof Snow Load
WL1D = Wind from Left to Right with +GCpi at Service Level
WL2D = Wind from Left to Right with -GCpi at Service Level
LWL1D = Windward Corner Left with +GCpi at Service Level
LWL2D = Windward Corner Right with +GCpi at Service Level
LWL3D = Windward Corner Left with -GCpi at Service Level
LWL4D = Windward Corner Right with -GCpi at Service Level
WL3D = Wind from Right to Left with +GCpi at Service Level
WL4D = Wind from Right to Left with -GCpi at Service Level
Combination Descriptions :
--------------------------
N= No 1/3 Increase in Allowable for Combination
B= Base Only Combination
K= Knee Connection Only Combination
A= Allowable Strength Design Combination - ASD10
D= Deflection Only Combination
P= Second Order Analysis Combination - SOA
R= Load and Resistance Factor Design Combination - LRFD
E= Cd is applied and Ie is omitted from frame drift calculations
M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 10
R-Frame Design Program - Version V7.04 Job : 78513A
User Load Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
* USER INPUT LOADS
-------------------
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH
NO. START END
1 RC EQDW GLOB M C 18.000 0.2200 0.0000 0.000
2 LC EQDW GLOB M C 18.000 0.2200 0.0000 0.000
3 IC1 LWL1 GLOB X U 0.000 0.2623 0.0000 0.000
4 IC1 LWL2 GLOB X U 0.000 0.2623 0.0000 0.000
5 IC1 LWL3 GLOB X U 0.000 -0.2623 0.0000 0.000
6 IC1 LWL4 GLOB X U 0.000 -0.2623 0.0000 0.000
7 IC1 LWL1 GLOB X C 18.550 -2.4325 0.0000 0.000
8 IC1 LWL2 GLOB X C 18.550 -2.4325 0.0000 0.000
9 IC1 LWL3 GLOB X C 18.550 2.4325 0.0000 0.000
10 IC1 LWL4 GLOB X C 18.550 2.4325 0.0000 0.000
11 IC1 LWL1 GLOB X C 0.010 -2.4325 0.0000 0.000
12 IC1 LWL1 GLOB L C 0.010 -2.4325 0.0000 0.000
13 IC1 LWL2 GLOB X C 0.010 -2.4325 0.0000 0.000
14 IC1 LWL2 GLOB L C 0.010 -2.4325 0.0000 0.000
15 IC1 LWL3 GLOB X C 0.010 2.4325 0.0000 0.000
16 IC1 LWL3 GLOB L C 0.010 2.4325 0.0000 0.000
17 IC1 LWL4 GLOB X C 0.010 2.4325 0.0000 0.000
18 IC1 LWL4 GLOB L C 0.010 2.4325 0.0000 0.000
19 IC2 LWL1 GLOB X U 0.000 0.2972 0.0000 0.000
20 IC2 LWL2 GLOB X U 0.000 0.2972 0.0000 0.000
21 IC2 LWL3 GLOB X U 0.000 -0.2972 0.0000 0.000
22 IC2 LWL4 GLOB X U 0.000 -0.2972 0.0000 0.000
23 IC2 LWL1 GLOB X C 19.050 -2.8311 0.0000 0.000
24 IC2 LWL2 GLOB X C 19.050 -2.8311 0.0000 0.000
25 IC2 LWL3 GLOB X C 19.050 2.8311 0.0000 0.000
26 IC2 LWL4 GLOB X C 19.050 2.8311 0.0000 0.000
27 IC2 LWL1 GLOB X C 0.010 -2.8311 0.0000 0.000
28 IC2 LWL1 GLOB L C 0.010 -2.8311 0.0000 0.000
29 IC2 LWL2 GLOB X C 0.010 -2.8311 0.0000 0.000
30 IC2 LWL2 GLOB L C 0.010 -2.8311 0.0000 0.000
31 IC2 LWL3 GLOB X C 0.010 2.8311 0.0000 0.000
32 IC2 LWL3 GLOB L C 0.010 2.8311 0.0000 0.000
33 IC2 LWL4 GLOB X C 0.010 2.8311 0.0000 0.000
34 IC2 LWL4 GLOB L C 0.010 2.8311 0.0000 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 11
R-Frame Design Program - Version V7.04 Job : 78513A
Load Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
* GENERAL LOAD CARDS GENERATED -
--------------------------
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH
NO. START END
1 RC EQDW GLOB M C 18.000 0.2200 N/A 0.000
2 LC EQDW GLOB M C 18.000 0.2200 N/A 0.000
3 IC1 LWL1 GLOB X U 0.000 0.2623 N/A 0.000
4 IC1 LWL2 GLOB X U 0.000 0.2623 N/A 0.000
5 IC1 LWL3 GLOB X U 0.000 -0.2623 N/A 0.000
6 IC1 LWL4 GLOB X U 0.000 -0.2623 N/A 0.000
7 IC1 LWL1 GLOB X C 18.550 -2.4325 N/A 0.000
8 IC1 LWL2 GLOB X C 18.550 -2.4325 N/A 0.000
9 IC1 LWL3 GLOB X C 18.550 2.4325 N/A 0.000
10 IC1 LWL4 GLOB X C 18.550 2.4325 N/A 0.000
11 IC1 LWL1 GLOB X C 0.010 -2.4325 N/A 0.000
12 IC1 LWL1 GLOB L C 0.010 -2.4325 N/A 0.000
13 IC1 LWL2 GLOB X C 0.010 -2.4325 N/A 0.000
14 IC1 LWL2 GLOB L C 0.010 -2.4325 N/A 0.000
15 IC1 LWL3 GLOB X C 0.010 2.4325 N/A 0.000
16 IC1 LWL3 GLOB L C 0.010 2.4325 N/A 0.000
17 IC1 LWL4 GLOB X C 0.010 2.4325 N/A 0.000
18 IC1 LWL4 GLOB L C 0.010 2.4325 N/A 0.000
19 IC2 LWL1 GLOB X U 0.000 0.2972 N/A 0.000
20 IC2 LWL2 GLOB X U 0.000 0.2972 N/A 0.000
21 IC2 LWL3 GLOB X U 0.000 -0.2972 N/A 0.000
22 IC2 LWL4 GLOB X U 0.000 -0.2972 N/A 0.000
23 IC2 LWL1 GLOB X C 19.050 -2.8311 N/A 0.000
24 IC2 LWL2 GLOB X C 19.050 -2.8311 N/A 0.000
25 IC2 LWL3 GLOB X C 19.050 2.8311 N/A 0.000
26 IC2 LWL4 GLOB X C 19.050 2.8311 N/A 0.000
27 IC2 LWL1 GLOB X C 0.010 -2.8311 N/A 0.000
28 IC2 LWL1 GLOB L C 0.010 -2.8311 N/A 0.000
29 IC2 LWL2 GLOB X C 0.010 -2.8311 N/A 0.000
30 IC2 LWL2 GLOB L C 0.010 -2.8311 N/A 0.000
31 IC2 LWL3 GLOB X C 0.010 2.8311 N/A 0.000
32 IC2 LWL3 GLOB L C 0.010 2.8311 N/A 0.000
33 IC2 LWL4 GLOB X C 0.010 2.8311 N/A 0.000
34 IC2 LWL4 GLOB L C 0.010 2.8311 N/A 0.000
35 LR DL XREF Y U 0.000 -0.0200 N/A 0.000
36 RR DL XREF Y U 0.000 -0.0200 N/A 0.000
37 LC SW GLOB Y U 0.000 -0.0129 N/A 0.000
38 LR SW GLOB Y U 0.000 -0.0137 N/A 0.000
39 RC SW GLOB Y U 0.000 -0.0126 N/A 0.000
40 RR SW GLOB Y U 0.000 -0.0137 N/A 0.000
41 IC1 SW YREF Y U 0.000 -0.0122 N/A 18.049
42 IC2 SW YREF Y U 0.000 -0.0122 N/A 18.549
43 LR LL XREF Y U 0.000 -0.1617 N/A 0.000
44 RR LL XREF Y U 0.000 -0.1617 N/A 0.000
45 LR COLL XREF Y U 0.000 -0.0242 N/A 0.000
46 RR COLL XREF Y U 0.000 -0.0242 N/A 0.000
47 LR SNOW XREF Y U 0.000 -0.2021 N/A 0.000
48 RR SNOW XREF Y U 0.000 -0.2021 N/A 0.000
49 LR SBAL XREF Y U 0.000 -0.1697 N/A 0.000
50 RR SBAL XREF Y U 0.000 -0.1697 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 12
R-Frame Design Program - Version V7.04 Job : 78513A
Load Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
51 LR RS XREF Y U 0.000 -0.0509 N/A 0.000
52 RR RS XREF Y U 0.000 -0.1697 N/A 0.000
53 RR RS XREF Y U 12.559 -0.0748 N/A 11.441
54 LR LS XREF Y U 0.000 -0.1697 N/A 0.000
55 LR LS XREF Y U 12.559 -0.0748 N/A 11.441
56 RR LS XREF Y U 0.000 -0.0509 N/A 0.000
57 LC WL1 MEMB Y U 0.000 -0.0686 N/A 0.000
58 RC WL1 MEMB Y U 0.000 0.0954 N/A 0.000
59 LR WL1 MEMB Y U 0.000 0.1864 N/A 0.000
60 RR WL1 MEMB Y U 0.000 0.1088 N/A 0.000
61 LC WL2 MEMB Y U 0.000 -0.1223 N/A 0.000
62 RC WL2 MEMB Y U 0.000 0.0417 N/A 0.000
63 LR WL2 MEMB Y U 0.000 0.1327 N/A 0.000
64 RR WL2 MEMB Y U 0.000 0.0552 N/A 0.000
65 LC LWL1 MEMB Y U 0.000 0.0984 N/A 0.000
66 RC LWL1 MEMB Y U 0.000 0.0984 N/A 0.000
67 LR LWL1 MEMB Y U 0.000 0.1864 N/A 0.000
68 RR LWL1 MEMB Y U 0.000 0.1059 N/A 0.000
69 LC LWL2 MEMB Y U 0.000 0.0984 N/A 0.000
70 RC LWL2 MEMB Y U 0.000 0.0984 N/A 0.000
71 LR LWL2 MEMB Y U 0.000 0.1059 N/A 0.000
72 RR LWL2 MEMB Y U 0.000 0.1864 N/A 0.000
73 LC LWL3 MEMB Y U 0.000 0.0447 N/A 0.000
74 RC LWL3 MEMB Y U 0.000 0.0447 N/A 0.000
75 LR LWL3 MEMB Y U 0.000 0.1327 N/A 0.000
76 RR LWL3 MEMB Y U 0.000 0.0522 N/A 0.000
77 LC LWL4 MEMB Y U 0.000 0.0447 N/A 0.000
78 RC LWL4 MEMB Y U 0.000 0.0447 N/A 0.000
79 LR LWL4 MEMB Y U 0.000 0.0522 N/A 0.000
80 RR LWL4 MEMB Y U 0.000 0.1327 N/A 0.000
81 LC MWL1 MEMB Y U 0.000 -0.0647 N/A 0.000
82 RC MWL1 MEMB Y U 0.000 0.0647 N/A 0.000
83 LR MWL1 GLOB X U 0.000 0.0040 N/A 24.187
84 RR MWL1 GLOB X U 0.000 0.0040 N/A 24.187
85 LC MWL2 MEMB Y U 0.000 0.0647 N/A 0.000
86 RC MWL2 MEMB Y U 0.000 -0.0647 N/A 0.000
87 LR MWL2 GLOB X U 0.000 -0.0040 N/A 24.187
88 RR MWL2 GLOB X U 0.000 -0.0040 N/A 24.187
89 LC WL3 MEMB Y U 0.000 0.0954 N/A 0.000
90 RC WL3 MEMB Y U 0.000 -0.0686 N/A 0.000
91 LR WL3 MEMB Y U 0.000 0.1088 N/A 0.000
92 RR WL3 MEMB Y U 0.000 0.1864 N/A 0.000
93 LC WL4 MEMB Y U 0.000 0.0417 N/A 0.000
94 RC WL4 MEMB Y U 0.000 -0.1223 N/A 0.000
95 LR WL4 MEMB Y U 0.000 0.0552 N/A 0.000
96 RR WL4 MEMB Y U 0.000 0.1327 N/A 0.000
97 LC WL1D MEMB Y U 0.000 -0.0294 N/A 0.000
98 RC WL1D MEMB Y U 0.000 0.0409 N/A 0.000
99 LR WL1D MEMB Y U 0.000 0.0798 N/A 0.000
100 RR WL1D MEMB Y U 0.000 0.0466 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 13
R-Frame Design Program - Version V7.04 Job : 78513A
Load Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
101 LC WL2D MEMB Y U 0.000 -0.0524 N/A 0.000
102 RC WL2D MEMB Y U 0.000 0.0179 N/A 0.000
103 LR WL2D MEMB Y U 0.000 0.0569 N/A 0.000
104 RR WL2D MEMB Y U 0.000 0.0236 N/A 0.000
105 LC LWL1D MEMB Y U 0.000 0.0422 N/A 0.000
106 RC LWL1D MEMB Y U 0.000 0.0422 N/A 0.000
107 LR LWL1D MEMB Y U 0.000 0.0798 N/A 0.000
108 RR LWL1D MEMB Y U 0.000 0.0454 N/A 0.000
109 LC LWL2D MEMB Y U 0.000 0.0422 N/A 0.000
110 RC LWL2D MEMB Y U 0.000 0.0422 N/A 0.000
111 LR LWL2D MEMB Y U 0.000 0.0454 N/A 0.000
112 RR LWL2D MEMB Y U 0.000 0.0798 N/A 0.000
113 LC LWL3D MEMB Y U 0.000 0.0192 N/A 0.000
114 RC LWL3D MEMB Y U 0.000 0.0192 N/A 0.000
115 LR LWL3D MEMB Y U 0.000 0.0569 N/A 0.000
116 RR LWL3D MEMB Y U 0.000 0.0224 N/A 0.000
117 LC LWL4D MEMB Y U 0.000 0.0192 N/A 0.000
118 RC LWL4D MEMB Y U 0.000 0.0192 N/A 0.000
119 LR LWL4D MEMB Y U 0.000 0.0224 N/A 0.000
120 RR LWL4D MEMB Y U 0.000 0.0569 N/A 0.000
121 LC WL3D MEMB Y U 0.000 0.0409 N/A 0.000
122 RC WL3D MEMB Y U 0.000 -0.0294 N/A 0.000
123 LR WL3D MEMB Y U 0.000 0.0466 N/A 0.000
124 RR WL3D MEMB Y U 0.000 0.0798 N/A 0.000
125 LC WL4D MEMB Y U 0.000 0.0179 N/A 0.000
126 RC WL4D MEMB Y U 0.000 -0.0524 N/A 0.000
127 LR WL4D MEMB Y U 0.000 0.0236 N/A 0.000
128 RR WL4D MEMB Y U 0.000 0.0569 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 14
R-Frame Design Program - Version V7.04 Job : 78513A
Seismic Summary Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
2015 IBC
Main Seismic Force Resisting System Per :
ASCE 7 Standard
2010 Edition
Standard Risk Category Building for Seismic Loadings
Seismic Loads Required for Building ................................ Yes
Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 124.5000
Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 49.5000
Long-period Transition Period Time [TL] (seconds) .................. 16.0000
Seismic Performance Category ....................................... D
Soil Profile Type .................................................. D
Seismic Site Coefficient [Fa] ...................................... 1.0020
Seismic Site Coefficient [Fv] ...................................... 1.5050
Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.2475
Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7450
Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.8317
Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.4966
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) ................................... 19.5000
Seismic Fundamental Period [T] Used (seconds) ...................... 0.3014
Seismic Overstrength Factor [OMEGAo] ............................... 2.5000
Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000
Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000
Snow in Seismic Force Calculations [Used] (%) ...................... 0.00
Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00
Snow in Seismic Load Combinations [Used] (%) ....................... 0.00
Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00
Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00
Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00
Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00
Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00
Building Height Limit (feet) ....................................... 65.0000
Seismic Story Drift Limit Factor ................................... 0.0250
Seismic Story Drift Limit (in) ..................................... 5.4000
Seismic Deflection Amplification Factor [Cd] ....................... 3.0000
Seismic Response Coefficient [Cs] Used ............................. 0.2376
Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 3.469
Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.009
Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167
Roof Dead Load = 2.715
Wall Weight = 0.000
Collateral Load = 1.164
Snow Load = 0.000
Rafter Crane Weight = 0.000
-------------------------------------
Total Roof Weight = 3.879 kips
User Mass Load (1) = 0.440
-------------------------------------
Total User Mass = 0.440 kips
Total Roof Weight = 3.879
Total User Mass = 0.440
Mezzanine Weight = 0.000
Col. Crane Weight = 0.000
-------------------------------------
TOTAL Bldg Weight = 4.319 kips
X X
Seismic Coeff. = 0.2376
-------------------------------------
BASE SHEAR = 1.0263 kips
Seismic Load for Roof at col # 1 = 0.1518 kips
Seismic Load for Roof at col # 2 = 0.2717 kips
Seismic Load for Roof at col # 3 = 0.3259 kips
Seismic Load for Roof at col # 4 = 0.1742 kips
---------------------------------------------------
SEISMIC LOAD for Roof in TOTAL = 0.9237 kips
Seismic Ld for Mass # 1 @ col # 1 = 0.0513 kips
Seismic Ld for Mass # 1 @ col # 2 = 0.0000 kips
Seismic Ld for Mass # 1 @ col # 3 = 0.0000 kips
Seismic Ld for Mass # 1 @ col # 4 = 0.0513 kips
---------------------------------------------------
SEISMIC LOAD for Mass in TOTAL = 0.1027 kips
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 15
R-Frame Design Program - Version V7.04 Job : 78513A
Continued Seismic Load Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
* SEISMIC GENERAL LOAD CARDS GENERATED
--------------------------------------
LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH
NO. START END
129 LC EQ YREF X C 16.939 0.1518 N/A 0.000
130 LC EQ YREF X C 18.000 0.0513 N/A 0.000
131 IC1 EQ YREF X C 18.553 0.2717 N/A 0.000
132 IC2 EQ YREF X C 19.053 0.3259 N/A 0.000
133 RC EQ YREF X C 16.939 0.1742 N/A 0.000
134 RC EQ YREF X C 18.000 0.0513 N/A 0.000
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 16
R-Frame Design Program - Version V7.04 Job : 78513A
Forces and Allowable Stresses Summary File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Left Column Analysis Length = 16.94 ft Kx = 1.00 Weight = 218. lbs
Effective Ix = 62.7 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 10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
2 6.48 9.000 9.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
110 -0.7 -5.9 -0.3 7.5 36.2 19.0 16.6 0.01 0.16 0.30 0.30 79
204 -0.6 -6.7 -0.1 7.1 31.4 18.9 19.3 0.00 0.20 0.33 0.33 79
--------------------------------------------------------------------------------
Left Rafter # 1 Analysis Length = 13.02 ft Kx = 1.00 Weight = 179. lbs
Effective Ix = 103.3 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
3 10.24 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
4 2.38 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
301 -0.5 -8.7 1.2 24.2 36.6 34.5 10.7 0.07 0.17 0.18 0.18 11
406 0.2 -4.8 -2.0 32.9 36.6 34.5 10.7 0.11 0.10 0.11 0.11 2
--------------------------------------------------------------------------------
Interior Column # 1 Analysis Length = 18.55 ft Kx = 1.00 Weight = 219. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
5 18.05 8.000 8.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
507 -0.8 -6.7 0.1 4.7 36.1 11.7 18.7 0.00 0.22 0.64 0.64 78
--------------------------------------------------------------------------------
Left Rafter # 2 Analysis Length = 10.08 ft Kx = 1.00 Weight = 139. 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)
6 2.62 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
7 7.58 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
601 -0.3 -5.3 2.3 13.0 36.6 34.5 10.7 0.13 0.10 0.11 0.13 118
701 -0.2 -0.5 1.5 13.0 36.6 34.5 10.7 0.09 0.01 0.01 0.09 118
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 17
R-Frame Design Program - Version V7.04 Job : 78513A
Forces and Allowable Stresses Summary File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Right Column Analysis Length = 16.94 ft Kx = 1.00 Weight = 214. lbs
Effective Ix = 61.6 in4
Part Length Web Height at Outer Flange Web Inner Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
8 10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
9 6.48 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
810 -0.5 -5.7 -0.3 7.5 36.2 19.1 16.6 0.01 0.15 0.28 0.28 68
904 -0.4 -6.3 -0.1 7.5 31.4 19.1 16.6 0.00 0.19 0.31 0.31 68
--------------------------------------------------------------------------------
Right Rafter # 1 Analysis Length = 17.05 ft Kx = 1.00 Weight = 234. 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)
10 4.27 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
11 10.00 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
12 2.38 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
1001 -0.4 -8.0 1.1 23.7 36.6 34.5 10.7 0.06 0.16 0.16 0.16 10
1101 0.2 -4.7 0.4 32.9 36.6 24.1 10.7 0.02 0.09 0.14 0.14 50
1203 0.2 -6.3 -2.4 35.0 31.4 22.6 10.7 0.14 0.14 0.20 0.20 1
--------------------------------------------------------------------------------
Interior Column # 2 Analysis Length = 19.05 ft Kx = 1.00 Weight = 225. lbs
Part Length Web Height at Left Flange Web Right Flange Taper Fy
No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi)
13 18.55 8.000 8.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
1307 -0.7 -8.0 0.1 4.4 36.1 11.2 18.7 0.01 0.26 0.78 0.78 75
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 18
R-Frame Design Program - Version V7.04 Job : 78513A
Forces and Allowable Stresses Summary File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Right Rafter # 2 Analysis Length = 6.05 ft Kx = 1.00 Weight = 83. 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)
14 2.62 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
15 3.55 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0
--------------------------------------------------------------------------------
Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks--------
No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load
(kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb
--------------------------------------------------------------------------------
1401 -0.4 -7.4 2.2 22.0 36.6 34.5 10.7 0.13 0.14 0.15 0.15 1
1501 -0.3 -2.5 1.6 22.0 36.6 34.5 10.7 0.09 0.05 0.05 0.09 1
--------------------------------------------------------------------------------
TOTAL MEMBER WEIGHT = 1512. lbs
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 19
R-Frame Design Program - Version V7.04 Job : 78513A
Anchor Rod and Base Plate Design File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
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, 2.5000
Plate Size : 6.0000x 9.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load Check
Loading Type (kips) (kips) (kips) No. Ratio
-----------------------------------------------------------------
Rod Tension 0.000 2.299 57.653 18 0.04
Rod Shear 1.531 0.000 34.592 23 0.04
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 27.842 0.775 18 0.03
Outer Flg 0.25000 5.000 27.842 0.775 18 0.03
Web Plate 0.18750 9.000 37.587 1.639 18 0.04
RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN
=======================================================
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 2.5000
Plate Size : 6.0000x 9.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load Check
Loading Type (kips) (kips) (kips) No. Ratio
-----------------------------------------------------------------
Rod Tension 0.000 1.204 38.436 61 0.03
Rod Shear 0.991 0.000 23.061 63 0.04
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 0.406 61 0.02
Outer Flg 0.25000 5.000 18.562 0.406 61 0.02
Web Plate 0.18750 9.000 25.058 1.027 63 0.04
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 20
R-Frame Design Program - Version V7.04 Job : 78513A
Anchor Rod and Base Plate Design File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
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.): 2.2500, 1 @ 4.0000, 2.2500
Plate Size : 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load Check
Loading Type (kips) (kips) (kips) No. Ratio
-----------------------------------------------------------------
Rod Tension 0.000 2.998 57.653 19 0.05
Rod Shear 1.459 0.000 23.061 37 0.06
Standard Base Plate Welding >> (Using E70 Electrodes)
------------------------------
Fillet Weld Weld Weld Design Weld
Weld Size Length Capacity Force Load Check
Location (in.) (in.) (kips) (kips) No. Ratio
------------------------------------------------------------------
Inner Flg 0.25000 5.000 18.562 0.848 53 0.05
Outer Flg 0.25000 5.000 18.562 0.848 53 0.05
Web Plate 0.18750 8.000 33.411 0.900 19 0.03
INTERIOR COLUMN 2 ANCHOR RODS AND BASE PLATE DESIGN
====================================================
Anchor Rod & Base Plate Design Sizes >>
---------------------------------------
Use ( 4)- 0.750 in. Dia. A36 Anchor Rods
Rod Gage : 4.000 in. Rod Spacing (in.): 2.2500, 1 @ 4.0000, 2.2500
Plate Size : 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness)
Controlling Reactions for Anchor Rod Design >>
----------------------------------------------
Shear Tension Allowable Load Check
Loading Type (kips) (kips) (kips) No. Ratio
-----------------------------------------------------------------
Rod Tension 0.000 1.510 38.436 50 0.04
Rod Shear 1.699 0.000 23.061 37 0.07
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 0.967 55 0.05
Outer Flg 0.25000 5.000 18.562 0.967 55 0.05
Web Plate 0.18750 8.000 22.274 0.453 50 0.02
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 21
R-Frame Design Program - Version V7.04 Job : 78513A
Connection Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
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: Right Side of Conn Data:
----------------------- ------------------------
Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in.
Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi
Fu 65.0 ksi Fu 65.0 ksi
Flanges: Flanges:
O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in.
I.S. - 4.66 x 0.2500 in. I.S. - 5.00 x 0.2500 in.
Web Depth - 11.589 in. Web Depth - 11.589 in.
Web Thickness 0.156 in. Web Thickness 0.134 in.
Gage - 3.000 in. Gage - 3.000 in.
Center of Bolt to Flange: Center of Bolt to Flange:
Pf top (out) - 2.094 in. Pf top (out) - 1.906 in.
BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in.
Rise top (out) - 0.207 in. Rise top (out) - 0.207 in.
XTO top (out) - 2.000 in. XTO top (out) - 2.000 in.
Pf top (ins) - 2.154 in. Pf top (ins) - 2.342 in.
BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in.
Rise top (ins) - 0.207 in. Rise top (ins) - 0.207 in.
XTI top (ins) - 2.248 in. XTI top (ins) - 2.248 in.
Pf bot (out) - 1.752 in. Pf bot (out) - 1.844 in.
BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in.
Rise bot (out) - 0.000 in. Rise bot (out) - 0.207 in.
XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in.
Pf bot (ins) - 1.998 in. Pf bot (ins) - 1.904 in.
BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in.
Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.207 in.
XBI bot (ins) - 1.998 in. XBI bot (ins) - 1.998 in.
Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in.
Controlling Mode : Thick Plate Controlling Mode : Thick Plate
Angle top - 82.9 degrees Angle top - 97.1 degrees
Angle bot - 90.0 degrees Angle bot - 82.9 degrees
Left Side Conn Right Side Conn
Controlling Moments Axial Shear Moments Axial Shear
Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips)
----------------------------- -------------------------------------------------
31) 1.3663DL +1.3663COLL -3.5 -35.60 -1.23 4.25 -35.60 -1.23 4.25
30) 1.3663DL +1.3663COLL +3.5 34.76 1.42 -3.43 34.76 1.42 -3.43
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.3789 Plate Unity Check (O.S.) = 0.2251
Bolt Unity Check (I.S.) = 0.3043 Plate Unity Check (I.S.) = 0.2168
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 22
R-Frame Design Program - Version V7.04 Job : 78513A
Connection Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Peak Connection @ Left Rafter Depth 5
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data: Right Side of Conn Data:
----------------------- ------------------------
Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.3750 in.
Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi
Fu 70.0 ksi Fu 70.0 ksi
Flanges: Flanges:
O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in.
I.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in.
Web Depth - 11.589 in. Web Depth - 11.589 in.
Web Thickness 0.134 in. Web Thickness 0.134 in.
Gage - 3.000 in. Gage - 3.000 in.
Center of Bolt to Flange: Center of Bolt to Flange:
Pf top (out) - 1.797 in. Pf top (out) - 1.797 in.
BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in.
Rise top (out) - 0.160 in. Rise top (out) - 0.160 in.
XTO top (out) - 1.750 in. XTO top (out) - 1.750 in.
Pf top (ins) - 1.951 in. Pf top (ins) - 1.951 in.
BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in.
Rise top (ins) - 0.160 in. Rise top (ins) - 0.160 in.
XTI top (ins) - 1.998 in. XTI top (ins) - 1.998 in.
Pf bot (out) - 1.891 in. Pf bot (out) - 1.891 in.
BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in.
Rise bot (out) - 0.160 in. Rise bot (out) - 0.160 in.
XBO bot (out) - 1.938 in. XBO bot (out) - 1.938 in.
Pf bot (ins) - 1.857 in. Pf bot (ins) - 1.857 in.
BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in.
Rise bot (ins) - 0.160 in. Rise bot (ins) - 0.160 in.
XBI bot (ins) - 1.811 in. XBI bot (ins) - 1.811 in.
Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in.
Angle top - 82.9 degrees Angle top - 82.9 degrees
Angle bot - 97.1 degrees Angle bot - 97.1 degrees
Left Side Conn Right Side Conn
Controlling Moments Axial Shear Moments Axial Shear
Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips)
----------------------------- -------------------------------------------------
53) 0.6DL +0.6LWL1 (SOA-L) -0.45 0.93 0.14 -0.45 0.93 -0.14
118) DL +COLL +LS (SOA-R) 2.38 -0.05 -0.74 2.38 -0.05 0.74
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.0304 Plate Unity Check (O.S.) = 0.0304
Bolt Unity Check (I.S.) = 0.0787 Plate Unity Check (I.S.) = 0.0787
Required Connection Plate Welding >> (Using E70 Electrodes)
------------------------------------
Welded Weld Weld Weld Design Weld
Joint Size Length Capacity Force Load Check
Weld Location Type (in.) (in.) (kips) (kips) No. Ratio
------------------------------------------------------------------------------
Left Side of Conn
Inner Flg Fillet-BS 0.1875 10.0000 41.7635 2.3977 118 0.0574
Outer Flg Fillet-BS 0.1875 10.0000 41.7635 0.7378 53 0.0177
Web Plate Fillet-BS 0.1875 23.1790 64.5357 0.7767 117 0.0120
Right Side of Conn
Inner Flg Fillet-BS 0.1875 10.0000 41.7635 2.3977 118 0.0574
Outer Flg Fillet-BS 0.1875 10.0000 41.7635 0.7378 53 0.0177
Web Plate Fillet-BS 0.1875 23.1790 64.5357 0.7767 117 0.0120
------------------------------------------------------------------------------
NS - Near side weld, FS - Far side weld, BS - Both sides weld.
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 23
R-Frame Design Program - Version V7.04 Job : 78513A
Connection Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Vertical Knee Connection @ Right Rafter Depth 1
--------------------------------------------------------------------------------
BOLTS A325 H.S. - Fully Tightened
(O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
(I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row)
Left Side of Conn Data: Right Side of Conn Data:
----------------------- ------------------------
Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in.
Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi
Fu 65.0 ksi Fu 65.0 ksi
Flanges: Flanges:
O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in.
I.S. - 4.63 x 0.2500 in. I.S. - 5.00 x 0.2500 in.
Web Depth - 11.589 in. Web Depth - 11.589 in.
Web Thickness 0.134 in. Web Thickness 0.134 in.
Gage - 3.000 in. Gage - 3.000 in.
Center of Bolt to Flange: Center of Bolt to Flange:
Pf top (out) - 2.094 in. Pf top (out) - 1.906 in.
BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in.
Rise top (out) - 0.207 in. Rise top (out) - 0.207 in.
XTO top (out) - 2.000 in. XTO top (out) - 2.000 in.
Pf top (ins) - 2.154 in. Pf top (ins) - 2.342 in.
BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in.
Rise top (ins) - 0.207 in. Rise top (ins) - 0.207 in.
XTI top (ins) - 2.248 in. XTI top (ins) - 2.248 in.
Pf bot (out) - 1.752 in. Pf bot (out) - 1.844 in.
BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in.
Rise bot (out) - 0.000 in. Rise bot (out) - 0.207 in.
XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in.
Pf bot (ins) - 1.998 in. Pf bot (ins) - 1.904 in.
BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in.
Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.207 in.
XBI bot (ins) - 1.998 in. XBI bot (ins) - 1.998 in.
Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in.
Controlling Mode : Thick Plate Controlling Mode : Thick Plate
Angle top - 82.9 degrees Angle top - 97.1 degrees
Angle bot - 90.0 degrees Angle bot - 82.9 degrees
Left Side Conn Right Side Conn
Controlling Moments Axial Shear Moments Axial Shear
Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips)
----------------------------- -------------------------------------------------
30) 1.3663DL +1.3663COLL +3.5 -32.79 -1.02 3.29 -32.79 -1.02 3.29
31) 1.3663DL +1.3663COLL -3.5 32.26 1.17 -2.24 32.26 1.17 -2.24
Connection Design Summary:
Bolt Unity Check (O.S.) = 0.3497 Plate Unity Check (O.S.) = 0.2078
Bolt Unity Check (I.S.) = 0.2818 Plate Unity Check (I.S.) = 0.2008
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 24
R-Frame Design Program - Version V7.04 Job : 78513A
Cap Plate Summary File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
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 : 6.0000x 8.6250x 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 1.538 35.343 61 0.0435
Bolt Shear 1.494 0.000 21.206 57 0.0705
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 : 6.0000x 8.6250x 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 1.632 35.343 50 0.0462
Bolt Shear 1.777 0.000 21.206 55 0.0838
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 25
R-Frame Design Program - Version V7.04 Job : 78513A
Knee and Stiffener Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
Left Knee Design
================
Knee Web Thickness : Use 0.1560 in. Thick Web
Bearing Stiffener Type : Horizontal
Bearing Stiffener at Knee : 2.2500 X 0.2500 in.
Column Cap Plate : 5.0000 X 0.2500 in.
Knee Panel Weld Sizes
=====================
Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are:
Column Cap Plate: 0.1875 in. x 9.070 in. GMAW on BOTH Sides (STD. WELD)
Horizontal Stiffener: 0.1875 in. x 9.000 in. GMAW on NEAR Side (STD. WELD)
Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD)
Column Outer Flange: 0.1875 in. x 10.464 in. SAW on NEAR Side (STD. WELD)
Column Outer Flange: 0.1875 in. x 10.464 in. GMAW on FAR Side (STD. WELD)
Column Connection Pl.: 0.1875 in. x 11.589 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 Web Thickness : Use 0.1340 in. Thick Web
Bearing Stiffener Type : Horizontal
Bearing Stiffener at Knee : 2.2500 X 0.2500 in.
Column Cap Plate : 5.0000 X 0.2500 in.
Knee Panel Weld Sizes
=====================
Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are:
Column Cap Plate: 0.1875 in. x 9.070 in. GMAW on BOTH Sides (STD. WELD)
Horizontal Stiffener: 0.1875 in. x 9.000 in. GMAW on NEAR Side (STD. WELD)
Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD)
Column Outer Flange: 0.1875 in. x 10.464 in. SAW on NEAR Side (STD. WELD)
Column Outer Flange: 0.1875 in. x 10.464 in. GMAW on FAR Side (STD. WELD)
Column Connection Pl.: 0.1875 in. x 11.589 in. GMAW on BOTH Sides (STD. WELD)
Knee Stiffener to Connection Plate Weld
=======================================
0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD)
(STD. WELD)- Company Standard Weld was Designed and Checked as OK.
RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS
===========================================
STIFF. CENTERLINE
LOCATED FROM
COL. STIFFENER THE CENTER NO. OF STIFF. STIFF. STIFF.
NO. ORIENTATION OF THE COL. STIFF. WIDTH THICK. LENGTH
---- ------------ ----------- ------ (IN.) (IN.) (IN.)
1 VERTICAL 4.1250 IN. 4 2.2500 0.3125 8.5000
2 VERTICAL 4.1250 IN. 4 2.2500 0.3125 8.5000
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 26
R-Frame Design Program - Version V7.04 Job : 78513A
Flange Brace Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
GIRT SPACES - VERTICAL MEASUREMENTS
LEFT COLUMN RIGHT COLUMN
1 @ 7'6 @ FLOOR 1 @ 7'6 @ FLOOR
1 @ 6'6 1 @ 6'6
1 @ 4'0 @ EAVE 1 @ 4'0 @ EAVE
PURLIN SPACES - HORIZONTAL MEASUREMENTS
LEFT RAFTER RIGHT RAFTER
2 @ 3'10-9/16" @ EAVE 2 @ 3'10-9/16" @ EAVE
3 @ 5'0 3 @ 5'0
1 @ 1'2-7/8" @ PEAK 1 @ 1'2-7/8" @ PEAK
--------------------------------------------------------------------------------
MEMBER DISTANCE TO BRACE POINTS (Feet)
- LEFT RAFTER : Measured along T.F. from left steel line
- RIGHT RAFTER : Measured along T.F. from right steel line
- EXT. COLUMNS : Measured along T.F. from base
--------------------------------------------------------------------------------
LFT COLUMN 7.50 14.00
(N) (C)
LFT RAFTER 3.91 7.82 12.86 17.90 22.94
(C) (N) (C) (N) (C)
RGT COLUMN 7.50 14.00
(N) (C)
RGT RAFTER 3.91 7.82 12.86 17.90 22.94
(C) (N) (N) (C) (C)
--------------------------------------------------------------------------------
"N" Indicates that No flange braces are located at the brace point
"C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point
--------------------------------------------------------------------------------
Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 27
R-Frame Design Program - Version V7.04 Job : 78513A
Primary Deflection Report File: frame_3.fra Date: 11/ 8/18
ms2 48./18./8.083 20./110./25. Start Time: 15:54:19
--------------------------------------------------------------------------------
COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches)
==============================================================================
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 3.442 0.002 3.446 0.003 3.450 0.003 3.447 0.002
Load Comb 133 123 133 129 133 123 133 129
Defl. H/ 59 H/ 64 H/ 66 H/ 58
------------------------------------------------------------------------------
Neg. Max -3.520 -0.003 -3.523 -0.008 -3.525 -0.011 -3.521 -0.004
Load Comb 136 1 136 1 136 1 136 1
Defl. H/ 57 H/ 63 H/ 64 H/ 57
==============================================================================
MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard)
==============================================================================
Max. Downward Deflection Max. Upward Deflection
Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -0.047 in. 6.60 ft. 0.039 in. 6.60 ft.
Load Comb 135 134
Defl. L/999 L/999
==============================================================================
MAX RAFTER DEFLECTIONS for SPAN #2. (Positive = Y:Upw ard)
==============================================================================
Max. Downward Deflection Max. Upward Deflection
Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L.
------------------------------------------------------------------------------
Max. Def -0.035 in. 21.66 ft. 0.009 in. 18.99 ft.
Load Comb 121 123
Defl. L/999 L/999
==============================================================================
MAX RAFTER DEFLECTIONS for SPAN #3. (Positive = Y:Upw ard)
==============================================================================
Max. Downward Deflection Max. Upward Deflection
Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L.
------------------------------------------------------------------------------
Max. Def -0.080 in. 7.57 ft. 0.057 in. 7.57 ft.
Load Comb 136 133
Defl. L/999 L/999
==============================================================================
PEAK DEFLECTIONS (Positive = Y:Upward)
====================
Y-Def
--------------------
Pos. Max 0.008 in.
Load Comb 125
Defl. L/999
--------------------
Neg. Max -0.030 in.
Load Comb 121
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
----- -------
131 3.0
132 3.0
133 3.0
134 3.0
135 3.0
136 3.0
Vertical Clearance at the Left Knee is 16.4973 feet
Vertical Clearance at the Right Knee is 16.4973 feet