20190047 CALCULATIONS
DESIGN PACKAGE
BUILDER: NPR HOLDINGS
CUSTOMER: OB MUFREJ
JOB NUMBER: 16-B-78515
TABLE OF CONTENTS
Page
Design Criteria 1
Notes on Drawings 2,3
Deflection Criteria 4
Building B 5-17
Original Design Completed thru Change Order # 0
Revision History
Rev # Update
Reactions? Reason for Revision Pages Revised Date
Revised Eng.
Project Engineer: Doug McAffrey (Oklahoma City)
Checking Engineer: Allen Hurtz
Signing Engineer: Allen Hurtz, P.E.
16-B-78515
8600 South I-35 Service Road Oklahoma City, OK 73149 405.636.2010 starbuildings.com
November 08, 2018
NPR HOLDINGS
3655 E MARGINAL WAY S
SEATTLE, WA 98134-1150
16-B-78515
OB MUFREJ
YELM, WA
40'0" x 80'0" 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
Job Number ........................ 16-B-78515
Builder ........................... NPR HOLDINGS
Jobsite Location .................. OB MUFREJ, YELM, Washington
Building Code ..................... 2015 IBC
Building Risk Category ............ Normal (Risk Category II)
Roof Dead Load
Superimposed ................. 2.48 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 4.00' 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 2-5 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) 1.60 5.59 6.71
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.
Using 7 x 7 eave gutter with 4 x 5 downspouts, the roof drainage
system has been designed using the method outlined in the MBMA
Metal Building Systems Manual. Downspout locations have not been
located on these drawings. The downspouts are to be placed on
the building sidewalls at a spacing not to exceed 80.0 feet with
the first downspout from both ends of the gutter run within
40.0 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 4.0 in/hr rainfall intensity.
Design criteria as noted is as given within order documents and is applied
in general accordance with the applicable provisions of the model code
and/or specification indicated. Neither the metal building manufacturer
nor the certifying engineer declares or attests that the loads as
designated are proper for local provisions that may apply or for site
specific parameters. The design criteria is supplied by the builder,
project owner, or an Architect and/or Engineer of Record for the overall
construction project.
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.
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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 B at grid line 5 is designed as a
non-expandable rigid frame. Corresponding frame reactions are
calculated based upon actual tributary area.
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Job Number.......................: 16-B-78515
Builder..........................: NPR HOLDINGS
Jobsite Location.................: OB MUFREJ, YELM, WA
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-B
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
------------------------------- --------
Live: H/ 60
Snow: H/ 60
Serviceability Wind: H/ 60
Seismic Drift: H/ 50
Total Gravity: H/ 60
Service Seismic: H/ 50
Wall Limits Limit
------------------------------- --------
Total Wind Panels: L/ 60
Total Wind Girts: L/ 90
Total Wind EW Columns: L/ 120
The Service Seismic limit as shown here is at service level loads.
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Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_01.cds
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B U I L D I N G - B - 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-78515\ver01-admcaffrey\BLDG-B\run01\BroofRPA_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 : 4@4.6906 1.2378
Bay Length Member Size Brace L Lap R Lap
# (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 20.000 8X2.5Z16 2 points S 0.000 2.479 C
2 20.000 8X2.5Z16 2 points C 2.479 1.479 C
3 20.000 8X2.5Z16 2 points C 1.479 2.479 C
4 20.000 8X2.5Z16 2 points C 2.479 0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5 @ Supports: 1,2,3,4,5
Purlin Stiffened Clips @ Level 2,5 @ Supports: 1,2,3,4,5
Purlin Backup Plate @ Level 2,5 @ Supports: 2,3,4
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Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_01.cds
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ROOF PLANE ------- RPC
R:\jobs\Active\Eng\16-B-78515\ver01-admcaffrey\BLDG-B\run01\BroofRPC_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@4.6905 2@4.6906 1.2378
Bay Length Member Size Brace L Lap R Lap
# (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 20.000 8X2.5Z16 2 points S 0.000 2.479 C
2 20.000 8X2.5Z16 2 points C 2.479 1.479 C
3 20.000 8X2.5Z16 2 points C 1.479 2.479 C
4 20.000 8X2.5Z16 2 points C 2.479 0.000 S
Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5 @ Supports: 5,4,3,2,1
Purlin Stiffened Clips @ Level 2,5 @ Supports: 5,4,3,2,1
Purlin Backup Plate @ Level 2,5 @ Supports: 4,3,2
RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 1
RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 2
RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 3
RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 4
SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 1
SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 2
SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 3
SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 4
SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 1
SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 2
SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 3
SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 4
Note: 1) All Purlin strut locations for all roof planes are measured from back
sidewall.
2) All purlin strut rows use the same lap lengths as the main purlin design.
Eave strut interior connection at SWA uses (2)-1/2" A325 bolts.
Eave strut interior connection at SWC uses (2)-1/2" A325 bolts.
Eave strut connection at end-frame uses (4)-1/2" A325 bolts.
BRACING ---- Roof: 1 bay Rod
Plane SWA : 1 bay Rod: Hillside Washers
Plane SWC : 1 bay Rod: Hillside Washers
Plane EWB : 1 bay Rod
Plane EWD : End Frame
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Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_01.cds
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SIDEWALL PLANE SWA -- ( 8.250" Inset columns )
R:\jobs\Active\Eng\16-B-78515\ver01-admcaffrey\BLDG-B\run01\BwallSWA_01.edf
Panel .................... PBR
Panel Width .............. 36 in
Panel Gage ............... 26 ga
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS : 7'6 6'0
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 7'6 20.000 8X2.5Z16 None S 0.000 1.479 C
2 7'6 20.000 8X2.5Z16 None C 1.479 0.000 S
3 7'6 20.000 8X2.5Z16 F.O. S 0.000 0.000 S
1 13'6 20.000 8X2.5Z16 None S 0.000 1.479 C
2 13'6 20.000 8X2.5Z16 None C 1.479 1.479 C
3 13'6 20.000 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
10'0 8'0 N/A 8X3.5C14 8X2.5C16 3 4'1
OPEN AREAS: OPEN TO REMAIN
Size Wall Distance
20'0 x 18'0 SWA 60'0
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Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_01.cds
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SIDEWALL PLANE SWC -- ( 8.250" Inset columns )
R:\jobs\Active\Eng\16-B-78515\ver01-admcaffrey\BLDG-B\run01\BwallSWC_01.edf
Panel .................... PBR
Panel Width .............. 36 in
Panel Gage ............... 26 ga
Girts .................... 55.0 ksi Yield Strength
GIRTS SPACINGS : 7'6 6'0
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
2 7'6 20.000 8X2.5Z16 None S 0.000 1.479 C
3 7'6 20.000 8X2.5Z16 None C 1.479 1.479 C
4 7'6 20.000 8X2.5Z16 None C 1.479 0.000 S
2 13'6 20.000 8X2.5Z16 None S 0.000 1.479 C
3 13'6 20.000 8X2.5Z16 None C 1.479 1.479 C
4 13'6 20.000 8X2.5Z16 None C 1.479 0.000 S
Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches.
OPEN AREAS: OPEN TO REMAIN
Size Wall Distance
20'0 x 18'0 SWC 0'0
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Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_01.cds
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Endwall Plane EWB Design ........ BEARING FRAME
R:\jobs\Active\Eng\16-B-78515\ver01-admcaffrey\BLDG-B\run01\BwallEWB_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 18.959 0.000 18.959
Connections... Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts
Right: Type-III SEP 6.000" X 3/8" (4)-1/2" A325N Bolts
2 W8X10 50.0 ksi 18.959 18.959 37.918
Connections... Left : Type-III SEP 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: 14.072 FB = C TYPE
PLANE SWC: 14.072 FB = C TYPE
Girts ..................... 55.0 ksi Yield Strength
Girts Spacings : 7'6 6'0
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 7'6 19.312 8X2.5Z16 None S 0.000 1.479 C
2 7'6 19.312 8X2.5Z16 None C 1.479 0.000 S
1 13'6 19.312 8X2.5Z16 None S 0.000 1.479 C
2 13'6 19.312 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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11/8/2018
Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_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-C 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
1-B 20.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
Flange Brace @ 7.5, 13.50 elev. FB = C TYPE
1-A 40.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS:
STRUT-TO-COLUMN CLIP
COL. NO. ENDWALL PLANE 1
--------- --------------------
PLANE SWC:
1-B AT PEAK, TYPE 3 CONN.,(4)-1/2" A325N
CF Brdg Channel (0.3750") (4)-3/4" A325N
W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH;
8X2.5C12 BRIDGE CHANNEL
PLANE SWA:
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Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_01.cds
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CL 4 PARTITION ........
R:\jobs\Active\Eng\16-B-78515\ver01-admcaffrey\BLDG-B\run01\BwallEWD_01.edf
Panel .................... PBR
Panel Width .............. 36 in
Panel Gage ............... 26 ga
Girts ..................... 55.0 ksi Yield Strength
Girts Spacings : 7'6 6'0
Bay Elev. Length Member Size Brace L Lap R Lap
# (ft-in) (ft) Identification Locations Exten Exten
---------------------------------------------------------------------
1 7'6 19.312 8X2.5Z14 None S 0.000 0.000 S
2 7'6 19.312 8X2.5Z16 F.O. S 0.000 0.000 S
1 13'6 19.312 8X2.5Z14 None S 0.000 0.000 S
2 13'6 19.312 8X2.5Z13 None S 0.000 0.000 S
FRAMED OPENINGS:
Width Height Sill Ht Jamb Header/Sill Bay Distance
12'0 12'0 N/A 8X3.5C14 8X2.5C16 2 4'0
COLUMNS ----- ( 0.000" Flush columns )
Col Dist. Description Base Elev Base plate design information
# from left Member Size Ident. (ft) Thickness & rods
-----------------------------------------------------------------------------
4-B 20.000' ROTATED INTERIOR FRAME COLUMN – SEE CL 4 PROFILE
ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: LOCATE TO INSIDE FLANGE OF COLUMN
STRUT-TO-COLUMN CLIP
COL. NO. ENDWALL PLANE 5
--------- --------------------
PLANE SWA:
4-B AT PEAK, 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:
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11/8/2018
Star Building Systems, OKC, OK
Design Summary Program User: admcaffrey Job Number: 78515B
Design Summary Report Version: 7.04.3 run01 Date: 11/07/18
Start Time: 02:17:53
R:\..\16-B-78515\ver01-admcaffrey\BLDG-B\run01\78515B_bldg_B_01.cds
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Endwall Plane EWD Design ........ RIGID BEARING FRAME
R:\jobs\Active\Eng\16-B-78515\ver01-admcaffrey\BLDG-B\run01\BwallEWD_01.edf
OPEN AREAS: OPEN TO REMAIN
Size Wall Distance
40'0 x 20’6 EWD 0'0
FRAMES ----- Type Span Live Wind Eave Trib Grid Labels
CS 40.000 20.00/110.00 18.00/ 20.00 2-3
MS 40.000 20.00/110.00 18.00/ 19.42 4
MS 40.000 20.00/110.00 18.00/ 10.58 5
Note: Use square anchor rod layout.
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Building: BLDG-B
CDS file name: 16-B-78515_BLDG-B_Eds2Xds.cds
Eds2Xds User: admcaffrey Job Number: 16-B-78515
Oklahoma City Date: 11/07/2018 03:40:28 PM
Relative path: \\OKCSNA01\TS\jobs\Active\Eng\16-B-78515
----------------------------------------------------------------------------------------------------------------------------
Planes
Name File
SWA \ver01-admcaffrey\BLDG-B\run01\BwallSWA_01.edf
EWD \ver01-admcaffrey\BLDG-B\run01\BwallEWD_01.edf
SWC \ver01-admcaffrey\BLDG-B\run01\BwallSWC_01.edf
EWB \ver01-admcaffrey\BLDG-B\run01\BwallEWB_01.edf
RPA \ver01-admcaffrey\BLDG-B\run01\BroofRPA_01.edf
RPC \ver01-admcaffrey\BLDG-B\run01\BroofRPC_01.edf
Frames
Frame
Line
Left
Frame
Left File Right
Frame
Right File
2 E \ver01-admcaffrey\BLDG-
B\DRFTG\x02L
E \ver01-admcaffrey\BLDG-
B\DRFTG\x02L
3 E \ver01-admcaffrey\BLDG-
B\DRFTG\x02L
E \ver01-admcaffrey\BLDG-
B\DRFTG\x02L
4 F \ver01-admcaffrey\BLDG-
B\DRFTG\x03L
F \ver01-admcaffrey\BLDG-
B\DRFTG\x03L
5 G \ver01-admcaffrey\BLDG-
B\DRFTG\x04L
G \ver01-admcaffrey\BLDG-
B\DRFTG\x04L
Portal Frames
Plane
Name
Bay Frame File
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20'1234567CCCLLLSymm.FrameI.F.WEB LEN.WEB THK.O.F.I.F.WEB LEN.WEB THK.O.F.0.1340.1850.13410.0'6.169'18.661'6X0.255X0.256X0.255X0.2510'0"6.169'8.661'10'0"16'2"18'51/2"CMCC18' E.H.1.512Star Building SystemsStar Building SystemsStar Building SystemsFRAME ID #FRAME ID #2USER NAME:USER NAME:admcaffreyDATE:DATE:11/ 7/18TIME:TIME:15:18:30PAGE:PAGE:2-18600 S. I-35, Oklahoma City, OK 73149cs 40./18./20. 20./110./25.JOB NAME:JOB NAME:78515BFILE:FILE:frames_2_3.fraLOCATION: GridlinesLOCATION:23DETAIL FILE:tive\ENG\16-B-78515\ver01-admcaffrey\BLDG-B\Drftg\x02LDETAIL FILE:BOLTS:A325 FULLY TIGHTWEIGHT:1383 lbsPURLINS(horz. from eave) :8"-Z2@4'8 5/16",2@4'8 5/16"GIRTS (vert. from floor): 8"-Z7'6",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 * =23LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts11.0BASE6.0X0.375N/A(4)-3/411.0SPLICEN/AN/AN/A11.0HORZ STF2.75X0.25N/AN/AN/ACAP (EXT)6.0X0.25N/AN/A15.52E/2E6.0X0.756.0X0.75(8)-3/415.5SPLICEN/AN/AN/A15.52E/2E6.0X0.56.0X0.5(8)-3/4*-C123456715
11/8/2018
WEB THK 0.156L.F. 6 x 1/4R.F. 6 x 1/420'1234567CCCLLLSymm.Frame89I.F.WEB LEN.WEB THK.O.F.I.F.WEB LEN.WEB THK.O.F.0.1560.1340.15616.342'13.598'5.0'6X0.255X0.256X0.255X0.2510'0"6.342'13.598'5'0"16'41/8"18'03/8"CCCC18' E.H.1.512Star Building SystemsStar Building SystemsStar Building SystemsFRAME ID #FRAME ID #3USER NAME:USER NAME:admcaffreyDATE:DATE:11/ 8/18TIME:TIME:13:03:22PAGE:PAGE:3-18600 S. I-35, Oklahoma City, OK 73149ms1 40./18./19.417 20./110./25.JOB NAME:JOB NAME:78515BFILE:FILE:frame_4.fraLOCATION: GridlinesLOCATION:4DETAIL FILE:tive\ENG\16-B-78515\ver01-admcaffrey\BLDG-B\Drftg\x03LDETAIL FILE:BOLTS:A325 FULLY TIGHTWEIGHT:1647 lbsPURLINS(horz. from eave) :8"-Z2@4'8 5/16",2@4'8 5/16"GIRTS (vert. from floor): 8"-Z7'6",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 * =4LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts11.5BASE6.0X0.375N/A(4)-3/411.5SPLICEN/AN/AN/A11.5HORZ STF2.75X0.25N/AN/AN/ACAP (EXT)6.0X0.25N/AN/A13.52E/2E6.0X0.756.0X0.75(8)-3/413.5SPLICEN/AN/AN/A20.67692E/1I6.0X0.3756.0X0.375(6)-3/47.5BASE6.0X0.375N/A(4)-3/47.5CAP/STF6.0X0.3752.25X0.3125(4)-1/2*-C1234567*-B8916
11/8/2018
WEB THK 0.134L.F. 6 x 1/4R.F. 6 x 1/420'1234567CCCLLLSymm.Frame89I.F.WEB LEN.WEB THK.O.F.I.F.WEB LEN.WEB THK.O.F.0.1340.1560.13410.0'6.61'13.772'5.0'6X0.255X0.256X0.255X0.2510'0"6.61'13.772'5'0"16'73/8"18'37/8"CCC18' E.H.1.512Star Building SystemsStar Building SystemsStar Building SystemsFRAME ID #FRAME ID #4USER NAME:USER NAME:admcaffreyDATE:DATE:11/ 8/18TIME:TIME:13:03:49PAGE:PAGE:4-18600 S. I-35, Oklahoma City, OK 73149ms1 40./18./10.583 20./110./25.JOB NAME:JOB NAME:78515BFILE:FILE:frame_5.fraLOCATION: GridlinesLOCATION:5DETAIL FILE:tive\ENG\16-B-78515\ver01-admcaffrey\BLDG-B\Drftg\x04LDETAIL FILE:BOLTS:A325 FULLY TIGHTWEIGHT:1531 lbsPURLINS(horz. from eave) :8"-Z2@4'8 5/16",2@4'8 5/16"GIRTS (vert. from floor): 8"-Z(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 * =5LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts9.0BASE6.0X0.375N/A(4)-3/49.0SPLICEN/AN/AN/A9.0HORZ STF2.75X0.25N/AN/AN/ACAP (EXT)6.0X0.25N/AN/A10.02E/2E8.0X0.758.0X0.75(8)-3/410.0SPLICEN/AN/AN/A17.23072E/1I6.0X0.3756.0X0.375(6)-3/411.0BASE6.0X0.375N/A(4)-3/411.0CAP/STF6.0X0.3752.25X0.3125(4)-1/2*-C1234567*-B8917
11/8/2018
Rev G 7/01/13
REACTIONS
BUILDER: NPR HOLDINGS
CUSTOMER: OB MUFREJ
JOB NUMBER: 16-B-78515
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: USER NAMEiadMcaffr DATEi11/07/18 PAGEiEW-1
Endwall EWB J❑B NAME178515B FILEsREW3BLDG1
PATHS R;\,Jobs\Active\Eng\16-B-78515\ver01-adMcaffrey\BLDG-B\run01\
SUPPORT REACTIONS FOR EACH LOAD GROUP
NOTE, A l l reactions are in kips and kip -ft. TIMET 141 171 52
REACTION NOTATIONS
HL
1-C 1-B 1-A
LOAD GROUP REACTION TABLE
LOAD GROUP
D
DESCRIPTION
DEAD L❑AD
C
COLLATERAL
L❑AD
L
LIVE L❑AD
S
DESIGN SN❑W
L❑AD
SBAL
BALANCED RO❑F
SN❑W
SUR
UNBALANCED
SN❑W
- WIND FR❑M RIGHT T❑ LEFT
SUL
UNBALANCED
SN❑W
- WIND FR❑M LEFT T❑ RIGHT
W+
WIND L❑AD
AS AN
INWARD ACTING PRESSURE
W-
WIND L❑AD
AS AN
OUTWARD ACTING SUCTI❑N
WR
WIND F❑RCE
FR❑M
THE RIGHT
WL
WIND F❑RCE
FR❑M
THE LEFT
E+
EARTHQUAKE
F❑RCE
ACTING INWARD
E-
EARTHQUAKE
F❑RCE
ACTING OUTWARD
ER
EARTHQUAKE
F❑RCE
FR❑M RIGHT
EL
EARTHQUAKE
F❑RCE
FR❑M LEFT
FRAME ID #2 USER NAME;admcaffreyDATE;ll/ 7/18 PAGE;2-2 I
cs 40. /18. /20. 20. /110. /25. JOB NAME; 78515B FILE; frames -2-3, fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
YALOCATI❑N; Gridllnes, 2 3
NOTES+ ( 1) A l ( react i ons are i n k i pps and k i p -ft. TIME; 15, 18, 30
(2) The seismic overstrength factor (❑mega) 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.
REACTION NOTATIONS
HL
1 VL
F -1 c
LOAD GROUP REACTI❑N TABLE GRIDLINES * = 2 3
COLUMN
DESCRIPTION
Roof Dead Load
)K -C
COLL
)K -A
Load
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
DL
0. 3
1. 6
0. 0
-0.3
1.6
0. 0
C❑LL
0.3
1. 2
0. 0
-0.3
1.2
0. 0
SNOW
2. 3
10, 0
0. 0
-2. 3
10. 0
0. 0
LL
1.8
8. 0
0. 0
-1.8
8.0
0. 0
RBDWEQ
-0.0
3. 0
0. 0
0.0
3.0
0. 0
EQ
-0.8
-0. 7
0. 0
-0.8
0. 7
0. 0
RBUPEQ
0.0
-3. 0
-3. 4
-0.0
-3.0
-3. 4
WL 1
-3. 1
-6. 9
0. 0
-1. 4
-3. 7
0. 0
WL2
-3.6
-4. 3
0. 0
-1.0
-1.0
0. 0
WL3
1.4
-3. 7
0. 0
3. 1
-6.9
0. 0
WL4
1.0
-1. 0
0. 0
3.6
-4. 3
0. 0
LWL 1
0. 8
-5. 7
0. 0
-0. 6
-4. 8
0. 0
RBUPLW
0.0
-2. 8
-3. 1
-0.0
-2.8
-3. 1
LWL2
0.6
-4. 8
0. 0
-0.8
-5. 7
0. 0
LWL3
0.4
-3. 1
0. 0
-0. 1
-2. 1
0. 0
LWL4
0. 1
-2. 1
0. 0
-0.4
-3. 1
0. 0
RS
1.5
4. 5
0. 0
-1.5
8. 1
0. 0
LS
1.5
8, 11
0. 0
-1.5
4.5
0. 0
LOAD GROUP
DL
DESCRIPTION
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 #2 USER NAME;admcaffreyDATE;ll/ 7/18 PAGE12-3 I
cs 40. /18. /20. 20. /110. /25. JOB NAME; 78515B FILE; frames -2-3. fra
SUPPORT REACTIONS FOR EACH LOAD GROUP
wLOCATI❑N; Gridlines; 2 3
NOTES1 (1) A l l reactions are in kips and kip -ft. TIMET 15; 18; 30
(2) The seismic overstrength factor (Omega) s not included in the "RBDWEQ' and "RBUPEQ' Load Group reactions.
Seismic "BASE -ONLY' combination reactions include an overstren gth 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.
REACTION NOTATIONS
VR \
F. --A-
LOAD GROUP REACTION TABLE GRIDLINES x = 2 3
COLUMN )K -C -A
LOAD GROUP HL VL
LNL HR VR
LNR
RBDWLW -0. 01 2, 81
0. 0 0. 01 2. 8
0. 0
LOAD GROUP DESCRIPTION
RBDWLW Downward Acting Rod Brace Load from Long. Wind
FRAME ID #3 USER NAMEsadmcaffreyDATEill/ 8/18 PAGE13-2
msl 40. /18. /19. 417 20./110. JOB NAME1 78515B FILES frame -4. fro.
SUPPORT REACTIONS FOR EACH LOAD GROUP
YALOCATI❑N: Gridlines: 4
NOTES+ ( 1) A l l reactions are in kips and kip -ft. TIMES 131 031 22
(2) Primary wind Load cases are not concurrent.
(3) X -bracing reactions (RBPULW and RBUPEQ) are combined withLWL and LEQ groups only.
REACTION NOTATIONS
HL f H1 � HR
1VL 1V1 �VR
-C -B --A
LOAD GROUP REACTI❑N TABLE GRIDLINES * = 4
COLUMN
DESCRIPTION
Roof Dead Load
)K -C
C❑LL
Roof Collateral
)K -A
SNOW
Roof Snow Load
-B
LL
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
H1
V1
LN1
DL
0. 0
0. 8
0. 0
-0. 0
0. 8
0. 0
0. 0
1. 7
0. 0
C❑LL
0.0
0. 5
0. 0
-0.0
0.5
0. 0
-0.0
1. 3
0. 0
SNOW
0. 3
4. 3
0. 0
-0. 3
4. 3
0. 0
0. 0
10. 8
0. 0
LL
0.2
3. 4
0. 0
-0.2
3. 4
0. 0
-0.0
8. 7
0. 0
EQ
-0. 8
-0, 7
0. 0
-0. 8
0. 7
0. 0
-0. 0
-0. 0
-0. 2
WL 1
-2. 1
-4. 0
0. 0
-2. 4
-0. 9
0. 0
0. 0
-5. 4
0. 0
WL2
-2. 9
-2. 5
0. 0
-1. 5
0. 7
0. 0
0. 0
-3. 4
0. 0
LWL1
1.6
-3. 4
0. 0
-1.3
-2.5
0. 0
0.0
-4.2
-3. 3
LWL2
1. 3
-2. 5
0. 0
-1. 6
-3. 4
0. 0
0. 0
-4. 2
-3. 3
LWL3
0.8
-1. 9
0. 0
-0.5
-0.9
0. 0
-0.0
-2.2
3. 3
LWL4
0.5
-0. 9
0. 0
-0.8
-1.9
0. 0
-0.0
-2.2
3. 3
WL3
2. 4
-0. 9
0. 0
2. 1
-4. 0
0. 0
-0. 0
-5. 4
0. 0
WL4
1 , 51
0. 7
0. 0
2.9
-2.5
0. 0
-0.0
-3. 4
0. 0
RS
0.2
0. 7
0. 0
-0.2
4.2
0. 0
-0. 01
7. 3
0. 0
LS
0. 21
4. 2
0. 0
-0. 2
0. 7
0. 0
0. 01
7. 31
0. 0
LOAD GROUP
DL
DESCRIPTION
Roof Dead Load
C❑LL
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 #4 USER NAME:admcaffreyDATE:ll/ 8/18 PAGE:4-2
msl 40. /18. /10. 583 20./110. JOB NAME: 78515B FILE: frame -5. fro,
SUPPORT REACTIONS FOR EACH LOAD GROUP
YALOCATI❑N: Gridllnes: 5
NOTES+ ( 1) A l l react i ons are i n k i ps and k i p -ft. TIME: 13: 03: 49
(2) Primary wind load cases are not concurrent,
(3) X -bracing reactions (RBPULW and RBUPEQ) are combined withLWL and LEQ groups only,
REACTION NOTATIONS
HL H1 � HR
�VL iV1 iVR
F--C--B I --A
LOAD GROUP REACTI❑N TABLE GRIDLINES x = 5
COLUMN
DESCRIPTION
Roof Dead Load
)K -C
C❑LL
Roof Collateral
)K -A
SNOW
Roof Snow Load
-B
LL
LOAD GROUP
HL
VL
LNL
HR
VR
LNR
H1
V1
LN1
DL
0. 0
0. 6
0. 0
-0. 0
0. 6
0. 0
0. 0
1. 2
0. 0
C❑LL
0.0
0. 3
0. 0
-0.0
0. 3
0. 0
0.0
0. 7
0. 0
SNOW
0. 2
2. 3
0. 0
-0. 2
2. 3
0. 0
0. 0
6. 0
0. 0
LL
0. 1
1. 8
0. 0
-0. 1
1. 8
0. 0
0. 0
4. 8
0. 0
EQ
-0.5
-0. 4
0. 0
-0.5
0. 4
0. 0
-0.0
-0.0
-0. 2
WL1
-1.8
-3. 1
0. 0
-1.8
-0. 4
0. 0
0.0
-4.2
0. 0
WL2
-2. 3
-2. 3
0. 0
-1. 3
0. 4
0. 0
0. 0
-3. 1
0. 0
LWL1
0.9
-2. 5
0. 0
-0.7
-1.6
0. 0
0.0
-3.5
-3. 3
LWL2
0.7
-1. 7
0. 0
-1.0
-2.5
0. 0
0.0
-3.5
-3. 3
LWL3
0.5
-1. 7
0. 0
-0.2
-0.8
0. 0
-0.0
-2. 3
3. 3
LWL4
0. 2
-0. 8
0. 0
-0. 5
-1. 7
0. 0
-0. 0
-2. 3
3. 3
WL3
1. 8
-0. 4
0. 0
1. 8
-3. 1
0. 0
-0. 0
-4. 2
0. 0
WL4
1.3
0. 4
0. 0
2.3
-2. 3
0. 0
-0.0
-3. 1
0. 0
RS
0. 1
0. 4
0. 0
-0. 1
2.2
0. 0
-0.0
4.0
0. 0
LS
0. 1
2. 2
0. 0
-0. 1
0. 4
0. 0
0. 0
LOAD GROUP
DL
DESCRIPTION
Roof Dead Load
C❑LL
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