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20190051 calculations DESIGN PACKAGE BUILDER: NPR HOLDINGS CUSTOMER: OB MUFREJ JOB NUMBER: 16-B-78516 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Project Layout NA Building A 5-15 Special Details 16-19 Original Design Completed thru Change Order # 0 Revision History Rev # Update Reactions? Reason for Revision Pages Revised Date Revised Eng. 1 NO SOR#3 5,9 12/10/18 MJD Project Engineer: Matt Dotta (Oklahoma City) Checking Engineer: Allen Hurtz Signing Engineer: Allen Hurtz, P.E. 16-B-78516 P.O. Box 1376  Lockeford, CA 95237  209.727.5504  starbuildings.com December 10, 2018 NPR HOLDINGS 3655 E MARGINAL WAY S SEATTLE, WA 98134-1150 16-B-78516 (REVISED) OB MUFREJ YELM, WA 60'0" x 40'0" 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. This letter voids and supersedes the previous Letter of Certification, dated November 16, 2018. 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-78516 Builder ........................... NPR HOLDINGS Jobsite Location .................. OB MUFREJ,YELM,Washington Building Code ..................... 2015 IBC Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.46 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) ..... 20.00 psf (per code) Minimum Roof Snow Load (Pf) .. 25.00 psf (used in design) Snow Exposure Factor (Ce) .... 1.00 Thermal Factor (Ct) .......... 1.00 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 3 1-2 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) 1.00 4.26 5.81 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 12/10/2018 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 wall construction by others at building(s) A and side(s) B has a self weight of 30 psf. This weight has been utilized in the design considerations for the building's seismic design. The cold form members on building A side A-D designed by the metal 2 12/10/2018 building manufacturer do not provide structural support at the top of the wall system not furnished by the metal building manufacturer. Any stair loads shall not rest on material by metal building manufacturer. The application of mezzanine loads different from those described below could void warranties and certifications as they apply to the material supplied by metal building manufacturer. Dead Load 5.0 psf N.B.M Dead Load 7.5 psf by manufacturer Live Load 60.0 psf Collateral load 3.0 psf Partition load 15.0 psf Materials supplied by metal building manufacturer for this mezzanine have not been evaluated for vibration serviceability due to human activities, including effects on sensitive equipment. The mezzanine decking, not by metal building manufacturer, shall be attached to the mezzanine framing in such a manner to resist the design loads. The mezzanine decking to act as a diaphragm to distribute the horizontal loads to the main frames and bracing provided at sidewalls and endwalls. The panel by others must be capable of resisting a base shear load of 250 lb/ft. The manufacturer is not responsible for the structural adequacy of the mezzanine decking by others. Tie-in is not by the manufacturer. The decking by others is to provide lateral stability to the top flange of the mezzanine framing provided by the manufacturer. 3 12/10/2018 Job Number.......................: 16-B-78516 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-C 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/ 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. 4 12/10/2018 5 12/10/2018 Star Building Systems, OKC, OK Design Summary Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:21 R:\..\16-B-78516\ver01-mjdotta\BLDG-C\run01\78516C_bldg_C_01.cds ------------------------------------------------------------------------------- B U I L D I N G - C - 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. Rafter flange braces use the Optional Liner attachment Column flange braces use the Optional Liner attachment ROOF PLANE ------- RPA R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\run01\CroofRPA_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@4'4-9/16 4@5'0 1.2378 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- LE 3.167 8X2.5Z16 None S 0.000 0.000 C 1 18.833 8X2.5Z16 2 points C 0.000 2.479 C 2 20.000 8X2.5Z16 2 points C 2.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 1,2,3 Purlin Stiffened Clips @ Level 2,7 @ Supports: 1,2,3 Purlin Backup Plate @ Level 2,7 @ Supports: 2 6 12/10/2018 Star Building Systems, OKC, OK Design Summary Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:21 R:\..\16-B-78516\ver01-mjdotta\BLDG-C\run01\78516C_bldg_C_01.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\run01\CroofRPC_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@4'4-9/16 4@5'0 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 18.833 8X2.5Z16 2 points C 2.479 0.000 C RE 3.167 8X2.5Z16 None C 0.000 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6,7 @ Supports: 3,2,1 Purlin Stiffened Clips @ Level 2,7 @ Supports: 3,2,1 Purlin Backup Plate @ Level 2,7 @ Supports: 2 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z16 Bays 1 RPA Purlin Strut @ 40.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 1 RPC Purlin Strut @ 30.000 (ft) :8X2.5Z16 Bays 1 RPC Purlin Strut @ 20.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 30.000 (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. BRACING ---- Roof: 1 bays Rod Plane SWA : 1 bays Rod: Hillside Washers Plane SWC : 1 bays Rod: Hillside Washers Plane EWB :End Frame Plane EWD : 1 bays Rod **NOTE : TIER WALL BRACING AT THE FLOOR BEAMS WITH STD HILLSIDE WASHERS 7 12/10/2018 Star Building Systems, OKC, OK Design Summary Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:22 R:\..\16-B-78516\ver01-mjdotta\BLDG-C\run01\78516C_bldg_C_01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\run01\CwallSWA_01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts .................... 55.0 ksi Yield Strength GIRTS SPACINGS : 7'6 5'2 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 1 12'8 20.000 8X2.5Z16 None S 0.000 1.479 C 2 12'8 20.000 8X2.5Z16 None C 1.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\run01\CwallSWC_01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts .................... 55.0 ksi Yield Strength GIRTS SPACINGS : 7'6 5'2 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 1 12'8 20.000 8X2.5Z16 None S 0.000 1.479 C 2 12'8 20.000 8X2.5Z16 None C 1.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 8 12/10/2018 Star Building Systems, OKC, OK Design Summary Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:22 R:\..\16-B-78516\ver01-mjdotta\BLDG-C\run01\78516C_bldg_C_01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design ........ RIGID BEARING FRAME R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\run01\CwallEWB_01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts ..................... 55.0 ksi Yield Strength Girts Spacings : 7'6 5'2 3'4 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 20.000 8X2.5Z16 None C 1.479 1.479 C 3 7'6 19.312 8X2.5Z16 None C 1.479 0.000 S 1 12'8 19.312 8X2.5Z16 None S 0.000 1.479 C 2 12'8 20.000 8X2.5Z16 None C 1.479 1.479 C 3 12'8 19.312 8X2.5Z16 None C 1.479 0.000 S 1 16'0 19.312 8X2.5Z16 None S 0.000 1.479 C 2 16'0 20.000 8X2.5Z16 None C 1.479 1.479 C 3 16'0 19.312 8X2.5Z16 None C 1.479 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. 9 12/10/2018 Star Building Systems, OKC, OK Design Summary Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:22 R:\..\16-B-78516\ver01-mjdotta\BLDG-C\run01\78516C_bldg_C_01.cds ------------------------------------------------------------------------------- EWB CONT.. COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-C 20.000' ROTATED FRAME COLUMN 1-B 40.000' ROTATED FRAME COLUMN ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- 1-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 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 10 12/10/2018 Star Building Systems, OKC, OK Design Summary Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:22 R:\..\16-B-78516\ver01-mjdotta\BLDG-C\run01\78516C_bldg_C_01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design ........ BEARING FRAME R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\run01\CwallEWD_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 29.037 0.000 29.037 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 29.037 29.037 58.073 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: 8.762, 28.762 FB=C-TYPE PLANE SWC: 8.762, 28.762 FB=C-TYPE Girts ..................... 55.0 ksi Yield Strength Girts Spacings : 7'6 5'2 3'4 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 19.312 8X2.5Z16 F.O. S 0.000 0.000 S 2 7'6 20.000 8X2.5Z16 None S 0.000 1.479 C 3 7'6 19.312 8X2.5Z16 None C 1.479 0.000 S 1 12'8 19.312 8X2.5Z16 None S 0.000 1.479 C 2 12'8 20.000 8X2.5Z16 None C 1.479 1.479 C 3 12'8 19.312 8X2.5Z16 None C 1.479 0.000 S 1 16'0 19.312 8X2.5Z16 None S 0.000 1.479 C 2 16'0 20.000 8X2.5Z16 None C 1.479 1.479 C 3 16'0 19.312 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 10'0 8'0 N/A 8X3.5C14 8X2.5C16 1 5'0 11 12/10/2018 Star Building Systems, OKC, OK Design Summary Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:22 R:\..\16-B-78516\ver01-mjdotta\BLDG-C\run01\78516C_bldg_C_01.cds ------------------------------------------------------------------------------- EWD CONT.. COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 3-A 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 3-B 20.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 Flange Brace @ 7.5, 16.00 elev. FB=C-TYPE TYP 3-C 40.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 Flange Brace @ 7.5, 16.00 elev. 3-D 60.000' 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 3 --------- -------------------- 3-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 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 FRAMES ----- Type Span Live Wind Eave Trib Grid Labels MS 60.000 20.00/110.00 18.00/ 18.83 2 MS 60.000 20.00/110.00 18.00/ 12.58 1 Note: Use square anchor rod layout. **NOTE : PARTITION GIRT USE 8X2.5Z16 SIMPLE SPAN AT 7’6, 12’8 AND 15’6 ELEVATIONS FOR FULL BUILDING WIDTH. USE ROTATED INTERIOR FRAME COLUMNS FOR PARTITION COLUMNS. NO DOGLEG OR SPECIAL PARTITION COLUMN CONNECTIONS ARE REQUIRED. 12 12/10/2018 Building: BLDG-C CDS file name: 16-B-78516_BLDG-C_Eds2Xds.cds Eds2Xds User: mjdotta Job Number: 16-B-78516 Oklahoma City Date: 11/12/2018 01:53:38 PM Relative path: \\OKCSNA01\TS\jobs\Active\Eng\16-B-78516 ---------------------------------------------------------------------------------------------------------------------------- Planes Name File SWA \ver01-mjdotta\BLDG-C\run01\CwallSWA_01.edf EWD \ver01-mjdotta\BLDG-C\run01\CwallEWD_01.edf SWC \ver01-mjdotta\BLDG-C\run01\CwallSWC_01.edf EWB \ver01-mjdotta\BLDG-C\run01\CwallEWB_01.edf RPA \ver01-mjdotta\BLDG-C\run01\CroofRPA_01.edf RPC \ver01-mjdotta\BLDG-C\run01\CroofRPC_01.edf Frames Frame Line Left Frame Left File Right Frame Right File 1 B \ver01-mjdotta\BLDG-C\Drftg\x02L B \ver01-mjdotta\BLDG-C\Drftg\x02L 2 A \ver01-mjdotta\BLDG-C\Drftg\x01L A \ver01-mjdotta\BLDG-C\Drftg\x01L Portal Frames Plane Name Bay Frame File 13 12/10/2018 WEB THK 0.185L.F. 5 x 1/4R.F. 5 x 1/4WEB THK 0.185L.F. 5 x 1/4R.F. 5 x 1/420'10'123456789CCCLLLSymm.Frame1011I.F.WEB LEN.WEB THK.O.F.I.F.WEB LEN.WEB THK.O.F.0.1850.250.13410.0'6.242'8.151'20.0'5X0.255X0.255X0.255X0.2510'0"6.242'5.571'10'0"5'0"7.58'16'27/8"19'81/2"CCCC18' E.H.1.512Star Building SystemsStar Building SystemsStar Building SystemsFRAME ID #FRAME ID #2USER NAME:USER NAME:mjdottaDATE:DATE:11/12/18TIME:TIME:13:51:03PAGE:PAGE:2-18600 S. I-35, Oklahoma City, OK 73149ms2 60./18./12.583 20./110./25.JOB NAME:JOB NAME:78516CFILE:FILE:frame_1.fraLOCATION: GridlinesLOCATION:1DETAIL FILE:16-B-78516\ver01-mjdotta\BLDG-C\Drftg\x02LDETAIL FILE:BOLTS:A325 FULLY TIGHTWEIGHT:2506 lbsPURLINS(horz. from eave) :8"-Z2@4'4 9/16",4@5'GIRTS (vert. from floor): 8"-Z7'6",5'2"(8.25")(1) All sectional dimensions are in inches.(2) All Flange lengths are measured along outer flange.(3) Left Column Flange Braces use the Optional Liner Attachment(4) Rafter Flange Braces use the Optional Liner Attachment(5) Right Column Flange Braces use the Optional Liner AttachmentCONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =1LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts18.0BASE6.0X0.375N/A(4)-3/418.0SPLICEN/AN/AN/A18.0HORZ STF2.25X0.3125N/AN/AN/ACAP (EXT)5.0X0.25N/AN/A15.52E/2E6.0X0.756.0X0.75(8)-3/415.5SPLICEN/AN/AN/A15.5SPLICEN/AN/AN/A15.5SPLICEN/AN/AN/A15.52E/2E6.0X0.3756.0X0.375(8)-3/411.0BASE6.0X0.375N/A(4)-3/411.0CAP/STF6.0X0.3752.25X0.3125(4)-1/2*-D123456789*-C101114 12/10/2018 20'10'123456789CCCLLLSymm.Frame1011W8X13I.F.WEB LEN.WEB THK.O.F.I.F.WEB LEN.WEB THK.O.F.0.1850.250.13410.0'6.074'8.172'20.0'5X0.255X0.255X0.255X0.2510'0"6.074'5.591'10'0"5'0"7.58'16'07/8"19'61/2"CCMMC18' E.H.1.512Star Building SystemsStar Building SystemsStar Building SystemsFRAME ID #FRAME ID #1USER NAME:USER NAME:mjdottaDATE:DATE:11/12/18TIME:TIME:13:51:59PAGE:PAGE:1-18600 S. I-35, Oklahoma City, OK 73149ms2 60./18./23.542 20./110./25.JOB NAME:JOB NAME:78516CFILE:FILE:frame_2.fraLOCATION: GridlinesLOCATION:2DETAIL FILE:16-B-78516\ver01-mjdotta\BLDG-C\Drftg\x01LDETAIL FILE:BOLTS:A325 FULLY TIGHTWEIGHT:2493 lbsPURLINS(horz. from eave) :8"-Z2@4'4 9/16",4@5'GIRTS (vert. from floor): 8"-Z7'6",5'2"(8.25")(1) All sectional dimensions are in inches.(2) All Flange lengths are measured along outer flange.(3) Left Column Flange Braces use the Optional Liner Attachment(4) Rafter Flange Braces use the Optional Liner Attachment(5) Right Column Flange Braces use the Optional Liner AttachmentCONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =2LocationLocationWeb Dep.Web Dep.TypeTypePlate(DN)PlatePlate(UP)PlateBoltsBolts18.0BASE6.0X0.375N/A(4)-3/418.0SPLICEN/AN/AN/A18.0HORZ STF2.25X0.3125N/AN/AN/ACAP (EXT)5.0X0.25N/AN/A17.53E/3E6.0X0.756.0X0.75(12)-3/417.5SPLICEN/AN/AN/A17.5SPLICEN/AN/AN/A17.5SPLICEN/AN/AN/A17.52E/2E6.0X0.3756.0X0.375(8)-3/47.9900BASE6.0X0.375N/A(4)-3/47.9900CAP/STF6.0X0.3752.25X0.3125(4)-1/2*-D123456789*-C101115 12/10/2018 16 12/10/2018 Type 25 Single Plate Connection with Holes in the Single Plate & Holes in the Beam (DG 35-12-04). With 3 4'' Bolt diameter. All values are in Kips. Resistance factor or factor of safety have been applied. Capacities do not reflect any reduction due to coped beam flanges. Ref # Date Rev Job NumberED480317 Jul '16 W8 8" Nominal BUP 00 17 12/10/2018 Type 25 Single Plate Connection with Holes in the Single Plate & Holes in the Beam (DG 35-12-04). With 3 4'' Bolt diameter. All values are in Kips. Resistance factor or factor of safety have been applied. Capacities do not reflect any reduction due to coped beam flanges. Ref # Date Rev Job NumberED480318 Jul '16 W10 10" Nominal BUP 00 18 12/10/2018 19 12/10/2018 Rev G 7/01/13 REACTIONS BUILDER: NPR HOLDINGS CUSTOMER: OB MUFREJ JOB NUMBER: 16-B-78516 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 ID #2 USER NAME;mjdotta DATE;11/12/18 PAGE;2-2 I ms2 60. /18. /12. 583 20./110. JOB NAME; 78516C FILE; framel. fra SUPPORT REACTIONS FOR EACH LOAD GROUP wLOCATION; Gridlines; 1 NOTES1 (1) Ali reactions are in k i psand k i p -ft. TIME; 13; 51; 03 (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. REACTION NOTATIONS HL f f f HR H2 f 1VL H1 �V1 1V2 IVR LOAD GROUP REACTI❑N TABLE GRIDLINES x = 1 COLUMN DESCRIPTION Roof Dead Load -D COLL W -A Load )K -C Roof Snow Load )K -B MD LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0. 0 0. 8 0. 0 -0. 0 0. 8 0. 0 0. 0 1. 2 0. 0 0. 0 1. 2 0. 0 C❑LL 0.0 0. 4 0. 0 -0.0 0. 4 0. 0 0.0 0.8 0. 0 -0. 0 0.8 0. 0 SNOW 0.3 3. 2 0. 0 -0.3 3.2 0. 0 0.0 6.3 0. 0 -0. 0 6.3 0. 0 MD 0. 1 2. 3 0. 0 -0. 1 2. 3 0. 0 0. 0 4. 0 0. 0 0. 0 4. 0 0. 0 LL 0. 3 2. 5 0. 0 -0. 3 2. 5 01 0 0. 0 5. 0 0. 0 -0. 0 5. 0 0. 0 ML 0.3 7. 9 0. 0 -0.3 7.9 0. 0 0.0 14.8 0. 0 0. 0 14.8 0. 0 RBDWEQ -0.2 5. 4 0. 0 0.2 5. 4 0. 0 0.0 0.0 0. 0 -0. 0 0.0 0. 0 EQ -2. 0 -2. 3 0. 0 -2. 0 2. 3 0. 0 -0. 4 3. 3 0. 0 -0. 4 -3. 3 0. 0 RBUPEQ 0.2 -5. 3 -9. 0 -0.2 -5. 3 -9. 0 -0.0 -0. 1 0. 0 0. 0 -0. 1 0. 0 WL 1 -1. 8 -3. 9 0. 0 -1. 6 -0. 9 0. 0 -0. 0 -4. 2 0. 0 -0. 0 -4. 7 0. 0 WL2 -2. 3 -2. 9 0. 0 -1. 2 0. 1 0. 0 -0. 0 -2. 8 0. 0 -0. 0 -3. 2 0. 0 WL3 1.6 -0. 9 0. 0 1.8 -3.9 0. 0 0.0 -4.7 0. 0 0. 0 -4.2 0. 0 WL4 1.2 0. 1 0. 0 2.3 -2.9 0. 0 0.0 -3.2 0. 0 0. 0 -2.8 0. 0 LWL 1 1. 0 -2. 9 0. 0 -0. 5 -2. 4 0, 0 -0. 0 -5. 8 -3. 3 -0. 0 -2. 6 -3. 3 RBUPLW 0.2 -4. 3 -4. 8 -0.2 -4. 3 -4. 8 -0.0 -0.0 0. 0 0. 0 -0.0 0. 0 LWL2 0. 5 -2. 4 0. 0 -1. 0 -2. 9 0. 0 -0. 0 -2. 6 -3. 3 -0. 0 -5. 8 -3. 3 LWL3 0.5 -1. 9 0. 0 -0. 1 -1. 4 0. 0 1 0.0 -4.3 3. 3 0. 0 -1. 1 3. 3 LWL4 0. 1 -1. 4 0. 0 -0.5 -1.9 0. 01 0.0 -1. 1 3. 3 0. 0 -4.3 3. 3 LOAD GROUP DL DESCRIPTION Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load MD Mezzanine Dead Load LL Roof Live Load ML Mezzanine 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 FRAME ID #2 USER NAME;mjdotta DATE;11/12/18 PAGE12-3 I ms2 60. /18. /12. 583 20./110. JOB NAME; 78516C FILE; frame -1. fra SUPPORT REACTIONS FOR EACH LOAD GROUP wLOCATI❑N; Gridlines; 1 NOTES1 (1) A l l reactions are in kips and kip -ft. TIME; 13; 51; 03 (2) The seismic overstrength factor (Omega) is 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 7 HL f f H1 f H2 f HR iVL �V1 IV2 IVR F-'- 7D --C --B --A LOAD GROUP REACTION TABLE GRIDLINES x = 1 COLUMN )K -D w -A x -C )K -B LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 RS 0. 1 0. 7 0. 0 -0. 1 2. 1 0. 0 0. 0 1. 8 0. 0 0. 0 5. 9 0. 0 LS 0. 1 2. 1 01 0 -0. 1 0. 7 0. 0 -0. 0 5. 9 0. 0 -0. 0 1. 8 0. 0 RBDWLW -0. 1 4. 3 0. 0 0. 1 4. 3 0. 0 0.0 -0. 0 0. 0 -0.0 -0. 0 0.0 LOAD GROUP DESCRIPTION RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Long. Wind FRAME ID #1 USER NAME;mjdotta DATE;11/12/18 PAGE;1-2 I ms2 60. /18. /23. 542 20./110. JOB NAME; 78516C FILE; frame -2. fro. SUPPORT REACTIONS FOR EACH LOAD GROUP wLOCATION; Gridlines; 2 NOTES1 (1) Ali reactions are in k i psand k i p -ft. TIME; 13; 51; 59 (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. REACTION NOTATIONS HL VL - H1 - H2 f HR 1VL �V1 �V2 �VR LOAD GROUP REACTI❑N TABLE GRIDLINES x = 2 COLUMN DESCRIPTION Roof Dead Load -D COLL -A Load )K -C Roof Snow Load )K -B MD LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 DL 0. 1 1. 1 0. 0 -0. 1 1. 1 0. 0 0. 0 1. 7 0. 0 0. 0 1. 7 0. 0 C❑LL 0. 1 0. 7 0. 0 -0. 1 0. 7 0. 0 0.0 1. 4 0. 0 -0. 0 1.4 0. 0 SNOW 0.6 5. 9 0. 0 -0.6 5.9 0. 0 0.0 11.8 0. 0 -0. 0 11.8 0. 0 MD 0. 1 2. 3 0. 0 -0. 1 2. 3 0. 0 0. 0 4. 0 0. 0 0. 0 4. 0 0. 0 LL 0. 4 4. 7 0. 0 -0. 4 4. 7 01 0 0. 0 9. 4 0. 0 -0. 0 9. 4 01 0 ML 0.3 7. 9 0. 0 -0.3 7.9 0. 0 0.0 14.8 0. 0 0. 0 14.8 0. 0 RBDWEQ -0.2 5. 4 0. 0 0.2 5. 4 0. 0 0.0 0.0 0. 0 -0. 0 0.0 0. 0 EQ -2. 5 -2. 9 0. 0 -2. 5 2. 9 0. 0 -0. 3 4. 2 0. 0 -0. 3 -4. 2 0. 0 RBUPEQ 0.2 -5. 3 -9. 0 -0.2 -5. 3 -9. 0 -0.0 -0. 1 0. 0 0. 0 -0. 1 0. 0 WL1 -2.5 -5. 4 0. 0 -2.7 -1.2 0. 0 -0.0 -5. 1 0. 0 -0. 0 -7.0 0. 0 WL2 -3. 5 -3. 4 0. 0 -1. 7 0. 8 0. 0 -0. 0 -2. 4 0. 0 -0. 0 -4. 3 0. 0 WL3 2. 7 -1. 2 0. 0 2. 5 -5. 4 0. 0 0. 0 -7, 0 0. 0 0. 0 -5. 1 0. 0 WL4 1.7 0. 8 0. 0 3.5 -3. 4 0. 0 0.0 -4. 3 0. 0 0. 0 -2. 4 0. 0 LWL1 2. 0 -4. 2 0. 0 -1. 5 -3. 5 01 0 0. 0 -7. 2 0. 0 0. 0 -3. 6 0. 0 RBUPLW 0.2 -4. 3 -4. 8 -0.2 -4. 3 -4. 8 -0.0 -0.0 0. 0 0. 0 -0.0 0. 0 LWL2 1.5 -3. 5 0. 0 -2.0 -4.2 0. 0 -0.0 -3.6 0. 0 -0. 0 -7.2 0. 0 LWL3 1.0 -2. 2 0. 0 -0.5 -1.5 0. 0 0.0 -4.5 0. 0 0. 0 -0.9 0. 0 LWL4 0.5 -1. 5 0. 0 -1.0 -2.2 0. 0 -0.0 -0.9 0. 0 -0. 0 -4.5 0. 0 LOAD GROUP DL DESCRIPTION Roof Dead Load COLL Roof Collateral Load SNOW Roof Snow Load MD Mezzanine Dead Load LL Roof Live Load ML Mezzanine 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 FRAME ID #1 USER NAME;mjdotta DATE;11/12/18 PAGE;1-3 I ms2 60. /18. /23. 542 20./110. JOB NAME; 78516C FILE; frame -2. fro, SUPPORT REACTIONS FOR EACH LOAD GROUP wLOCATI❑N; Gridlines; 2 NOTES1 (1) A l l reactions are in kips and kip -ft. TIMET 13; 51; 59 (2) The seismic overstrength factor (Omega) is 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 HL f H1 H2 f HR iVL �V1 �V2 �VR F--D7--C --B --A LOAD GROUP REACTION TABLE GRIDLINES x = 2 COLUMN )K -D )K -A )K -C )K -B LOAD GROUP HL VL LNL HR VR LNR H1 V1 LN1 H2 V2 LN2 RS 0. 2 1. 2 0. 0 -0. 2 3. 8 0. 0 0. 0 3. 3 0. 0 0. 0 ill 0 0. 0 LS 0. 2 3. 8 0, 0 -0. 2 1. 2 0. 0 -0. 0 ill 0 0. 0 -0. 0 3. 3 0. 0 RBDWLW -0. 1 4. 3 0. 0 0. 1 4. 3 0. 0 0.0 -0. 0 0. 0 -0.0 -0. 0 0.0 LOAD GROUP DESCRIPTION RS Unbalanced Right Roof Snow Load LS Unbalanced Left Roof Snow Load RBDWLW Downward Acting Rod Brace Load from Long. Wind FRAME DESCRIPTION, USER NAME, DATEi11/12/18 PAGEiEW-2 Endwall EWD JOB NAME178516C FILEsREW4BLDG1 PATH, \\okcsna0l\TS\Jobs\Active\ENG\16-B-78516\ver01-Mjdotta\BLDG-C\ SUPPORT REACTIONS FOR EACH LOAD GROUP NOTE, A l l reactions are in kips and kip -ft. TIMET 131 521 40 REACTION NOTATIONS HL 3-A 3-B 3-C 3-D LOAD GROUP REACTION TABLE LOAD GROUP D DESCRIPTION DEAD L❑AD C COLLATERAL L❑AD L LIVE L❑AD S DESIGN SNOW L❑AD SBAL BALANCED RO❑F SNOW SUR UNBALANCED SNOW - WIND FROM RIGHT T❑ LEFT SUL UNBALANCED SNOW - WIND FROM 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 FROM THE RIGHT WL WIND F❑RCE FROM THE LEFT ER EARTHQUAKE F❑RCE FROM RIGHT EL EARTHQUAKE F❑RCE FROM LEFT Star Building Systems, OKC, OK Page: 5 Bracing Design Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:06 R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\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).................................... 0.188 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).................. 4.451 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 3.737 TOTAL 0.487 @ FRAME LINE 1 1.490 @ BAY 1, 2 0.270 @ FRAME LINE 3 0.5000" ROD 20.000' Transfered = 7.624 1.78 2.60 2.60 4.79 2 5.706 TOTAL 0.774 @ FRAME LINE 1 2.235 @ BAY 1, 2 0.461 @ FRAME LINE 3 0.5000" ROD 10.000' Transfered = 1.919 0.45 0.51 0.51 4.79 3 3.838 TOTAL 0.531 @ FRAME LINE 1 1.490 @ BAY 1, 2 0.326 @ FRAME LINE 3 0.5000" ROD 10.000' Transfered = 1.919 0.45 0.51 0.51 4.79 4 5.706 TOTAL 0.774 @ FRAME LINE 1 2.235 @ BAY 1, 2 0.461 @ FRAME LINE 3 0.5000" ROD 20.000' Transfered = 7.624 1.78 2.60 2.60 4.79 5 3.737 TOTAL 0.487 @ FRAME LINE 1 1.490 @ BAY 1, 2 0.270 @ FRAME LINE 3 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 Roof bracing load E=rhoV; rho=1.30 Star Building Systems, OKC, OK Page: 6 Bracing Design Program User: mjdotta Job Number: 78516C Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:06 R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\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 7.624 Transfered from roof Tier 2 18.00' 3.737 TOTAL 0.487 @ FRAME LINE 1 1.490 @ BAY 1, 2 0.270 @ FRAME LINE 3 Transfered = 11.361 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.83)/((3.25)/(1.00))(11.36) = 2.91 0.7*Omega*V = 0.7*2.00*2.907 = 4.07 Brace T = 4.51 Brace T / Bay = 4.51 / 1 bays = 4.51 Rod Design = 0.5000" ROD Brace Allowable = 5.74 Tier 1 9.00' 24.000 TOTAL 24.000 @ FRAME LINE 1 Transfered = 9.05 0.7*Omega*V = 0.7*2.00*9.049 = 12.67 Brace T = 14.04 Brace T / Bay = 14.04 / 1 bays = 14.04 Rod Design = 0.8750" ROD Brace Allowable = 17.59 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 7.624 Transfered from roof Tier 2 18.00' 3.737 TOTAL 0.487 @ FRAME LINE 1 1.490 @ BAY 1, 2 0.270 @ FRAME LINE 3 Transfered = 11.361 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.83)/((3.25)/(1.00))(11.36) = 2.91 0.7*Omega*V = 0.7*2.00*2.907 = 4.07 Brace T = 4.51 Brace T / Bay = 4.51 / 1 bays = 4.51 Rod Design = 0.5000" ROD Brace Allowable = 5.74 Tier 1 9.00' 24.000 TOTAL 24.000 @ FRAME LINE 1 Transfered = 9.05 0.7*Omega*V = 0.7*2.00*9.049 = 12.67 Brace T = 14.04 Brace T / Bay = 14.04 / 1 bays = 14.04 Rod Design = 0.8750" ROD Brace Allowable = 17.59 Star Building Systems, OKC, OK Page: 26 Design Summary Report Version: 7.04.3 run01 Date: 11/12/18 Start Time: 01:04:20 R:\jobs\Active\Eng\16-B-78516\ver01-mjdotta\BLDG-C\run01\ ------------------------------------------------------------------------------- ***** TRANSVERSE BRACING DESIGN ***** STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWD Loading Condition Horizontal Force --------------------------------------------- ------------------ 1) Lateral Wind Load 1 from SWA to SWC 0.89 2) Lateral Wind Load 2 from SWA to SWC 0.89 3) Lateral Wind Load 1 from SWC to SWA 0.89 4) Lateral Wind Load 2 from SWC to SWA 0.89 5) Lateral Seismic from planes SWA to SWC 4.03 Weight (W) 6) Lateral Seismic from planes SWC to SWA 4.03 Weight (W) --------------------------------------------- ------------------ kips Using Max size 0.5000" RODS in endwall module [ 2] from left to right Width= 20.00 feet Left Height= 20.50 feet Right Height= 20.50 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity (feet) (feet) (kips) (kips) ---- ---------- ------- ------------- ------------- Tier 1 1) 20.50 28.64 1.25 4.79 2) 20.50 28.64 1.25 4.79 3) 20.50 28.64 1.25 4.79 4) 20.50 28.64 1.25 4.79 5) 20.50 28.64 2.02 5.74 6) 20.50 28.64 2.02 5.74 Tier bracing size:0.5000" ROD ---- ---------- ------- ------------- ------------- Star Building Systems, OKC, OK User: mjdotta Page: F2- 1 R-Frame Design Program - Version V7.04 Job : 78516C Input Data Echo File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 \\okcsna01\TS\Jobs\Active\ENG\16-B-78516\ver01-mjdotta\BLDG-C\ -------------------------------------------------------------------------------- VERSION V7.04 BRAND STAR DESCRIPTION ms2 60./18./12.583 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 78516C ANALYZE none *DATASET members brace combinations wind_array connection base BUILDING LABEL C LOCATION frame lines 1 LATERAL GRID LABEL 1 LONGITUDINAL GRID LABEL D C B A NUMBER FRAMES 1 *PRICE complete TYPE ms p cs 60. 60. WIDTH 60. 30. LENGTH 40. EAVE 18. *ROOF SLOPE 1.5 SPANS 3@20. 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 7.02 13.391 2.25 7.565 CODE LABEL 2015 IBC BUILDING CODE IB15 U=Normal DEAD LOAD 2.456 *COLLATERAL LOAD 3. LIVE LOAD 20. SNOW G=25. T=1. S=N WEL=30. WER=30. WML=30. WMR=30. 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=12.583 WALL TRIBUTARY TR= 10.583 S=0. E=18. DESIGN ASD10 LATERAL BRACE LENGTH 18.83 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=1 RA=1 RC=1 GIRT SPACING 7.5 5.1667 GIRT BRACE N C1 PURLIN SPACING 2@4.3811 4@5. PURLIN BRACE C N N C N C LEFT COLUMN BASE W=6. T=0.375 L=18.5 N=2 D=0.75 18. 0. 10. 5. 0.25 0.185 5. 0.25 0. 18. 0. 5. 0.25 0.25 5. 0.25 LEFT RAFTER 1 CONNECTION O=2E I=2E W=6. T=0.75 D=0.75 15.5 0. 0. 5. 0.25 0.134 5. 0.25 0. 15.5 10. 5. 0.25 0.134 5. 0.25 15.5 15.5 2.3385 5. 0.25 0.134 5. 0.25 INTERIOR COLUMN 1 BASE W=6. T=0.375 L=11.5 N=2 D=0.75 11. 11. 0. 5. 0.25 0.185 5. 0.25 CONNECTION O=1F I=1F W=6. T=0.375 D=0.5 BRACE LEFT 9. BRACE RIGHT 9. LEFT RAFTER 2 15.5 15.5 2.6615 5. 0.25 0.134 5. 0.25 15.5 15.5 0. 5. 0.25 0.134 5. 0.25 CONNECTION O=2E I=2E W=6. T=0.375 D=0.75 SYMMETRICAL ALL WIND LOAD WL1 18.446 0.4600 -1.2500 -0.7300 -0.6400 30.000 Left WIND LOAD WL2 18.446 0.8200 -0.8900 -0.3700 -0.2800 30.000 Left WIND LOAD LWL1 18.446 -0.6600 -1.2500 -0.7100 -0.6600 30.000 WIND LOAD LWL2 18.446 -0.6600 -0.7100 -1.2500 -0.6600 30.000 WIND LOAD LWL3 18.446 -0.3000 -0.8900 -0.3500 -0.3000 30.000 WIND LOAD LWL4 18.446 -0.3000 -0.3500 -0.8900 -0.3000 30.000 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 30.000 Right WIND LOAD WL4 18.446 -0.2800 -0.3700 -0.8900 0.8200 30.000 Right WIND LOAD WL1D 7.903 0.4600 -1.2500 -0.7300 -0.6400 30.000 Left WIND LOAD WL2D 7.903 0.8200 -0.8900 -0.3700 -0.2800 30.000 Left WIND LOAD LWL1D 7.903 -0.6600 -1.2500 -0.7100 -0.6600 30.000 WIND LOAD LWL2D 7.903 -0.6600 -0.7100 -1.2500 -0.6600 30.000 WIND LOAD LWL3D 7.903 -0.3000 -0.8900 -0.3500 -0.3000 30.000 WIND LOAD LWL4D 7.903 -0.3000 -0.3500 -0.8900 -0.3000 30.000 WIND LOAD WL3D 7.903 -0.6400 -0.7300 -1.2500 0.4600 30.000 Right WIND LOAD WL4D 7.903 -0.2800 -0.3700 -0.8900 0.8200 30.000 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. COLL 1. SNOW 1. MD *DEFL 60. 120. *PDELTA L 4)1. DL 1. COLL 1. SNOW 1. MD *DEFL 60. 120. *PDELTA R 5)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 6)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 7)1. DL 1. LL 1. COLL 1. MD *DEFL 60. 120. *PDELTA L 8)1. DL 1. LL 1. COLL 1. MD *DEFL 60. 120. *PDELTA R 9)1. DL 1. COLL 1. MD 1. ML *DEFL 60. 120. *PDELTA L 10)1. DL 1. COLL 1. MD 1. ML *DEFL 60. 120. *PDELTA R 11)1. DL 1. COLL 0.75 SNOW 1. MD 0.75 ML *DEFL 60. 120. *PDELTA L 12)1. DL 1. COLL 0.75 SNOW 1. MD 0.75 ML *DEFL 60. 120. *PDELTA R 13)1. DL 0.75 LL 1. COLL 1. MD 0.75 ML *DEFL 60. 120. *PDELTA L 14)1. DL 0.75 LL 1. COLL 1. MD 0.75 ML *DEFL 60. 120. *PDELTA R 15)1.11643 DL 1.11643 COLL 0.91 RBDWEQ 1.11643 MD *DEFL 60. 120. \ *PDELTA L 16)1.11643 DL 1.11643 COLL 0.91 RBDWEQ 1.11643 MD *DEFL 60. 120. \ *PDELTA R 17)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 18)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 19)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 20)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 21)1.11643 DL 1.11643 COLL 0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA L 22)1.11643 DL 1.11643 COLL 0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA R 23)1.11643 DL 1.11643 COLL -0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA L 24)1.11643 DL 1.11643 COLL -0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA R 25)1.08732 DL 1.08732 COLL 0.6825 RBDWEQ 1.08732 MD 0.75 ML *DEFL \ 60. 120. *PDELTA L 26)1.08732 DL 1.08732 COLL 0.6825 RBDWEQ 1.08732 MD 0.75 ML *DEFL \ 60. 120. *PDELTA R 27)1.08732 DL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA L 28)1.08732 DL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA R 29)1.08732 DL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA \ L 30)1.08732 DL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA \ R 31)1.08732 DL 1.08732 COLL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA L 32)1.08732 DL 1.08732 COLL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA R 33)1.08732 DL 1.08732 COLL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA L 34)1.08732 DL 1.08732 COLL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA R 35)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 36)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 37)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 38)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 39)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 40)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 41)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA L 42)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA R 43)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD *TYPE R *APP B *PDELTA \ L 44)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD *TYPE R *APP B *PDELTA \ R 45)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA L 46)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA R 47)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA L 48)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA R 49)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA L 50)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA R 51)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA L 52)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA R 53)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA L 54)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA R 55)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA L 56)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA R 57)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA L 58)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA R 59)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA L 60)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA R 61)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA L 62)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA R 63)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA L 64)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA R 65)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA L 66)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA R 67)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA L 68)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA R 69)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA L 70)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA R 71)1. DL 0.6 WL1 *PDELTA L 72)1. DL 0.6 WL1 *PDELTA R 73)1. DL 0.6 WL2 *PDELTA L 74)1. DL 0.6 WL2 *PDELTA R 75)1. DL 0.6 WL3 *PDELTA L 76)1. DL 0.6 WL3 *PDELTA R 77)1. DL 0.6 WL4 *PDELTA L 78)1. DL 0.6 WL4 *PDELTA R 79)0.6 DL 0.6 WL1 *PDELTA L 80)0.6 DL 0.6 WL1 *PDELTA R 81)0.6 DL 0.6 WL2 *PDELTA L 82)0.6 DL 0.6 WL2 *PDELTA R 83)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 84)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 85)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 86)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 87)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 88)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 89)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 90)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 91)0.6 DL 0.6 WL3 *PDELTA L 92)0.6 DL 0.6 WL3 *PDELTA R 93)0.6 DL 0.6 WL4 *PDELTA L 94)0.6 DL 0.6 WL4 *PDELTA R 95)0.6 MWL1 *TYPE M 96)0.6 MWL2 *TYPE M 97)1. DL 1. COLL 0.6 WL1 1. MD *PDELTA L 98)1. DL 1. COLL 0.6 WL1 1. MD *PDELTA R 99)1. DL 1. COLL 0.6 WL2 1. MD *PDELTA L 100)1. DL 1. COLL 0.6 WL2 1. MD *PDELTA R 101)1. DL 1. COLL 0.6 WL3 1. MD *PDELTA L 102)1. DL 1. COLL 0.6 WL3 1. MD *PDELTA R 103)1. DL 1. COLL 0.6 WL4 1. MD *PDELTA L 104)1. DL 1. COLL 0.6 WL4 1. MD *PDELTA R 105)1. DL 0.45 WL1 1. MD 0.75 ML *PDELTA L 106)1. DL 0.45 WL1 1. MD 0.75 ML *PDELTA R 107)1. DL 0.45 WL2 1. MD 0.75 ML *PDELTA L 108)1. DL 0.45 WL2 1. MD 0.75 ML *PDELTA R 109)1. DL 0.45 LWL1 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 110)1. DL 0.45 LWL1 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 111)1. DL 0.45 LWL2 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 112)1. DL 0.45 LWL2 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 113)1. DL 0.45 LWL3 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 114)1. DL 0.45 LWL3 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 115)1. DL 0.45 LWL4 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 116)1. DL 0.45 LWL4 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 117)1. DL 0.45 WL3 1. MD 0.75 ML *PDELTA L 118)1. DL 0.45 WL3 1. MD 0.75 ML *PDELTA R 119)1. DL 0.45 WL4 1. MD 0.75 ML *PDELTA L 120)1. DL 0.45 WL4 1. MD 0.75 ML *PDELTA R 121)1. DL 1. MD 0.75 ML 0.6 MWL1 *PDELTA L 122)1. DL 1. MD 0.75 ML 0.6 MWL1 *PDELTA R 123)1. DL 1. MD 0.75 ML 0.6 MWL2 *PDELTA L 124)1. DL 1. MD 0.75 ML 0.6 MWL2 *PDELTA R 125)1. DL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA L 126)1. DL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA R 127)1. DL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA L 128)1. DL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA R 129)1. DL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA L 130)1. DL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA R 131)1. DL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA L 132)1. DL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA R 133)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA L 134)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA R 135)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA L 136)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA R 137)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA L 138)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA R 139)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA L 140)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA R 141)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 142)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 143)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 144)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 145)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 146)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 147)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 148)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 149)1. DL 1. COLL 0.75 SNOW 0.45 WL1 1. MD 0.75 ML *PDELTA L 150)1. DL 1. COLL 0.75 SNOW 0.45 WL1 1. MD 0.75 ML *PDELTA R 151)1. DL 1. COLL 0.75 SNOW 0.45 WL2 1. MD 0.75 ML *PDELTA L 152)1. DL 1. COLL 0.75 SNOW 0.45 WL2 1. MD 0.75 ML *PDELTA R 153)1. DL 1. COLL 0.75 SNOW 0.45 WL3 1. MD 0.75 ML *PDELTA L 154)1. DL 1. COLL 0.75 SNOW 0.45 WL3 1. MD 0.75 ML *PDELTA R 155)1. DL 1. COLL 0.75 SNOW 0.45 WL4 1. MD 0.75 ML *PDELTA L 156)1. DL 1. COLL 0.75 SNOW 0.45 WL4 1. MD 0.75 ML *PDELTA R 157)1. DL 0.75 LL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA L 158)1. DL 0.75 LL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA R 159)1. DL 0.75 LL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA L 160)1. DL 0.75 LL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA R 161)1. DL 0.75 LL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA L 162)1. DL 0.75 LL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA R 163)1. DL 0.75 LL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA L 164)1. DL 0.75 LL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA R 165)1. DL 1. COLL 1. RS *PDELTA L 166)1. DL 1. COLL 1. RS *PDELTA R 167)1. DL 1. COLL 1. RS 1. MD *PDELTA L 168)1. DL 1. COLL 1. RS 1. MD *PDELTA R 169)1. DL 1. COLL 1. LS *PDELTA L 170)1. DL 1. COLL 1. LS *PDELTA R 171)1. DL 1. COLL 1. LS 1. MD *PDELTA L 172)1. DL 1. COLL 1. LS 1. MD *PDELTA R 173)1. DL 1. COLL 0.6 LWL1 1. MD 0.6 RBDWLW *PDELTA L 174)1. DL 1. COLL 0.6 LWL1 1. MD 0.6 RBDWLW *PDELTA R 175)1. DL 1. COLL 0.6 LWL2 1. MD 0.6 RBDWLW *PDELTA L 176)1. DL 1. COLL 0.6 LWL2 1. MD 0.6 RBDWLW *PDELTA R 177)1. DL 1. COLL 0.6 LWL3 1. MD 0.6 RBDWLW *PDELTA L 178)1. DL 1. COLL 0.6 LWL3 1. MD 0.6 RBDWLW *PDELTA R 179)1. DL 1. COLL 0.6 LWL4 1. MD 0.6 RBDWLW *PDELTA L 180)1. DL 1. COLL 0.6 LWL4 1. MD 0.6 RBDWLW *PDELTA R 181)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA L 182)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA R 183)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA L 184)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA R 185)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA L 186)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA R 187)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA L 188)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA R 189)1. LL *DEFL 60. 180. *TYPE D 190)1. SNOW *DEFL 60. 180. *TYPE D 191)1. LS *DEFL 60. 180. *TYPE D 192)1. RS *DEFL 60. 180. *TYPE D 193)1. WL1D *DEFL 60. 180. *TYPE D 194)1. WL2D *DEFL 60. 180. *TYPE D 195)1. LWL1D *DEFL 60. 180. *TYPE D 196)1. LWL2D *DEFL 60. 180. *TYPE D 197)1. LWL3D *DEFL 60. 180. *TYPE D 198)1. LWL4D *DEFL 60. 180. *TYPE D 199)1. WL3D *DEFL 60. 180. *TYPE D 200)1. WL4D *DEFL 60. 180. *TYPE D 201)1.36633 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 202)1.36633 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 203)0.73367 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 204)0.73367 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 205)1.36633 DL 1.36633 COLL 1.36633 MD 1. EQ *DEFL 40. 0. *TYPE D \ *EQCD 3.0 206)1.36633 DL 1.36633 COLL 1.36633 MD -1. EQ *DEFL 40. 0. *TYPE D \ *EQCD 3.0 LOADS RC EQDW GLOB M C 18.000000 0.290000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 18.000000 0.290000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC RBUPLW GLOB Y C 9.000000 2.152000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 2.152000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 4.783000 0.000000 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 9.000000 2.152000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 2.152000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 4.783000 0.000000 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 18.000000 -2.152000 0.916700 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 9.000000 -2.152000 0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 18.000000 -2.152000 -0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 9.000000 -2.152000 -0.916700 \ # WIND BRACE FORCE LC RBUPEQ GLOB Y C 9.000000 1.308000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 4.072000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 9.049000 0.000000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 9.000000 1.308000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 4.072000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 9.049000 0.000000 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 18.000000 -1.308000 0.916700 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 9.000000 -4.072000 0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 18.000000 -1.308000 -0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 9.000000 -4.072000 -0.916700 \ # SEISMIC BRACE FORCE LC MD GLOB Y C 9.000000 -2.250000 2.000000 \ #USER INPUT LOAD LC ML GLOB Y C 9.000000 -7.800000 2.000000 \ #USER INPUT LOAD RC MD GLOB Y C 9.000000 -2.250000 -2.000000 \ #USER INPUT LOAD RC ML GLOB Y C 9.000000 -7.800000 -2.000000 \ #USER INPUT LOAD IC1 MD GLOB Y C 9.000000 -4.020000 0.000000 \ #USER INPUT LOAD IC1 ML GLOB Y C 9.000000 -14.890000 0.000000 \ #USER INPUT LOAD IC2 MD GLOB Y C 9.000000 -4.020000 0.000000 \ #USER INPUT LOAD IC2 ML GLOB Y C 9.000000 -14.890000 0.000000 \ #USER INPUT LOAD IC1 LWL1 GLOB X U 0.000000 0.350052 0.000000 #LOAD TO COLUMN IC1 LWL2 GLOB X U 0.000000 0.350052 0.000000 #LOAD TO COLUMN IC1 LWL3 GLOB X U 0.000000 -0.350052 0.000000 #LOAD TO COLUMN IC1 LWL4 GLOB X U 0.000000 -0.350052 0.000000 #LOAD TO COLUMN IC1 LWL1 GLOB X C 19.139999 -3.350000 0.000000 \ #COUNTERACTING LOAD IC1 LWL2 GLOB X C 19.139999 -3.350000 0.000000 \ #COUNTERACTING LOAD IC1 LWL3 GLOB X C 19.139999 3.350000 0.000000 \ #COUNTERACTING LOAD IC1 LWL4 GLOB X C 19.139999 3.350000 0.000000 \ #COUNTERACTING LOAD IC1 LWL1 GLOB X C 0.010000 -3.350000 0.000000 \ #REACTION FIX IC1 LWL1 GLOB L C 0.010000 3.350000 0.000000 \ #REACTION FIX IC1 LWL2 GLOB X C 0.010000 -3.350000 0.000000 \ #REACTION FIX IC1 LWL2 GLOB L C 0.010000 3.350000 0.000000 \ #REACTION FIX IC1 LWL3 GLOB X C 0.010000 3.350000 0.000000 \ #REACTION FIX IC1 LWL3 GLOB L C 0.010000 -3.350000 0.000000 \ #REACTION FIX IC1 LWL4 GLOB X C 0.010000 3.350000 0.000000 \ #REACTION FIX IC1 LWL4 GLOB L C 0.010000 -3.350000 0.000000 \ #REACTION FIX IC2 LWL1 GLOB X U 0.000000 0.350052 0.000000 #LOAD TO COLUMN IC2 LWL2 GLOB X U 0.000000 0.350052 0.000000 #LOAD TO COLUMN IC2 LWL3 GLOB X U 0.000000 -0.350052 0.000000 #LOAD TO COLUMN IC2 LWL4 GLOB X U 0.000000 -0.350052 0.000000 #LOAD TO COLUMN IC2 LWL1 GLOB X C 19.139999 -3.350000 0.000000 \ #COUNTERACTING LOAD IC2 LWL2 GLOB X C 19.139999 -3.350000 0.000000 \ #COUNTERACTING LOAD IC2 LWL3 GLOB X C 19.139999 3.350000 0.000000 \ #COUNTERACTING LOAD IC2 LWL4 GLOB X C 19.139999 3.350000 0.000000 \ #COUNTERACTING LOAD IC2 LWL1 GLOB X C 0.010000 -3.350000 0.000000 \ #REACTION FIX IC2 LWL1 GLOB L C 0.010000 3.350000 0.000000 \ #REACTION FIX IC2 LWL2 GLOB X C 0.010000 -3.350000 0.000000 \ #REACTION FIX IC2 LWL2 GLOB L C 0.010000 3.350000 0.000000 \ #REACTION FIX IC2 LWL3 GLOB X C 0.010000 3.350000 0.000000 \ #REACTION FIX IC2 LWL3 GLOB L C 0.010000 -3.350000 0.000000 \ #REACTION FIX IC2 LWL4 GLOB X C 0.010000 3.350000 0.000000 \ #REACTION FIX IC2 LWL4 GLOB L C 0.010000 -3.350000 0.000000 \ #REACTION FIX END Star Building Systems, OKC, OK User: mjdotta Page: F2- 2 R-Frame Design Program - Version V7.04 Job : 78516C Building Grid label legend File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : C Frame Number : 2 No. of Frames : 1 Left Column : Column @ * - D Right Column : Column @ * - A Interior Column # 1: Column @ * - C Interior Column # 2: Column @ * - B *Frames located @ 1 Star Building Systems, OKC, OK User: mjdotta Page: F2- 3 R-Frame Design Program - Version V7.04 Job : 78516C Code Summary Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Building :C Frame Number :2 Location: frame lines 1 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)............... 60.000 Horizontal distance to ridge from left side (feet).................. 30.000 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)............................ 10.583 ..................................from Height 0.00 to Height 18.00 Tributary Width roof (feet)......................................... 12.583 Frame Spans 1 to 3 (feet) 20.000 20.000 20.000 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)..................................... 2.456 Frame Rafter Dead Weight (psf)...................................... 1.234 Total Roof Dead Weight (psf)........................................ 3.690 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.................... 1.000 Snow Thermal Factor Used [Ct]Heated Building........................ 1.000 Slippery & Unobstructed Roof Surface................................ No Roof Snow Load [Pf = 20.0*I] (psf).................................. 20.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 20.000 Flat Roof Snow Load [Pf] (psf)...................................... 20.000 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).. 17.500 UNBALANCED SNOW LOADING(s) -------------------------- Unbalanced Roof Snow w/Wind From Left Load at Left Side (psf).................. 5.250 Load at Right Peak (psf)................. 28.172 Load at Right Eave (psf)................. 17.500 Drift Load Length Right (ft)............. 13.198 Unbalanced Roof Snow w/Wind From Right Load at Left Eave (psf).................. 17.500 Load at Left Peak (psf).................. 28.172 Drift Load Length Left (ft).............. 13.198 Load at Right Side (psf)................. 5.250 Star Building Systems, OKC, OK User: mjdotta Page: F2- 4 R-Frame Design Program - Version V7.04 Job : 78516C Wind Summary Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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)............................................ 60.000 Total building length (feet)........................................ 40.000 Number of primary wind loadings .................................... 18 Star Building Systems, OKC, OK User: mjdotta Page: F2- 5 R-Frame Design Program - Version V7.04 Job : 78516C Continue Wind Summary Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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: mjdotta Page: F2- 6 R-Frame Design Program - Version V7.04 Job : 78516C Load Combinations Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +SNOW (SOA-L) N A P 2) DL +COLL +SNOW (SOA-R) N A P 3) DL +COLL +SNOW +MD (SOA-L) N A P 4) DL +COLL +SNOW +MD (SOA-R) N A P 5) DL +LL +COLL (SOA-L) N A P 6) DL +LL +COLL (SOA-R) N A P 7) DL +LL +COLL +MD (SOA-L) N A P 8) DL +LL +COLL +MD (SOA-R) N A P 9) DL +COLL +MD +ML (SOA-L) N A P 10) DL +COLL +MD +ML (SOA-R) N A P 11) DL +COLL +0.75SNOW +MD +0.75ML (SOA-L) N A P 12) DL +COLL +0.75SNOW +MD +0.75ML (SOA-R) N A P 13) DL +0.75LL +COLL +MD +0.75ML (SOA-L) N A P 14) DL +0.75LL +COLL +MD +0.75ML (SOA-R) N A P 15) 1.1164DL +1.1164COLL +0.91RBDWEQ +1.1164MD (SOA-L) N A P 16) 1.1164DL +1.1164COLL +0.91RBDWEQ +1.1164MD (SOA-R) N A P 17) 1.1164DL +0.91EQ (SOA-L) N A P 18) 1.1164DL +0.91EQ (SOA-R) N A P 19) 1.1164DL -0.91EQ (SOA-L) N A P 20) 1.1164DL -0.91EQ (SOA-R) N A P 21) 1.1164DL +1.1164COLL +0.91EQ +1.1164MD (SOA-L) N A P 22) 1.1164DL +1.1164COLL +0.91EQ +1.1164MD (SOA-R) N A P 23) 1.1164DL +1.1164COLL -0.91EQ +1.1164MD (SOA-L) N A P 24) 1.1164DL +1.1164COLL -0.91EQ +1.1164MD (SOA-R) N A P 25) 1.0873DL +1.0873COLL +0.6825RBDWEQ +1.0873MD +0.75ML (SOA-L ) N A P 26) 1.0873DL +1.0873COLL +0.6825RBDWEQ +1.0873MD +0.75ML (SOA-R ) N A P 27) 1.0873DL +0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 28) 1.0873DL +0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 29) 1.0873DL -0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 30) 1.0873DL -0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 31) 1.0873DL +1.0873COLL +0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 32) 1.0873DL +1.0873COLL +0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 33) 1.0873DL +1.0873COLL -0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 34) 1.0873DL +1.0873COLL -0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 35) 0.4836DL +0.91RBUPEQ (SOA-L) N A P 36) 0.4836DL +0.91RBUPEQ (SOA-R) N A P 37) 0.4836DL +0.91EQ (SOA-L) N A P 38) 0.4836DL +0.91EQ (SOA-R) N A P 39) 0.4836DL -0.91EQ (SOA-L) N A P 40) 0.4836DL -0.91EQ (SOA-R) N A P 41) 0.7337DL +2.RBUPEQ (SOA-L) N B R P 42) 0.7337DL +2.RBUPEQ (SOA-R) N B R P 43) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD (SOA-L) N B R P 44) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD (SOA-R) N B R P 45) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD +ML (SOA-L) N B R P 46) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD +ML (SOA-R) N B R P 47) 0.7337DL +2.5EQ (SOA-L) N B R P 48) 0.7337DL +2.5EQ (SOA-R) N B R P Star Building Systems, OKC, OK User: mjdotta Page: F2- 7 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Load Combination : ------------------ 49) 0.7337DL -2.5EQ (SOA-L) N B R P 50) 0.7337DL -2.5EQ (SOA-R) N B R P 51) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD (SOA-L) N B R P 52) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD (SOA-R) N B R P 53) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD (SOA-L) N B R P 54) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD (SOA-R) N B R P 55) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD +ML (SOA-L) N B R P 56) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD +ML (SOA-R) N B R P 57) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD +ML (SOA-L) N B R P 58) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD +ML (SOA-R) N B R P 59) 0.7337DL +3.5EQ (SOA-L) N K R P 60) 0.7337DL +3.5EQ (SOA-R) N K R P 61) 0.7337DL -3.5EQ (SOA-L) N K R P 62) 0.7337DL -3.5EQ (SOA-R) N K R P 63) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD (SOA-L) N K R P 64) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD (SOA-R) N K R P 65) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD (SOA-L) N K R P 66) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD (SOA-R) N K R P 67) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD +ML (SOA-L) N K R P 68) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD +ML (SOA-R) N K R P 69) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD +ML (SOA-L) N K R P 70) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD +ML (SOA-R) N K R P 71) DL +0.6WL1 (SOA-L) N A P 72) DL +0.6WL1 (SOA-R) N A P 73) DL +0.6WL2 (SOA-L) N A P 74) DL +0.6WL2 (SOA-R) N A P 75) DL +0.6WL3 (SOA-L) N A P 76) DL +0.6WL3 (SOA-R) N A P 77) DL +0.6WL4 (SOA-L) N A P 78) DL +0.6WL4 (SOA-R) N A P 79) 0.6DL +0.6WL1 (SOA-L) N A P 80) 0.6DL +0.6WL1 (SOA-R) N A P 81) 0.6DL +0.6WL2 (SOA-L) N A P 82) 0.6DL +0.6WL2 (SOA-R) N A P 83) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-L) N A P 84) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-R) N A P 85) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-L) N A P 86) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-R) N A P 87) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-L) N A P 88) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-R) N A P 89) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-L) N A P 90) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-R) N A P 91) 0.6DL +0.6WL3 (SOA-L) N A P 92) 0.6DL +0.6WL3 (SOA-R) N A P 93) 0.6DL +0.6WL4 (SOA-L) N A P 94) 0.6DL +0.6WL4 (SOA-R) N A P 95) 0.6MWL1 N M 96) 0.6MWL2 N M 97) DL +COLL +0.6WL1 +MD (SOA-L) N A P 98) DL +COLL +0.6WL1 +MD (SOA-R) N A P Star Building Systems, OKC, OK User: mjdotta Page: F2- 8 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Load Combination : ------------------ 99) DL +COLL +0.6WL2 +MD (SOA-L) N A P 100) DL +COLL +0.6WL2 +MD (SOA-R) N A P 101) DL +COLL +0.6WL3 +MD (SOA-L) N A P 102) DL +COLL +0.6WL3 +MD (SOA-R) N A P 103) DL +COLL +0.6WL4 +MD (SOA-L) N A P 104) DL +COLL +0.6WL4 +MD (SOA-R) N A P 105) DL +0.45WL1 +MD +0.75ML (SOA-L) N A P 106) DL +0.45WL1 +MD +0.75ML (SOA-R) N A P 107) DL +0.45WL2 +MD +0.75ML (SOA-L) N A P 108) DL +0.45WL2 +MD +0.75ML (SOA-R) N A P 109) DL +0.45LWL1 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 110) DL +0.45LWL1 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 111) DL +0.45LWL2 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 112) DL +0.45LWL2 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 113) DL +0.45LWL3 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 114) DL +0.45LWL3 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 115) DL +0.45LWL4 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 116) DL +0.45LWL4 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 117) DL +0.45WL3 +MD +0.75ML (SOA-L) N A P 118) DL +0.45WL3 +MD +0.75ML (SOA-R) N A P 119) DL +0.45WL4 +MD +0.75ML (SOA-L) N A P 120) DL +0.45WL4 +MD +0.75ML (SOA-R) N A P 121) DL +MD +0.75ML +0.6MWL1 (SOA-L) N A P 122) DL +MD +0.75ML +0.6MWL1 (SOA-R) N A P 123) DL +MD +0.75ML +0.6MWL2 (SOA-L) N A P 124) DL +MD +0.75ML +0.6MWL2 (SOA-R) N A P 125) DL +COLL +0.45WL1 +MD +0.75ML (SOA-L) N A P 126) DL +COLL +0.45WL1 +MD +0.75ML (SOA-R) N A P 127) DL +COLL +0.45WL2 +MD +0.75ML (SOA-L) N A P 128) DL +COLL +0.45WL2 +MD +0.75ML (SOA-R) N A P 129) DL +COLL +0.45WL3 +MD +0.75ML (SOA-L) N A P 130) DL +COLL +0.45WL3 +MD +0.75ML (SOA-R) N A P 131) DL +COLL +0.45WL4 +MD +0.75ML (SOA-L) N A P 132) DL +COLL +0.45WL4 +MD +0.75ML (SOA-R) N A P 133) DL +COLL +0.75SNOW +0.45WL1 (SOA-L) N A P 134) DL +COLL +0.75SNOW +0.45WL1 (SOA-R) N A P 135) DL +COLL +0.75SNOW +0.45WL2 (SOA-L) N A P 136) DL +COLL +0.75SNOW +0.45WL2 (SOA-R) N A P 137) DL +COLL +0.75SNOW +0.45WL3 (SOA-L) N A P 138) DL +COLL +0.75SNOW +0.45WL3 (SOA-R) N A P 139) DL +COLL +0.75SNOW +0.45WL4 (SOA-L) N A P 140) DL +COLL +0.75SNOW +0.45WL4 (SOA-R) N A P 141) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 142) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P 143) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 144) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 145) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 146) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 147) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 148) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P Star Building Systems, OKC, OK User: mjdotta Page: F2- 9 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Load Combination : ------------------ 149) DL +COLL +0.75SNOW +0.45WL1 +MD +0.75ML (SOA-L) N A P 150) DL +COLL +0.75SNOW +0.45WL1 +MD +0.75ML (SOA-R) N A P 151) DL +COLL +0.75SNOW +0.45WL2 +MD +0.75ML (SOA-L) N A P 152) DL +COLL +0.75SNOW +0.45WL2 +MD +0.75ML (SOA-R) N A P 153) DL +COLL +0.75SNOW +0.45WL3 +MD +0.75ML (SOA-L) N A P 154) DL +COLL +0.75SNOW +0.45WL3 +MD +0.75ML (SOA-R) N A P 155) DL +COLL +0.75SNOW +0.45WL4 +MD +0.75ML (SOA-L) N A P 156) DL +COLL +0.75SNOW +0.45WL4 +MD +0.75ML (SOA-R) N A P 157) DL +0.75LL +COLL +0.45WL1 +MD +0.75ML (SOA-L) N A P 158) DL +0.75LL +COLL +0.45WL1 +MD +0.75ML (SOA-R) N A P 159) DL +0.75LL +COLL +0.45WL2 +MD +0.75ML (SOA-L) N A P 160) DL +0.75LL +COLL +0.45WL2 +MD +0.75ML (SOA-R) N A P 161) DL +0.75LL +COLL +0.45WL3 +MD +0.75ML (SOA-L) N A P 162) DL +0.75LL +COLL +0.45WL3 +MD +0.75ML (SOA-R) N A P 163) DL +0.75LL +COLL +0.45WL4 +MD +0.75ML (SOA-L) N A P 164) DL +0.75LL +COLL +0.45WL4 +MD +0.75ML (SOA-R) N A P 165) DL +COLL +RS (SOA-L) N A P 166) DL +COLL +RS (SOA-R) N A P 167) DL +COLL +RS +MD (SOA-L) N A P 168) DL +COLL +RS +MD (SOA-R) N A P 169) DL +COLL +LS (SOA-L) N A P 170) DL +COLL +LS (SOA-R) N A P 171) DL +COLL +LS +MD (SOA-L) N A P 172) DL +COLL +LS +MD (SOA-R) N A P 173) DL +COLL +0.6LWL1 +MD +0.6RBDWLW (SOA-L) N A P 174) DL +COLL +0.6LWL1 +MD +0.6RBDWLW (SOA-R) N A P 175) DL +COLL +0.6LWL2 +MD +0.6RBDWLW (SOA-L) N A P 176) DL +COLL +0.6LWL2 +MD +0.6RBDWLW (SOA-R) N A P 177) DL +COLL +0.6LWL3 +MD +0.6RBDWLW (SOA-L) N A P 178) DL +COLL +0.6LWL3 +MD +0.6RBDWLW (SOA-R) N A P 179) DL +COLL +0.6LWL4 +MD +0.6RBDWLW (SOA-L) N A P 180) DL +COLL +0.6LWL4 +MD +0.6RBDWLW (SOA-R) N A P 181) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-L) N A P 182) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-R) N A P 183) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-L) N A P 184) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-R) N A P 185) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-L) N A P 186) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-R) N A P 187) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-L) N A P 188) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-R) N A P 189) LL D 190) SNOW D 191) LS D 192) RS D 193) WL1D D 194) WL2D D 195) LWL1D D 196) LWL2D D 197) LWL3D D 198) LWL4D D Star Building Systems, OKC, OK User: mjdotta Page: F2- 10 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Load Combination : ------------------ 199) WL3D D 200) WL4D D 201) 1.3663DL +EQ D E 202) 1.3663DL -EQ D E 203) 0.7337DL +EQ D E 204) 0.7337DL -EQ D E 205) 1.3663DL +1.3663COLL +1.3663MD +EQ D E 206) 1.3663DL +1.3663COLL +1.3663MD -EQ D E Star Building Systems, OKC, OK User: mjdotta Page: F2- 11 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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 MD = Mezzanine Dead Load LL = Roof Live Load ML = Mezzanine 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: mjdotta Page: F2- 12 R-Frame Design Program - Version V7.04 Job : 78516C User Load Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.2900 0.0000 0.000 2 LC EQDW GLOB M C 18.000 0.2900 0.0000 0.000 3 LC RBUPLW GLOB Y C 9.000 2.1520 0.0000 0.917 4 LC RBUPLW GLOB Y C 0.010 2.1520 0.0000 0.917 5 LC RBUPLW GLOB L C 0.010 4.7830 0.0000 0.000 6 RC RBUPLW GLOB Y C 9.000 2.1520 0.0000 -0.917 7 RC RBUPLW GLOB Y C 0.010 2.1520 0.0000 -0.917 8 RC RBUPLW GLOB L C 0.010 4.7830 0.0000 0.000 9 LC RBDWLW GLOB Y C 18.000 -2.1520 0.0000 0.917 10 LC RBDWLW GLOB Y C 9.000 -2.1520 0.0000 0.917 11 RC RBDWLW GLOB Y C 18.000 -2.1520 0.0000 -0.917 12 RC RBDWLW GLOB Y C 9.000 -2.1520 0.0000 -0.917 13 LC RBUPEQ GLOB Y C 9.000 1.3080 0.0000 0.917 14 LC RBUPEQ GLOB Y C 0.010 4.0720 0.0000 0.917 15 LC RBUPEQ GLOB L C 0.010 9.0490 0.0000 0.000 16 RC RBUPEQ GLOB Y C 9.000 1.3080 0.0000 -0.917 17 RC RBUPEQ GLOB Y C 0.010 4.0720 0.0000 -0.917 18 RC RBUPEQ GLOB L C 0.010 9.0490 0.0000 0.000 19 LC RBDWEQ GLOB Y C 18.000 -1.3080 0.0000 0.917 20 LC RBDWEQ GLOB Y C 9.000 -4.0720 0.0000 0.917 21 RC RBDWEQ GLOB Y C 18.000 -1.3080 0.0000 -0.917 22 RC RBDWEQ GLOB Y C 9.000 -4.0720 0.0000 -0.917 23 LC MD GLOB Y C 9.000 -2.2500 0.0000 2.000 24 LC ML GLOB Y C 9.000 -7.8000 0.0000 2.000 25 RC MD GLOB Y C 9.000 -2.2500 0.0000 -2.000 26 RC ML GLOB Y C 9.000 -7.8000 0.0000 -2.000 27 IC1 MD GLOB Y C 9.000 -4.0200 0.0000 0.000 28 IC1 ML GLOB Y C 9.000 -14.8900 0.0000 0.000 29 IC2 MD GLOB Y C 9.000 -4.0200 0.0000 0.000 30 IC2 ML GLOB Y C 9.000 -14.8900 0.0000 0.000 31 IC1 LWL1 GLOB X U 0.000 0.3501 0.0000 0.000 32 IC1 LWL2 GLOB X U 0.000 0.3501 0.0000 0.000 33 IC1 LWL3 GLOB X U 0.000 -0.3501 0.0000 0.000 34 IC1 LWL4 GLOB X U 0.000 -0.3501 0.0000 0.000 35 IC1 LWL1 GLOB X C 19.140 -3.3500 0.0000 0.000 36 IC1 LWL2 GLOB X C 19.140 -3.3500 0.0000 0.000 37 IC1 LWL3 GLOB X C 19.140 3.3500 0.0000 0.000 38 IC1 LWL4 GLOB X C 19.140 3.3500 0.0000 0.000 39 IC1 LWL1 GLOB X C 0.010 -3.3500 0.0000 0.000 40 IC1 LWL1 GLOB L C 0.010 3.3500 0.0000 0.000 41 IC1 LWL2 GLOB X C 0.010 -3.3500 0.0000 0.000 42 IC1 LWL2 GLOB L C 0.010 3.3500 0.0000 0.000 43 IC1 LWL3 GLOB X C 0.010 3.3500 0.0000 0.000 44 IC1 LWL3 GLOB L C 0.010 -3.3500 0.0000 0.000 45 IC1 LWL4 GLOB X C 0.010 3.3500 0.0000 0.000 46 IC1 LWL4 GLOB L C 0.010 -3.3500 0.0000 0.000 47 IC2 LWL1 GLOB X U 0.000 0.3501 0.0000 0.000 48 IC2 LWL2 GLOB X U 0.000 0.3501 0.0000 0.000 49 IC2 LWL3 GLOB X U 0.000 -0.3501 0.0000 0.000 50 IC2 LWL4 GLOB X U 0.000 -0.3501 0.0000 0.000 51 IC2 LWL1 GLOB X C 19.140 -3.3500 0.0000 0.000 52 IC2 LWL2 GLOB X C 19.140 -3.3500 0.0000 0.000 53 IC2 LWL3 GLOB X C 19.140 3.3500 0.0000 0.000 54 IC2 LWL4 GLOB X C 19.140 3.3500 0.0000 0.000 55 IC2 LWL1 GLOB X C 0.010 -3.3500 0.0000 0.000 56 IC2 LWL1 GLOB L C 0.010 3.3500 0.0000 0.000 57 IC2 LWL2 GLOB X C 0.010 -3.3500 0.0000 0.000 58 IC2 LWL2 GLOB L C 0.010 3.3500 0.0000 0.000 59 IC2 LWL3 GLOB X C 0.010 3.3500 0.0000 0.000 60 IC2 LWL3 GLOB L C 0.010 -3.3500 0.0000 0.000 61 IC2 LWL4 GLOB X C 0.010 3.3500 0.0000 0.000 62 IC2 LWL4 GLOB L C 0.010 -3.3500 0.0000 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F2- 13 R-Frame Design Program - Version V7.04 Job : 78516C Load Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.2900 N/A 0.000 2 LC EQDW GLOB M C 18.000 0.2900 N/A 0.000 3 LC RBUPLW GLOB Y C 9.000 2.1520 N/A 0.917 4 LC RBUPLW GLOB Y C 0.010 2.1520 N/A 0.917 5 LC RBUPLW GLOB L C 0.010 4.7830 N/A 0.000 6 RC RBUPLW GLOB Y C 9.000 2.1520 N/A -0.917 7 RC RBUPLW GLOB Y C 0.010 2.1520 N/A -0.917 8 RC RBUPLW GLOB L C 0.010 4.7830 N/A 0.000 9 LC RBDWLW GLOB Y C 18.000 -2.1520 N/A 0.917 10 LC RBDWLW GLOB Y C 9.000 -2.1520 N/A 0.917 11 RC RBDWLW GLOB Y C 18.000 -2.1520 N/A -0.917 12 RC RBDWLW GLOB Y C 9.000 -2.1520 N/A -0.917 13 LC RBUPEQ GLOB Y C 9.000 1.3080 N/A 0.917 14 LC RBUPEQ GLOB Y C 0.010 4.0720 N/A 0.917 15 LC RBUPEQ GLOB L C 0.010 9.0490 N/A 0.000 16 RC RBUPEQ GLOB Y C 9.000 1.3080 N/A -0.917 17 RC RBUPEQ GLOB Y C 0.010 4.0720 N/A -0.917 18 RC RBUPEQ GLOB L C 0.010 9.0490 N/A 0.000 19 LC RBDWEQ GLOB Y C 18.000 -1.3080 N/A 0.917 20 LC RBDWEQ GLOB Y C 9.000 -4.0720 N/A 0.917 21 RC RBDWEQ GLOB Y C 18.000 -1.3080 N/A -0.917 22 RC RBDWEQ GLOB Y C 9.000 -4.0720 N/A -0.917 23 LC MD GLOB Y C 9.000 -2.2500 N/A 2.000 24 LC ML GLOB Y C 9.000 -7.8000 N/A 2.000 25 RC MD GLOB Y C 9.000 -2.2500 N/A -2.000 26 RC ML GLOB Y C 9.000 -7.8000 N/A -2.000 27 IC1 MD GLOB Y C 9.000 -4.0200 N/A 0.000 28 IC1 ML GLOB Y C 9.000 -14.8900 N/A 0.000 29 IC2 MD GLOB Y C 9.000 -4.0200 N/A 0.000 30 IC2 ML GLOB Y C 9.000 -14.8900 N/A 0.000 31 IC1 LWL1 GLOB X U 0.000 0.3501 N/A 0.000 32 IC1 LWL2 GLOB X U 0.000 0.3501 N/A 0.000 33 IC1 LWL3 GLOB X U 0.000 -0.3501 N/A 0.000 34 IC1 LWL4 GLOB X U 0.000 -0.3501 N/A 0.000 35 IC1 LWL1 GLOB X C 19.140 -3.3500 N/A 0.000 36 IC1 LWL2 GLOB X C 19.140 -3.3500 N/A 0.000 37 IC1 LWL3 GLOB X C 19.140 3.3500 N/A 0.000 38 IC1 LWL4 GLOB X C 19.140 3.3500 N/A 0.000 39 IC1 LWL1 GLOB X C 0.010 -3.3500 N/A 0.000 40 IC1 LWL1 GLOB L C 0.010 3.3500 N/A 0.000 41 IC1 LWL2 GLOB X C 0.010 -3.3500 N/A 0.000 42 IC1 LWL2 GLOB L C 0.010 3.3500 N/A 0.000 43 IC1 LWL3 GLOB X C 0.010 3.3500 N/A 0.000 44 IC1 LWL3 GLOB L C 0.010 -3.3500 N/A 0.000 45 IC1 LWL4 GLOB X C 0.010 3.3500 N/A 0.000 46 IC1 LWL4 GLOB L C 0.010 -3.3500 N/A 0.000 47 IC2 LWL1 GLOB X U 0.000 0.3501 N/A 0.000 48 IC2 LWL2 GLOB X U 0.000 0.3501 N/A 0.000 49 IC2 LWL3 GLOB X U 0.000 -0.3501 N/A 0.000 50 IC2 LWL4 GLOB X U 0.000 -0.3501 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F2- 14 R-Frame Design Program - Version V7.04 Job : 78516C Load Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 51 IC2 LWL1 GLOB X C 19.140 -3.3500 N/A 0.000 52 IC2 LWL2 GLOB X C 19.140 -3.3500 N/A 0.000 53 IC2 LWL3 GLOB X C 19.140 3.3500 N/A 0.000 54 IC2 LWL4 GLOB X C 19.140 3.3500 N/A 0.000 55 IC2 LWL1 GLOB X C 0.010 -3.3500 N/A 0.000 56 IC2 LWL1 GLOB L C 0.010 3.3500 N/A 0.000 57 IC2 LWL2 GLOB X C 0.010 -3.3500 N/A 0.000 58 IC2 LWL2 GLOB L C 0.010 3.3500 N/A 0.000 59 IC2 LWL3 GLOB X C 0.010 3.3500 N/A 0.000 60 IC2 LWL3 GLOB L C 0.010 -3.3500 N/A 0.000 61 IC2 LWL4 GLOB X C 0.010 3.3500 N/A 0.000 62 IC2 LWL4 GLOB L C 0.010 -3.3500 N/A 0.000 63 LR DL XREF Y U 0.000 -0.0309 N/A 0.000 64 RR DL XREF Y U 0.000 -0.0309 N/A 0.000 65 LC SW GLOB Y U 0.000 -0.0215 N/A 0.000 66 LR SW GLOB Y U 0.000 -0.0155 N/A 0.000 67 RC SW GLOB Y U 0.000 -0.0215 N/A 0.000 68 RR SW GLOB Y U 0.000 -0.0155 N/A 0.000 69 IC1 SW YREF Y U 0.000 -0.0154 N/A 18.463 70 IC2 SW YREF Y U 0.000 -0.0154 N/A 18.463 71 LR LL XREF Y U 0.000 -0.2517 N/A 0.000 72 RR LL XREF Y U 0.000 -0.2517 N/A 0.000 73 LR COLL XREF Y U 0.000 -0.0377 N/A 0.000 74 RR COLL XREF Y U 0.000 -0.0377 N/A 0.000 75 LR SNOW XREF Y U 0.000 -0.3146 N/A 0.000 76 RR SNOW XREF Y U 0.000 -0.3146 N/A 0.000 77 LR SBAL XREF Y U 0.000 -0.2202 N/A 0.000 78 RR SBAL XREF Y U 0.000 -0.2202 N/A 0.000 79 LR RS XREF Y U 0.000 -0.0661 N/A 0.000 80 RR RS XREF Y U 0.000 -0.2202 N/A 0.000 81 RR RS XREF Y U 16.802 -0.1343 N/A 13.198 82 LR LS XREF Y U 0.000 -0.2202 N/A 0.000 83 LR LS XREF Y U 16.802 -0.1343 N/A 13.198 84 RR LS XREF Y U 0.000 -0.0661 N/A 0.000 85 LC WL1 MEMB Y U 0.000 -0.0898 N/A 0.000 86 RC WL1 MEMB Y U 0.000 0.1249 N/A 0.000 87 LR WL1 MEMB Y U 0.000 0.2901 N/A 0.000 88 RR WL1 MEMB Y U 0.000 0.1694 N/A 0.000 89 LC WL2 MEMB Y U 0.000 -0.1601 N/A 0.000 90 RC WL2 MEMB Y U 0.000 0.0547 N/A 0.000 91 LR WL2 MEMB Y U 0.000 0.2066 N/A 0.000 92 RR WL2 MEMB Y U 0.000 0.0859 N/A 0.000 93 LC LWL1 MEMB Y U 0.000 0.1288 N/A 0.000 94 RC LWL1 MEMB Y U 0.000 0.1288 N/A 0.000 95 LR LWL1 MEMB Y U 0.000 0.2901 N/A 0.000 96 RR LWL1 MEMB Y U 0.000 0.1648 N/A 0.000 97 LC LWL2 MEMB Y U 0.000 0.1288 N/A 0.000 98 RC LWL2 MEMB Y U 0.000 0.1288 N/A 0.000 99 LR LWL2 MEMB Y U 0.000 0.1648 N/A 0.000 100 RR LWL2 MEMB Y U 0.000 0.2901 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F2- 15 R-Frame Design Program - Version V7.04 Job : 78516C Load Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 101 LC LWL3 MEMB Y U 0.000 0.0586 N/A 0.000 102 RC LWL3 MEMB Y U 0.000 0.0586 N/A 0.000 103 LR LWL3 MEMB Y U 0.000 0.2066 N/A 0.000 104 RR LWL3 MEMB Y U 0.000 0.0812 N/A 0.000 105 LC LWL4 MEMB Y U 0.000 0.0586 N/A 0.000 106 RC LWL4 MEMB Y U 0.000 0.0586 N/A 0.000 107 LR LWL4 MEMB Y U 0.000 0.0812 N/A 0.000 108 RR LWL4 MEMB Y U 0.000 0.2066 N/A 0.000 109 LC MWL1 MEMB Y U 0.000 -0.0847 N/A 0.000 110 RC MWL1 MEMB Y U 0.000 0.0847 N/A 0.000 111 LR MWL1 GLOB X U 0.000 0.0062 N/A 30.233 112 RR MWL1 GLOB X U 0.000 0.0062 N/A 30.233 113 LC MWL2 MEMB Y U 0.000 0.0847 N/A 0.000 114 RC MWL2 MEMB Y U 0.000 -0.0847 N/A 0.000 115 LR MWL2 GLOB X U 0.000 -0.0062 N/A 30.233 116 RR MWL2 GLOB X U 0.000 -0.0062 N/A 30.233 117 LC WL3 MEMB Y U 0.000 0.1249 N/A 0.000 118 RC WL3 MEMB Y U 0.000 -0.0898 N/A 0.000 119 LR WL3 MEMB Y U 0.000 0.1694 N/A 0.000 120 RR WL3 MEMB Y U 0.000 0.2901 N/A 0.000 121 LC WL4 MEMB Y U 0.000 0.0547 N/A 0.000 122 RC WL4 MEMB Y U 0.000 -0.1601 N/A 0.000 123 LR WL4 MEMB Y U 0.000 0.0859 N/A 0.000 124 RR WL4 MEMB Y U 0.000 0.2066 N/A 0.000 125 LC WL1D MEMB Y U 0.000 -0.0385 N/A 0.000 126 RC WL1D MEMB Y U 0.000 0.0535 N/A 0.000 127 LR WL1D MEMB Y U 0.000 0.1243 N/A 0.000 128 RR WL1D MEMB Y U 0.000 0.0726 N/A 0.000 129 LC WL2D MEMB Y U 0.000 -0.0686 N/A 0.000 130 RC WL2D MEMB Y U 0.000 0.0234 N/A 0.000 131 LR WL2D MEMB Y U 0.000 0.0885 N/A 0.000 132 RR WL2D MEMB Y U 0.000 0.0368 N/A 0.000 133 LC LWL1D MEMB Y U 0.000 0.0552 N/A 0.000 134 RC LWL1D MEMB Y U 0.000 0.0552 N/A 0.000 135 LR LWL1D MEMB Y U 0.000 0.1243 N/A 0.000 136 RR LWL1D MEMB Y U 0.000 0.0706 N/A 0.000 137 LC LWL2D MEMB Y U 0.000 0.0552 N/A 0.000 138 RC LWL2D MEMB Y U 0.000 0.0552 N/A 0.000 139 LR LWL2D MEMB Y U 0.000 0.0706 N/A 0.000 140 RR LWL2D MEMB Y U 0.000 0.1243 N/A 0.000 141 LC LWL3D MEMB Y U 0.000 0.0251 N/A 0.000 142 RC LWL3D MEMB Y U 0.000 0.0251 N/A 0.000 143 LR LWL3D MEMB Y U 0.000 0.0885 N/A 0.000 144 RR LWL3D MEMB Y U 0.000 0.0348 N/A 0.000 145 LC LWL4D MEMB Y U 0.000 0.0251 N/A 0.000 146 RC LWL4D MEMB Y U 0.000 0.0251 N/A 0.000 147 LR LWL4D MEMB Y U 0.000 0.0348 N/A 0.000 148 RR LWL4D MEMB Y U 0.000 0.0885 N/A 0.000 149 LC WL3D MEMB Y U 0.000 0.0535 N/A 0.000 150 RC WL3D MEMB Y U 0.000 -0.0385 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F2- 16 R-Frame Design Program - Version V7.04 Job : 78516C Load Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 151 LR WL3D MEMB Y U 0.000 0.0726 N/A 0.000 152 RR WL3D MEMB Y U 0.000 0.1243 N/A 0.000 153 LC WL4D MEMB Y U 0.000 0.0234 N/A 0.000 154 RC WL4D MEMB Y U 0.000 -0.0686 N/A 0.000 155 LR WL4D MEMB Y U 0.000 0.0368 N/A 0.000 156 RR WL4D MEMB Y U 0.000 0.0885 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F2- 17 R-Frame Design Program - Version V7.04 Job : 78516C Seismic Summary Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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) ................................... 19.8750 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3061 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) .............. 4.124 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.005 Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167 Roof Dead Load = 4.443 Wall Weight = 0.000 Collateral Load = 2.265 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 6.708 kips User Mass Load (1) = 0.580 ------------------------------------- Total User Mass = 0.580 kips Total Roof Weight = 6.708 Total User Mass = 0.580 Mezzanine Weight = 12.540 (dead = 12.540, stor = 0.000) Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 19.828 kips X X Seismic Coeff. = 0.2376 ------------------------------------- BASE SHEAR = 4.7115 kips Seismic Load for Roof at col # 1 = 0.4477 kips Seismic Load for Roof at col # 2 = 0.7373 kips Seismic Load for Roof at col # 3 = 0.7373 kips Seismic Load for Roof at col # 4 = 0.4477 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 2.3698 kips Seismic Ld for Mass # 1 @ col # 1 = 0.0991 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 = 0.0991 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL = 0.1983 kips Star Building Systems, OKC, OK User: mjdotta Page: F2- 18 R-Frame Design Program - Version V7.04 Job : 78516C Continued Seismic Load Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Seismic Load for Mezz. at col # 1 = 0.3876 kips Seismic Load for Mezz. at col # 2 = 0.6841 kips Seismic Load for Mezz. at col # 3 = 0.6841 kips Seismic Load for Mezz. at col # 4 = 0.3876 kips --------------------------------------------------- SEISMIC LOAD for Mezz. in TOTAL = 2.1434 kips * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 157 LC EQ YREF X C 16.818 0.4477 N/A 0.000 158 LC EQ YREF X C 18.000 0.0991 N/A 0.000 159 LC EQ YREF X C 9.000 0.3876 N/A 0.000 160 IC1 EQ YREF X C 19.135 0.7373 N/A 0.000 161 IC1 EQ YREF X C 9.000 0.6841 N/A 0.000 162 IC2 EQ YREF X C 19.135 0.7373 N/A 0.000 163 IC2 EQ YREF X C 9.000 0.6841 N/A 0.000 164 RC EQ YREF X C 16.818 0.4477 N/A 0.000 165 RC EQ YREF X C 18.000 0.0991 N/A 0.000 166 RC EQ YREF X C 9.000 0.3876 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F2- 19 R-Frame Design Program - Version V7.04 Job : 78516C Forces and Allowable Stresses Summary File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.82 ft Kx = 1.00 Weight = 361. lbs Effective Ix = 322.7 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 18.000 18.000 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 2 6.24 18.000 18.000 5.00x 0.2500 0.2500 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 108 -11.3 -17.2 -2.0 5.8 38.6 17.0 8.3 0.07 0.48 0.67 0.67 33 204 -3.3 -24.2 -1.8 4.9 31.4 16.9 15.2 0.03 0.31 0.53 0.53 23 -------------------------------------------------------------------------------- Left Rafter # 1 Analysis Length = 18.69 ft Kx = 1.00 Weight = 291. lbs Effective Ix = 196.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 5.57 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 4 10.00 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 5 2.34 15.500 15.500 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 -------------------------------------------------------------------------------- 304 -1.3 -22.0 2.1 5.7 31.4 21.9 5.9 0.17 0.37 0.51 0.51 39 401 -1.3 -15.7 2.1 5.7 37.2 21.9 5.9 0.16 0.23 0.37 0.37 39 506 0.1 -13.6 -4.1 32.9 37.2 32.4 5.9 0.32 0.18 0.21 0.32 4 -------------------------------------------------------------------------------- Interior Column # 1 Analysis Length = 19.14 ft Kx = 1.00 Weight = 285. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 6 18.46 11.000 11.000 5.00x 0.2500 0.1850 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 -------------------------------------------------------------------------------- 607 -15.6 -7.6 -0.2 14.4 37.4 33.7 18.8 0.00 0.37 0.38 0.38 115 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: mjdotta Page: F2- 20 R-Frame Design Program - Version V7.04 Job : 78516C Forces and Allowable Stresses Summary File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Left Rafter # 2 Analysis Length = 10.08 ft Kx = 1.00 Weight = 157. lbs Effective Ix = 196.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 7 2.66 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 8 7.58 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 701 -1.0 -13.6 4.0 11.4 37.2 32.4 5.9 0.31 0.19 0.21 0.31 4 801 -0.9 -4.7 2.9 11.4 37.2 32.4 5.9 0.23 0.07 0.08 0.23 4 -------------------------------------------------------------------------------- Right Column Analysis Length = 16.82 ft Kx = 1.00 Weight = 361. lbs Effective Ix = 322.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 9 10.00 18.000 18.000 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 10 6.24 18.000 18.000 5.00x 0.2500 0.2500 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 -------------------------------------------------------------------------------- 908 -11.3 -17.2 -2.0 5.8 38.6 17.0 8.3 0.07 0.48 0.67 0.67 32 1004 -3.3 -24.2 -1.8 4.9 31.4 16.9 15.2 0.03 0.31 0.53 0.53 22 -------------------------------------------------------------------------------- Right Rafter # 1 Analysis Length = 18.69 ft Kx = 1.00 Weight = 291. lbs Effective Ix = 196.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 11 5.57 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 12 10.00 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 13 2.34 15.500 15.500 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 -------------------------------------------------------------------------------- 1104 -1.3 -22.0 2.1 5.7 31.4 21.9 5.9 0.17 0.37 0.51 0.51 38 1201 -1.3 -15.7 2.1 5.7 37.2 21.9 5.9 0.16 0.23 0.37 0.37 38 1306 0.1 -13.6 -4.1 32.9 37.2 32.4 5.9 0.32 0.18 0.21 0.32 3 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: mjdotta Page: F2- 21 R-Frame Design Program - Version V7.04 Job : 78516C Forces and Allowable Stresses Summary File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Interior Column # 2 Analysis Length = 19.14 ft Kx = 1.00 Weight = 285. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 14 18.46 11.000 11.000 5.00x 0.2500 0.1850 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 -------------------------------------------------------------------------------- 1407 -15.8 -7.6 -0.2 14.4 37.4 33.7 18.8 0.00 0.37 0.39 0.39 113 -------------------------------------------------------------------------------- Right Rafter # 2 Analysis Length = 10.08 ft Kx = 1.00 Weight = 157. lbs Effective Ix = 196.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 15 2.66 15.500 15.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 16 7.58 15.500 15.500 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 -------------------------------------------------------------------------------- 1501 -1.0 -13.6 4.0 11.4 37.2 32.4 5.9 0.31 0.19 0.21 0.31 3 1601 -0.9 -4.7 2.9 11.4 37.2 32.4 5.9 0.23 0.07 0.08 0.23 3 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 2188. lbs Star Building Systems, OKC, OK User: mjdotta Page: F2- 22 R-Frame Design Program - Version V7.04 Job : 78516C Anchor Rod and Base Plate Design File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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, 11.5000 Plate Size : 6.0000x 18.5000x 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 10.066 57.653 41 0.17 Rod Shear 18.104 0.000 34.592 41 0.52 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 3.313 42 0.12 Outer Flg 0.25000 5.000 27.842 15.733 42 0.57 Web Plate 0.18750 18.000 75.174 7.071 57 0.09 Star Building Systems, OKC, OK User: mjdotta Page: F2- 23 R-Frame Design Program - Version V7.04 Job : 78516C Anchor Rod and Base Plate Design File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- INTERIOR COLUMNS 1 AND 2 ANCHOR RODS AND BASE PLATE DESIGN ============================================================ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.7500, 1 @ 4.0000, 3.7500 Plate Size : 6.0000x 11.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 7.932 57.653 48 0.14 Rod Shear 2.010 0.000 23.061 177 0.09 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 2.186 48 0.08 Outer Flg 0.25000 5.000 27.842 2.186 48 0.08 Web Plate 0.18750 11.000 45.940 3.673 48 0.08 Star Building Systems, OKC, OK User: mjdotta Page: F2- 24 R-Frame Design Program - Version V7.04 Job : 78516C Connection Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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 0.3125 in. I.S. - 5.00 x 0.2500 in. Web Depth - 15.621 in. Web Depth - 15.621 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) - 1.750 in. Pf bot (out) - 1.904 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) - 2.438 in. Pf bot (ins) - 2.344 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) - 2.438 in. XBI bot (ins) - 2.438 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) ----------------------------- ------------------------------------------------- 69) 1.3663DL +1.3663COLL -3.5 -134.68 -4.99 11.52 131.11 4.74 -9.63 69) 1.3663DL +1.3663COLL -3.5 -134.68 -4.99 11.52 131.11 4.74 -9.63 Connection Design Summary: Bolt Unity Check (O.S.) = 0.8439 Plate Unity Check (O.S.) = 0.6096 Bolt Unity Check (I.S.) = 0.8724 Plate Unity Check (I.S.) = 0.6155 Star Building Systems, OKC, OK User: mjdotta Page: F2- 25 R-Frame Design Program - Version V7.04 Job : 78516C Connection Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 6 -------------------------------------------------------------------------------- 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 - 15.621 in. Web Depth - 15.621 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) ----------------------------- ------------------------------------------------- 79) 0.6DL +0.6WL1 (SOA-L) -1.26 0.74 0.33 -1.26 0.74 -0.33 1) DL +COLL +SNOW (SOA-L) 6.29 -0.41 -0.04 6.29 -0.41 0.04 Connection Design Summary: Bolt Unity Check (O.S.) = 0.0424 Plate Unity Check (O.S.) = 0.0424 Bolt Unity Check (I.S.) = 0.1458 Plate Unity Check (I.S.) = 0.1458 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 4.6461 1 0.1112 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 1.1535 79 0.0276 Web Plate Fillet-BS 0.1875 31.2412 86.9829 0.9487 23 0.0109 Right Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 4.6461 1 0.1112 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 1.1535 79 0.0276 Web Plate Fillet-BS 0.1875 31.2412 86.9829 0.9487 23 0.0109 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Star Building Systems, OKC, OK User: mjdotta Page: F2- 26 R-Frame Design Program - Version V7.04 Job : 78516C Cap Plate Summary File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- INTERIOR COLUMNS 1 AND 2 CAP PLATE AND BOLT DESIGN ==================================================== Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4)- 0.500 in. Dia. A325N Bolts Bolt Gage : 2.500 in. Bolt Spacing : 2.500 in. Plate Size : 6.0000x 11.6250x 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 3.152 35.343 83 0.0892 Bolt Shear 2.217 0.000 21.206 86 0.1046 Star Building Systems, OKC, OK User: mjdotta Page: F2- 27 R-Frame Design Program - Version V7.04 Job : 78516C Knee and Stiffener Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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 0.3125 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 18.140 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 18.000 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 13.371 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 13.371 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 15.621 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.2500 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 5.6250 IN. 4 2.2500 0.3125 12.5000 Star Building Systems, OKC, OK User: mjdotta Page: F2- 28 R-Frame Design Program - Version V7.04 Job : 78516C Flange Brace Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 7'6 @ FLOOR 1 @ 7'6 @ FLOOR 1 @ 5'2 1 @ 5'2 1 @ 5'4 @ EAVE 1 @ 5'4 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 4'4-9/16" @ EAVE 2 @ 4'4-9/16" @ EAVE 4 @ 5'0 4 @ 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 12.67 (N) (C) LFT RAFTER 4.42 8.83 13.87 18.91 23.95 28.99 (C) (N) (N) (C) (N) (C) RGT COLUMN 7.50 12.67 (N) (C) RGT RAFTER 4.42 8.83 13.87 18.91 23.95 28.99 (C) (N) (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 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: mjdotta Page: F2- 29 R-Frame Design Program - Version V7.04 Job : 78516C Primary Deflection Report File: frame_1.fra Date: 11/12/18 ms2 60./18./12.583 20./110./25. Start Time: 13:51:03 -------------------------------------------------------------------------------- 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 4.122 0.002 4.132 0.004 4.137 0.004 4.128 0.002 Load Comb 203 203 203 195 205 196 205 204 Defl. H/ 48 H/ 55 H/ 55 H/ 48 ------------------------------------------------------------------------------ Neg. Max -4.128 -0.009 -4.137 -0.024 -4.132 -0.024 -4.122 -0.009 Load Comb 206 25 206 11 204 11 204 25 Defl. H/ 48 H/ 55 H/ 55 H/ 48 ============================================================================== 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 -0.164 in. 8.59 ft. 0.144 in. 8.59 ft. Load Comb 205 204 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 -0.065 in. 30.00 ft. 0.013 in. 32.32 ft. Load Comb 3 199 Defl. L/999 L/999 ============================================================================== PEAK DEFLECTIONS (Positive = Y:Upward) ==================== Y-Def -------------------- Pos. Max 0.013 in. Load Comb 199 Defl. L/999 -------------------- Neg. Max -0.065 in. Load Comb 4 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 ----- ------- 201 3.0 202 3.0 203 3.0 204 3.0 205 3.0 206 3.0 Vertical Clearance at the Left Knee is 16.2551 feet Vertical Clearance at the Right Knee is 16.2551 feet Star Building Systems, OKC, OK User: mjdotta Page: F1- 1 R-Frame Design Program - Version V7.04 Job : 78516C Input Data Echo File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 \\okcsna01\TS\Jobs\Active\ENG\16-B-78516\ver01-mjdotta\BLDG-C\ -------------------------------------------------------------------------------- VERSION V7.04 BRAND STAR DESCRIPTION ms2 60./18./23.542 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 78516C ANALYZE connection brace *DATASET members brace combinations wind_array \ connection base BUILDING LABEL C LOCATION frame lines 2 LATERAL GRID LABEL 2 LONGITUDINAL GRID LABEL D C B A NUMBER FRAMES 1 *PRICE complete TYPE ms p cs 60. 60. WIDTH 60. 30. LENGTH 40. EAVE 18. *ROOF SLOPE 1.5 SPANS 3@20. 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 24.437 15.8 4.289 8.103 CODE LABEL 2015 IBC BUILDING CODE IB15 U=Normal DEAD LOAD 2.456 *COLLATERAL LOAD 3. LIVE LOAD 20. SNOW G=25. T=1. S=N WEL=30. WER=30. WML=30. WMR=30. 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=23.5413 WALL TRIBUTARY TR= 23.5413 S=0. E=18. DESIGN ASD10 LATERAL BRACE LENGTH 18.83 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=1 RA=1 RC=1 GIRT SPACING 7.5 5.1667 GIRT BRACE N C PURLIN SPACING 2@4.3811 4@5. PURLIN BRACE C N N m m C LEFT COLUMN BASE W=6. T=0.375 L=18.5 N=2 D=0.75 18. 0. 10. 5. 0.25 0.185 5. 0.25 0. 18. 0. 5. 0.25 0.25 5. 0.25 LEFT RAFTER 1 CONNECTION O=3E I=3E W=6. T=0.75 D=0.75 17.5 0. 0. 5. 0.25 0.134 5. 0.25 0. 17.5 10. 5. 0.25 0.134 5. 0.25 17.5 17.5 2.3177 5. 0.25 0.134 5. 0.25 INTERIOR COLUMN 1 BASE W=6. T=0.375 L=8. N=2 D=0.75 W8X13 0. CONNECTION O=1F I=1F W=6. T=0.375 D=0.5 BRACE LEFT 9. BRACE RIGHT 9. LEFT RAFTER 2 17.5 17.5 2.6823 5. 0.25 0.134 5. 0.25 17.5 17.5 0. 5. 0.25 0.134 5. 0.25 CONNECTION O=2E I=2E W=6. T=0.375 D=0.75 SYMMETRICAL ALL WIND LOAD WL1 18.446 0.2400 -0.8700 -0.5700 -0.4900 30.000 Left WIND LOAD WL2 18.446 0.6000 -0.5100 -0.2100 -0.1300 30.000 Left WIND LOAD LWL1 18.446 -0.6300 -0.8700 -0.5500 -0.6300 30.000 WIND LOAD LWL2 18.446 -0.6300 -0.5500 -0.8700 -0.6300 30.000 WIND LOAD LWL3 18.446 -0.2700 -0.5100 -0.1900 -0.2700 30.000 WIND LOAD LWL4 18.446 -0.2700 -0.1900 -0.5100 -0.2700 30.000 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 30.000 Right WIND LOAD WL4 18.446 -0.1300 -0.2100 -0.5100 0.6000 30.000 Right WIND LOAD WL1D 7.903 0.2400 -0.8700 -0.5700 -0.4900 30.000 Left WIND LOAD WL2D 7.903 0.6000 -0.5100 -0.2100 -0.1300 30.000 Left WIND LOAD LWL1D 7.903 -0.6300 -0.8700 -0.5500 -0.6300 30.000 WIND LOAD LWL2D 7.903 -0.6300 -0.5500 -0.8700 -0.6300 30.000 WIND LOAD LWL3D 7.903 -0.2700 -0.5100 -0.1900 -0.2700 30.000 WIND LOAD LWL4D 7.903 -0.2700 -0.1900 -0.5100 -0.2700 30.000 WIND LOAD WL3D 7.903 -0.4900 -0.5700 -0.8700 0.2400 30.000 Right WIND LOAD WL4D 7.903 -0.1300 -0.2100 -0.5100 0.6000 30.000 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. COLL 1. SNOW 1. MD *DEFL 60. 120. *PDELTA L 4)1. DL 1. COLL 1. SNOW 1. MD *DEFL 60. 120. *PDELTA R 5)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 6)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 7)1. DL 1. LL 1. COLL 1. MD *DEFL 60. 120. *PDELTA L 8)1. DL 1. LL 1. COLL 1. MD *DEFL 60. 120. *PDELTA R 9)1. DL 1. COLL 1. MD 1. ML *DEFL 60. 120. *PDELTA L 10)1. DL 1. COLL 1. MD 1. ML *DEFL 60. 120. *PDELTA R 11)1. DL 1. COLL 0.75 SNOW 1. MD 0.75 ML *DEFL 60. 120. *PDELTA L 12)1. DL 1. COLL 0.75 SNOW 1. MD 0.75 ML *DEFL 60. 120. *PDELTA R 13)1. DL 0.75 LL 1. COLL 1. MD 0.75 ML *DEFL 60. 120. *PDELTA L 14)1. DL 0.75 LL 1. COLL 1. MD 0.75 ML *DEFL 60. 120. *PDELTA R 15)1.11643 DL 1.11643 COLL 0.91 RBDWEQ 1.11643 MD *DEFL 60. 120. \ *PDELTA L 16)1.11643 DL 1.11643 COLL 0.91 RBDWEQ 1.11643 MD *DEFL 60. 120. \ *PDELTA R 17)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 18)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 19)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 20)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 21)1.11643 DL 1.11643 COLL 0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA L 22)1.11643 DL 1.11643 COLL 0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA R 23)1.11643 DL 1.11643 COLL -0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA L 24)1.11643 DL 1.11643 COLL -0.91 EQ 1.11643 MD *DEFL 40. 120. \ *PDELTA R 25)1.08732 DL 1.08732 COLL 0.6825 RBDWEQ 1.08732 MD 0.75 ML *DEFL \ 60. 120. *PDELTA L 26)1.08732 DL 1.08732 COLL 0.6825 RBDWEQ 1.08732 MD 0.75 ML *DEFL \ 60. 120. *PDELTA R 27)1.08732 DL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA L 28)1.08732 DL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA R 29)1.08732 DL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA \ L 30)1.08732 DL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. 120. *PDELTA \ R 31)1.08732 DL 1.08732 COLL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA L 32)1.08732 DL 1.08732 COLL 0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA R 33)1.08732 DL 1.08732 COLL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA L 34)1.08732 DL 1.08732 COLL -0.6825 EQ 1.08732 MD 0.75 ML *DEFL 40. \ 120. *PDELTA R 35)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 36)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 37)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 38)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 39)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 40)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 41)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA L 42)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA R 43)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD *TYPE R *APP B *PDELTA \ L 44)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD *TYPE R *APP B *PDELTA \ R 45)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA L 46)1.36633 DL 1.36633 COLL 2. RBDWEQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA R 47)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA L 48)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA R 49)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA L 50)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA R 51)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA L 52)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA R 53)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA L 54)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD *TYPE R *APP B *PDELTA R 55)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA L 56)1.36633 DL 1.36633 COLL 2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA R 57)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA L 58)1.36633 DL 1.36633 COLL -2.5 EQ 1.36633 MD 1. ML *TYPE R *APP B \ *PDELTA R 59)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA L 60)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA R 61)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA L 62)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA R 63)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA L 64)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA R 65)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA L 66)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD *TYPE R *APP K *PDELTA R 67)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA L 68)1.36633 DL 1.36633 COLL 3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA R 69)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA L 70)1.36633 DL 1.36633 COLL -3.5 EQ 1.36633 MD 1. ML *TYPE R *APP K \ *PDELTA R 71)1. DL 0.6 WL1 *PDELTA L 72)1. DL 0.6 WL1 *PDELTA R 73)1. DL 0.6 WL2 *PDELTA L 74)1. DL 0.6 WL2 *PDELTA R 75)1. DL 0.6 WL3 *PDELTA L 76)1. DL 0.6 WL3 *PDELTA R 77)1. DL 0.6 WL4 *PDELTA L 78)1. DL 0.6 WL4 *PDELTA R 79)0.6 DL 0.6 WL1 *PDELTA L 80)0.6 DL 0.6 WL1 *PDELTA R 81)0.6 DL 0.6 WL2 *PDELTA L 82)0.6 DL 0.6 WL2 *PDELTA R 83)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 84)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 85)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 86)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 87)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 88)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 89)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 90)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 91)0.6 DL 0.6 WL3 *PDELTA L 92)0.6 DL 0.6 WL3 *PDELTA R 93)0.6 DL 0.6 WL4 *PDELTA L 94)0.6 DL 0.6 WL4 *PDELTA R 95)0.6 MWL1 *TYPE M 96)0.6 MWL2 *TYPE M 97)1. DL 1. COLL 0.6 WL1 1. MD *PDELTA L 98)1. DL 1. COLL 0.6 WL1 1. MD *PDELTA R 99)1. DL 1. COLL 0.6 WL2 1. MD *PDELTA L 100)1. DL 1. COLL 0.6 WL2 1. MD *PDELTA R 101)1. DL 1. COLL 0.6 WL3 1. MD *PDELTA L 102)1. DL 1. COLL 0.6 WL3 1. MD *PDELTA R 103)1. DL 1. COLL 0.6 WL4 1. MD *PDELTA L 104)1. DL 1. COLL 0.6 WL4 1. MD *PDELTA R 105)1. DL 0.45 WL1 1. MD 0.75 ML *PDELTA L 106)1. DL 0.45 WL1 1. MD 0.75 ML *PDELTA R 107)1. DL 0.45 WL2 1. MD 0.75 ML *PDELTA L 108)1. DL 0.45 WL2 1. MD 0.75 ML *PDELTA R 109)1. DL 0.45 LWL1 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 110)1. DL 0.45 LWL1 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 111)1. DL 0.45 LWL2 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 112)1. DL 0.45 LWL2 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 113)1. DL 0.45 LWL3 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 114)1. DL 0.45 LWL3 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 115)1. DL 0.45 LWL4 1. MD 0.75 ML 0.45 RBUPLW *PDELTA L 116)1. DL 0.45 LWL4 1. MD 0.75 ML 0.45 RBUPLW *PDELTA R 117)1. DL 0.45 WL3 1. MD 0.75 ML *PDELTA L 118)1. DL 0.45 WL3 1. MD 0.75 ML *PDELTA R 119)1. DL 0.45 WL4 1. MD 0.75 ML *PDELTA L 120)1. DL 0.45 WL4 1. MD 0.75 ML *PDELTA R 121)1. DL 1. MD 0.75 ML 0.6 MWL1 *PDELTA L 122)1. DL 1. MD 0.75 ML 0.6 MWL1 *PDELTA R 123)1. DL 1. MD 0.75 ML 0.6 MWL2 *PDELTA L 124)1. DL 1. MD 0.75 ML 0.6 MWL2 *PDELTA R 125)1. DL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA L 126)1. DL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA R 127)1. DL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA L 128)1. DL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA R 129)1. DL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA L 130)1. DL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA R 131)1. DL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA L 132)1. DL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA R 133)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA L 134)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA R 135)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA L 136)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA R 137)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA L 138)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA R 139)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA L 140)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA R 141)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 142)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 143)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 144)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 145)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 146)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 147)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 148)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 149)1. DL 1. COLL 0.75 SNOW 0.45 WL1 1. MD 0.75 ML *PDELTA L 150)1. DL 1. COLL 0.75 SNOW 0.45 WL1 1. MD 0.75 ML *PDELTA R 151)1. DL 1. COLL 0.75 SNOW 0.45 WL2 1. MD 0.75 ML *PDELTA L 152)1. DL 1. COLL 0.75 SNOW 0.45 WL2 1. MD 0.75 ML *PDELTA R 153)1. DL 1. COLL 0.75 SNOW 0.45 WL3 1. MD 0.75 ML *PDELTA L 154)1. DL 1. COLL 0.75 SNOW 0.45 WL3 1. MD 0.75 ML *PDELTA R 155)1. DL 1. COLL 0.75 SNOW 0.45 WL4 1. MD 0.75 ML *PDELTA L 156)1. DL 1. COLL 0.75 SNOW 0.45 WL4 1. MD 0.75 ML *PDELTA R 157)1. DL 0.75 LL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA L 158)1. DL 0.75 LL 1. COLL 0.45 WL1 1. MD 0.75 ML *PDELTA R 159)1. DL 0.75 LL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA L 160)1. DL 0.75 LL 1. COLL 0.45 WL2 1. MD 0.75 ML *PDELTA R 161)1. DL 0.75 LL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA L 162)1. DL 0.75 LL 1. COLL 0.45 WL3 1. MD 0.75 ML *PDELTA R 163)1. DL 0.75 LL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA L 164)1. DL 0.75 LL 1. COLL 0.45 WL4 1. MD 0.75 ML *PDELTA R 165)1. DL 1. COLL 1. RS *PDELTA L 166)1. DL 1. COLL 1. RS *PDELTA R 167)1. DL 1. COLL 1. RS 1. MD *PDELTA L 168)1. DL 1. COLL 1. RS 1. MD *PDELTA R 169)1. DL 1. COLL 1. LS *PDELTA L 170)1. DL 1. COLL 1. LS *PDELTA R 171)1. DL 1. COLL 1. LS 1. MD *PDELTA L 172)1. DL 1. COLL 1. LS 1. MD *PDELTA R 173)1. DL 1. COLL 0.6 LWL1 1. MD 0.6 RBDWLW *PDELTA L 174)1. DL 1. COLL 0.6 LWL1 1. MD 0.6 RBDWLW *PDELTA R 175)1. DL 1. COLL 0.6 LWL2 1. MD 0.6 RBDWLW *PDELTA L 176)1. DL 1. COLL 0.6 LWL2 1. MD 0.6 RBDWLW *PDELTA R 177)1. DL 1. COLL 0.6 LWL3 1. MD 0.6 RBDWLW *PDELTA L 178)1. DL 1. COLL 0.6 LWL3 1. MD 0.6 RBDWLW *PDELTA R 179)1. DL 1. COLL 0.6 LWL4 1. MD 0.6 RBDWLW *PDELTA L 180)1. DL 1. COLL 0.6 LWL4 1. MD 0.6 RBDWLW *PDELTA R 181)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA L 182)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA R 183)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA L 184)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA R 185)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA L 186)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA R 187)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA L 188)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA R 189)1. LL *DEFL 60. 180. *TYPE D 190)1. SNOW *DEFL 60. 180. *TYPE D 191)1. LS *DEFL 60. 180. *TYPE D 192)1. RS *DEFL 60. 180. *TYPE D 193)1. WL1D *DEFL 60. 180. *TYPE D 194)1. WL2D *DEFL 60. 180. *TYPE D 195)1. LWL1D *DEFL 60. 180. *TYPE D 196)1. LWL2D *DEFL 60. 180. *TYPE D 197)1. LWL3D *DEFL 60. 180. *TYPE D 198)1. LWL4D *DEFL 60. 180. *TYPE D 199)1. WL3D *DEFL 60. 180. *TYPE D 200)1. WL4D *DEFL 60. 180. *TYPE D 201)1.36633 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 202)1.36633 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 203)0.73367 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 204)0.73367 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 205)1.36633 DL 1.36633 COLL 1.36633 MD 1. EQ *DEFL 40. 0. *TYPE D \ *EQCD 3.0 206)1.36633 DL 1.36633 COLL 1.36633 MD -1. EQ *DEFL 40. 0. *TYPE D \ *EQCD 3.0 LOADS # PANEL/GIRT SELF-WEIGHT FOR EQ RC EQDW GLOB M C 18.000000 0.510000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 18.000000 0.510000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC RBDWLW GLOB Y C 18.000000 -2.152000 0.916700 \ # WIND BRACE FORCE LC RBDWLW GLOB Y C 9.000000 -2.152000 0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 18.000000 -2.152000 -0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 9.000000 -2.152000 -0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB Y C 9.000000 2.152000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 2.152000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 4.783000 0.000000 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 9.000000 2.152000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 2.152000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 4.783000 0.000000 \ # WIND BRACE FORCE LC RBDWEQ GLOB Y C 18.000000 -1.308000 0.916700 \ # SEISMIC BRACE FORCE LC RBDWEQ GLOB Y C 9.000000 -4.072000 0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 18.000000 -1.308000 -0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 9.000000 -4.072000 -0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 9.000000 1.308000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 4.072000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 9.049000 0.000000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 9.000000 1.308000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 4.072000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 9.049000 0.000000 \ # SEISMIC BRACE FORCE LC MD GLOB Y C 9.000000 -2.250000 2.000000 \ #USER INPUT LOAD LC ML GLOB Y C 9.000000 -7.800000 2.000000 \ #USER INPUT LOAD RC MD GLOB Y C 9.000000 -2.250000 -2.000000 \ #USER INPUT LOAD RC ML GLOB Y C 9.000000 -7.800000 -2.000000 \ #USER INPUT LOAD IC1 MD GLOB Y C 9.000000 -4.020000 0.000000 \ #USER INPUT LOAD IC1 ML GLOB Y C 9.000000 -14.890000 0.000000 \ #USER INPUT LOAD IC2 MD GLOB Y C 9.000000 -4.020000 0.000000 \ #USER INPUT LOAD IC2 ML GLOB Y C 9.000000 -14.890000 0.000000 \ #USER INPUT LOAD END Star Building Systems, OKC, OK User: mjdotta Page: F1- 2 R-Frame Design Program - Version V7.04 Job : 78516C Building Grid label legend File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : C Frame Number : 1 No. of Frames : 1 Left Column : Column @ * - D Right Column : Column @ * - A Interior Column # 1: Column @ * - C Interior Column # 2: Column @ * - B *Frames located @ 2 Star Building Systems, OKC, OK User: mjdotta Page: F1- 3 R-Frame Design Program - Version V7.04 Job : 78516C Code Summary Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Building :C 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)............... 60.000 Horizontal distance to ridge from left side (feet).................. 30.000 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)............................ 23.541 ..................................from Height 0.00 to Height 18.00 Tributary Width roof (feet)......................................... 23.541 Frame Spans 1 to 3 (feet) 20.000 20.000 20.000 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)..................................... 2.456 Frame Rafter Dead Weight (psf)...................................... 0.698 Total Roof Dead Weight (psf)........................................ 3.154 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.................... 1.000 Snow Thermal Factor Used [Ct]Heated Building........................ 1.000 Slippery & Unobstructed Roof Surface................................ No Roof Snow Load [Pf = 20.0*I] (psf).................................. 20.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 20.000 Flat Roof Snow Load [Pf] (psf)...................................... 20.000 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).. 17.500 UNBALANCED SNOW LOADING(s) -------------------------- Unbalanced Roof Snow w/Wind From Left Load at Left Side (psf).................. 5.250 Load at Right Peak (psf)................. 28.172 Load at Right Eave (psf)................. 17.500 Drift Load Length Right (ft)............. 13.198 Unbalanced Roof Snow w/Wind From Right Load at Left Eave (psf).................. 17.500 Load at Left Peak (psf).................. 28.172 Drift Load Length Left (ft).............. 13.198 Load at Right Side (psf)................. 5.250 Star Building Systems, OKC, OK User: mjdotta Page: F1- 4 R-Frame Design Program - Version V7.04 Job : 78516C Wind Summary Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 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)............................................ 60.000 Total building length (feet)........................................ 40.000 Number of primary wind loadings .................................... 18 Star Building Systems, OKC, OK User: mjdotta Page: F1- 5 R-Frame Design Program - Version V7.04 Job : 78516C Continue Wind Summary Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 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: mjdotta Page: F1- 6 R-Frame Design Program - Version V7.04 Job : 78516C Load Combinations Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +SNOW (SOA-L) N A P 2) DL +COLL +SNOW (SOA-R) N A P 3) DL +COLL +SNOW +MD (SOA-L) N A P 4) DL +COLL +SNOW +MD (SOA-R) N A P 5) DL +LL +COLL (SOA-L) N A P 6) DL +LL +COLL (SOA-R) N A P 7) DL +LL +COLL +MD (SOA-L) N A P 8) DL +LL +COLL +MD (SOA-R) N A P 9) DL +COLL +MD +ML (SOA-L) N A P 10) DL +COLL +MD +ML (SOA-R) N A P 11) DL +COLL +0.75SNOW +MD +0.75ML (SOA-L) N A P 12) DL +COLL +0.75SNOW +MD +0.75ML (SOA-R) N A P 13) DL +0.75LL +COLL +MD +0.75ML (SOA-L) N A P 14) DL +0.75LL +COLL +MD +0.75ML (SOA-R) N A P 15) 1.1164DL +1.1164COLL +0.91RBDWEQ +1.1164MD (SOA-L) N A P 16) 1.1164DL +1.1164COLL +0.91RBDWEQ +1.1164MD (SOA-R) N A P 17) 1.1164DL +0.91EQ (SOA-L) N A P 18) 1.1164DL +0.91EQ (SOA-R) N A P 19) 1.1164DL -0.91EQ (SOA-L) N A P 20) 1.1164DL -0.91EQ (SOA-R) N A P 21) 1.1164DL +1.1164COLL +0.91EQ +1.1164MD (SOA-L) N A P 22) 1.1164DL +1.1164COLL +0.91EQ +1.1164MD (SOA-R) N A P 23) 1.1164DL +1.1164COLL -0.91EQ +1.1164MD (SOA-L) N A P 24) 1.1164DL +1.1164COLL -0.91EQ +1.1164MD (SOA-R) N A P 25) 1.0873DL +1.0873COLL +0.6825RBDWEQ +1.0873MD +0.75ML (SOA-L ) N A P 26) 1.0873DL +1.0873COLL +0.6825RBDWEQ +1.0873MD +0.75ML (SOA-R ) N A P 27) 1.0873DL +0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 28) 1.0873DL +0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 29) 1.0873DL -0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 30) 1.0873DL -0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 31) 1.0873DL +1.0873COLL +0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 32) 1.0873DL +1.0873COLL +0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 33) 1.0873DL +1.0873COLL -0.6825EQ +1.0873MD +0.75ML (SOA-L) N A P 34) 1.0873DL +1.0873COLL -0.6825EQ +1.0873MD +0.75ML (SOA-R) N A P 35) 0.4836DL +0.91RBUPEQ (SOA-L) N A P 36) 0.4836DL +0.91RBUPEQ (SOA-R) N A P 37) 0.4836DL +0.91EQ (SOA-L) N A P 38) 0.4836DL +0.91EQ (SOA-R) N A P 39) 0.4836DL -0.91EQ (SOA-L) N A P 40) 0.4836DL -0.91EQ (SOA-R) N A P 41) 0.7337DL +2.RBUPEQ (SOA-L) N B R P 42) 0.7337DL +2.RBUPEQ (SOA-R) N B R P 43) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD (SOA-L) N B R P 44) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD (SOA-R) N B R P 45) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD +ML (SOA-L) N B R P 46) 1.3663DL +1.3663COLL +2.RBDWEQ +1.3663MD +ML (SOA-R) N B R P 47) 0.7337DL +2.5EQ (SOA-L) N B R P 48) 0.7337DL +2.5EQ (SOA-R) N B R P Star Building Systems, OKC, OK User: mjdotta Page: F1- 7 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Load Combination : ------------------ 49) 0.7337DL -2.5EQ (SOA-L) N B R P 50) 0.7337DL -2.5EQ (SOA-R) N B R P 51) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD (SOA-L) N B R P 52) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD (SOA-R) N B R P 53) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD (SOA-L) N B R P 54) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD (SOA-R) N B R P 55) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD +ML (SOA-L) N B R P 56) 1.3663DL +1.3663COLL +2.5EQ +1.3663MD +ML (SOA-R) N B R P 57) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD +ML (SOA-L) N B R P 58) 1.3663DL +1.3663COLL -2.5EQ +1.3663MD +ML (SOA-R) N B R P 59) 0.7337DL +3.5EQ (SOA-L) N K R P 60) 0.7337DL +3.5EQ (SOA-R) N K R P 61) 0.7337DL -3.5EQ (SOA-L) N K R P 62) 0.7337DL -3.5EQ (SOA-R) N K R P 63) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD (SOA-L) N K R P 64) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD (SOA-R) N K R P 65) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD (SOA-L) N K R P 66) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD (SOA-R) N K R P 67) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD +ML (SOA-L) N K R P 68) 1.3663DL +1.3663COLL +3.5EQ +1.3663MD +ML (SOA-R) N K R P 69) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD +ML (SOA-L) N K R P 70) 1.3663DL +1.3663COLL -3.5EQ +1.3663MD +ML (SOA-R) N K R P 71) DL +0.6WL1 (SOA-L) N A P 72) DL +0.6WL1 (SOA-R) N A P 73) DL +0.6WL2 (SOA-L) N A P 74) DL +0.6WL2 (SOA-R) N A P 75) DL +0.6WL3 (SOA-L) N A P 76) DL +0.6WL3 (SOA-R) N A P 77) DL +0.6WL4 (SOA-L) N A P 78) DL +0.6WL4 (SOA-R) N A P 79) 0.6DL +0.6WL1 (SOA-L) N A P 80) 0.6DL +0.6WL1 (SOA-R) N A P 81) 0.6DL +0.6WL2 (SOA-L) N A P 82) 0.6DL +0.6WL2 (SOA-R) N A P 83) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-L) N A P 84) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-R) N A P 85) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-L) N A P 86) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-R) N A P 87) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-L) N A P 88) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-R) N A P 89) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-L) N A P 90) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-R) N A P 91) 0.6DL +0.6WL3 (SOA-L) N A P 92) 0.6DL +0.6WL3 (SOA-R) N A P 93) 0.6DL +0.6WL4 (SOA-L) N A P 94) 0.6DL +0.6WL4 (SOA-R) N A P 95) 0.6MWL1 N M 96) 0.6MWL2 N M 97) DL +COLL +0.6WL1 +MD (SOA-L) N A P 98) DL +COLL +0.6WL1 +MD (SOA-R) N A P Star Building Systems, OKC, OK User: mjdotta Page: F1- 8 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Load Combination : ------------------ 99) DL +COLL +0.6WL2 +MD (SOA-L) N A P 100) DL +COLL +0.6WL2 +MD (SOA-R) N A P 101) DL +COLL +0.6WL3 +MD (SOA-L) N A P 102) DL +COLL +0.6WL3 +MD (SOA-R) N A P 103) DL +COLL +0.6WL4 +MD (SOA-L) N A P 104) DL +COLL +0.6WL4 +MD (SOA-R) N A P 105) DL +0.45WL1 +MD +0.75ML (SOA-L) N A P 106) DL +0.45WL1 +MD +0.75ML (SOA-R) N A P 107) DL +0.45WL2 +MD +0.75ML (SOA-L) N A P 108) DL +0.45WL2 +MD +0.75ML (SOA-R) N A P 109) DL +0.45LWL1 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 110) DL +0.45LWL1 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 111) DL +0.45LWL2 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 112) DL +0.45LWL2 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 113) DL +0.45LWL3 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 114) DL +0.45LWL3 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 115) DL +0.45LWL4 +MD +0.75ML +0.45RBUPLW (SOA-L) N A P 116) DL +0.45LWL4 +MD +0.75ML +0.45RBUPLW (SOA-R) N A P 117) DL +0.45WL3 +MD +0.75ML (SOA-L) N A P 118) DL +0.45WL3 +MD +0.75ML (SOA-R) N A P 119) DL +0.45WL4 +MD +0.75ML (SOA-L) N A P 120) DL +0.45WL4 +MD +0.75ML (SOA-R) N A P 121) DL +MD +0.75ML +0.6MWL1 (SOA-L) N A P 122) DL +MD +0.75ML +0.6MWL1 (SOA-R) N A P 123) DL +MD +0.75ML +0.6MWL2 (SOA-L) N A P 124) DL +MD +0.75ML +0.6MWL2 (SOA-R) N A P 125) DL +COLL +0.45WL1 +MD +0.75ML (SOA-L) N A P 126) DL +COLL +0.45WL1 +MD +0.75ML (SOA-R) N A P 127) DL +COLL +0.45WL2 +MD +0.75ML (SOA-L) N A P 128) DL +COLL +0.45WL2 +MD +0.75ML (SOA-R) N A P 129) DL +COLL +0.45WL3 +MD +0.75ML (SOA-L) N A P 130) DL +COLL +0.45WL3 +MD +0.75ML (SOA-R) N A P 131) DL +COLL +0.45WL4 +MD +0.75ML (SOA-L) N A P 132) DL +COLL +0.45WL4 +MD +0.75ML (SOA-R) N A P 133) DL +COLL +0.75SNOW +0.45WL1 (SOA-L) N A P 134) DL +COLL +0.75SNOW +0.45WL1 (SOA-R) N A P 135) DL +COLL +0.75SNOW +0.45WL2 (SOA-L) N A P 136) DL +COLL +0.75SNOW +0.45WL2 (SOA-R) N A P 137) DL +COLL +0.75SNOW +0.45WL3 (SOA-L) N A P 138) DL +COLL +0.75SNOW +0.45WL3 (SOA-R) N A P 139) DL +COLL +0.75SNOW +0.45WL4 (SOA-L) N A P 140) DL +COLL +0.75SNOW +0.45WL4 (SOA-R) N A P 141) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 142) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P 143) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 144) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 145) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 146) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 147) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 148) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P Star Building Systems, OKC, OK User: mjdotta Page: F1- 9 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Load Combination : ------------------ 149) DL +COLL +0.75SNOW +0.45WL1 +MD +0.75ML (SOA-L) N A P 150) DL +COLL +0.75SNOW +0.45WL1 +MD +0.75ML (SOA-R) N A P 151) DL +COLL +0.75SNOW +0.45WL2 +MD +0.75ML (SOA-L) N A P 152) DL +COLL +0.75SNOW +0.45WL2 +MD +0.75ML (SOA-R) N A P 153) DL +COLL +0.75SNOW +0.45WL3 +MD +0.75ML (SOA-L) N A P 154) DL +COLL +0.75SNOW +0.45WL3 +MD +0.75ML (SOA-R) N A P 155) DL +COLL +0.75SNOW +0.45WL4 +MD +0.75ML (SOA-L) N A P 156) DL +COLL +0.75SNOW +0.45WL4 +MD +0.75ML (SOA-R) N A P 157) DL +0.75LL +COLL +0.45WL1 +MD +0.75ML (SOA-L) N A P 158) DL +0.75LL +COLL +0.45WL1 +MD +0.75ML (SOA-R) N A P 159) DL +0.75LL +COLL +0.45WL2 +MD +0.75ML (SOA-L) N A P 160) DL +0.75LL +COLL +0.45WL2 +MD +0.75ML (SOA-R) N A P 161) DL +0.75LL +COLL +0.45WL3 +MD +0.75ML (SOA-L) N A P 162) DL +0.75LL +COLL +0.45WL3 +MD +0.75ML (SOA-R) N A P 163) DL +0.75LL +COLL +0.45WL4 +MD +0.75ML (SOA-L) N A P 164) DL +0.75LL +COLL +0.45WL4 +MD +0.75ML (SOA-R) N A P 165) DL +COLL +RS (SOA-L) N A P 166) DL +COLL +RS (SOA-R) N A P 167) DL +COLL +RS +MD (SOA-L) N A P 168) DL +COLL +RS +MD (SOA-R) N A P 169) DL +COLL +LS (SOA-L) N A P 170) DL +COLL +LS (SOA-R) N A P 171) DL +COLL +LS +MD (SOA-L) N A P 172) DL +COLL +LS +MD (SOA-R) N A P 173) DL +COLL +0.6LWL1 +MD +0.6RBDWLW (SOA-L) N A P 174) DL +COLL +0.6LWL1 +MD +0.6RBDWLW (SOA-R) N A P 175) DL +COLL +0.6LWL2 +MD +0.6RBDWLW (SOA-L) N A P 176) DL +COLL +0.6LWL2 +MD +0.6RBDWLW (SOA-R) N A P 177) DL +COLL +0.6LWL3 +MD +0.6RBDWLW (SOA-L) N A P 178) DL +COLL +0.6LWL3 +MD +0.6RBDWLW (SOA-R) N A P 179) DL +COLL +0.6LWL4 +MD +0.6RBDWLW (SOA-L) N A P 180) DL +COLL +0.6LWL4 +MD +0.6RBDWLW (SOA-R) N A P 181) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-L) N A P 182) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-R) N A P 183) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-L) N A P 184) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-R) N A P 185) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-L) N A P 186) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-R) N A P 187) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-L) N A P 188) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-R) N A P 189) LL D 190) SNOW D 191) LS D 192) RS D 193) WL1D D 194) WL2D D 195) LWL1D D 196) LWL2D D 197) LWL3D D 198) LWL4D D Star Building Systems, OKC, OK User: mjdotta Page: F1- 10 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Load Combination : ------------------ 199) WL3D D 200) WL4D D 201) 1.3663DL +EQ D E 202) 1.3663DL -EQ D E 203) 0.7337DL +EQ D E 204) 0.7337DL -EQ D E 205) 1.3663DL +1.3663COLL +1.3663MD +EQ D E 206) 1.3663DL +1.3663COLL +1.3663MD -EQ D E Star Building Systems, OKC, OK User: mjdotta Page: F1- 11 R-Frame Design Program - Version V7.04 Job : 78516C Continue Load Comb Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 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 MD = Mezzanine Dead Load LL = Roof Live Load ML = Mezzanine 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: mjdotta Page: F1- 12 R-Frame Design Program - Version V7.04 Job : 78516C User Load Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.5100 0.0000 0.000 2 LC EQDW GLOB M C 18.000 0.5100 0.0000 0.000 3 LC RBDWLW GLOB Y C 18.000 -2.1520 0.0000 0.917 4 LC RBDWLW GLOB Y C 9.000 -2.1520 0.0000 0.917 5 RC RBDWLW GLOB Y C 18.000 -2.1520 0.0000 -0.917 6 RC RBDWLW GLOB Y C 9.000 -2.1520 0.0000 -0.917 7 LC RBUPLW GLOB Y C 9.000 2.1520 0.0000 0.917 8 LC RBUPLW GLOB Y C 0.010 2.1520 0.0000 0.917 9 LC RBUPLW GLOB L C 0.010 4.7830 0.0000 0.000 10 RC RBUPLW GLOB Y C 9.000 2.1520 0.0000 -0.917 11 RC RBUPLW GLOB Y C 0.010 2.1520 0.0000 -0.917 12 RC RBUPLW GLOB L C 0.010 4.7830 0.0000 0.000 13 LC RBDWEQ GLOB Y C 18.000 -1.3080 0.0000 0.917 14 LC RBDWEQ GLOB Y C 9.000 -4.0720 0.0000 0.917 15 RC RBDWEQ GLOB Y C 18.000 -1.3080 0.0000 -0.917 16 RC RBDWEQ GLOB Y C 9.000 -4.0720 0.0000 -0.917 17 LC RBUPEQ GLOB Y C 9.000 1.3080 0.0000 0.917 18 LC RBUPEQ GLOB Y C 0.010 4.0720 0.0000 0.917 19 LC RBUPEQ GLOB L C 0.010 9.0490 0.0000 0.000 20 RC RBUPEQ GLOB Y C 9.000 1.3080 0.0000 -0.917 21 RC RBUPEQ GLOB Y C 0.010 4.0720 0.0000 -0.917 22 RC RBUPEQ GLOB L C 0.010 9.0490 0.0000 0.000 23 LC MD GLOB Y C 9.000 -2.2500 0.0000 2.000 24 LC ML GLOB Y C 9.000 -7.8000 0.0000 2.000 25 RC MD GLOB Y C 9.000 -2.2500 0.0000 -2.000 26 RC ML GLOB Y C 9.000 -7.8000 0.0000 -2.000 27 IC1 MD GLOB Y C 9.000 -4.0200 0.0000 0.000 28 IC1 ML GLOB Y C 9.000 -14.8900 0.0000 0.000 29 IC2 MD GLOB Y C 9.000 -4.0200 0.0000 0.000 30 IC2 ML GLOB Y C 9.000 -14.8900 0.0000 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F1- 13 R-Frame Design Program - Version V7.04 Job : 78516C Load Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.5100 N/A 0.000 2 LC EQDW GLOB M C 18.000 0.5100 N/A 0.000 3 LC RBDWLW GLOB Y C 18.000 -2.1520 N/A 0.917 4 LC RBDWLW GLOB Y C 9.000 -2.1520 N/A 0.917 5 RC RBDWLW GLOB Y C 18.000 -2.1520 N/A -0.917 6 RC RBDWLW GLOB Y C 9.000 -2.1520 N/A -0.917 7 LC RBUPLW GLOB Y C 9.000 2.1520 N/A 0.917 8 LC RBUPLW GLOB Y C 0.010 2.1520 N/A 0.917 9 LC RBUPLW GLOB L C 0.010 4.7830 N/A 0.000 10 RC RBUPLW GLOB Y C 9.000 2.1520 N/A -0.917 11 RC RBUPLW GLOB Y C 0.010 2.1520 N/A -0.917 12 RC RBUPLW GLOB L C 0.010 4.7830 N/A 0.000 13 LC RBDWEQ GLOB Y C 18.000 -1.3080 N/A 0.917 14 LC RBDWEQ GLOB Y C 9.000 -4.0720 N/A 0.917 15 RC RBDWEQ GLOB Y C 18.000 -1.3080 N/A -0.917 16 RC RBDWEQ GLOB Y C 9.000 -4.0720 N/A -0.917 17 LC RBUPEQ GLOB Y C 9.000 1.3080 N/A 0.917 18 LC RBUPEQ GLOB Y C 0.010 4.0720 N/A 0.917 19 LC RBUPEQ GLOB L C 0.010 9.0490 N/A 0.000 20 RC RBUPEQ GLOB Y C 9.000 1.3080 N/A -0.917 21 RC RBUPEQ GLOB Y C 0.010 4.0720 N/A -0.917 22 RC RBUPEQ GLOB L C 0.010 9.0490 N/A 0.000 23 LC MD GLOB Y C 9.000 -2.2500 N/A 2.000 24 LC ML GLOB Y C 9.000 -7.8000 N/A 2.000 25 RC MD GLOB Y C 9.000 -2.2500 N/A -2.000 26 RC ML GLOB Y C 9.000 -7.8000 N/A -2.000 27 IC1 MD GLOB Y C 9.000 -4.0200 N/A 0.000 28 IC1 ML GLOB Y C 9.000 -14.8900 N/A 0.000 29 IC2 MD GLOB Y C 9.000 -4.0200 N/A 0.000 30 IC2 ML GLOB Y C 9.000 -14.8900 N/A 0.000 31 LR DL XREF Y U 0.000 -0.0578 N/A 0.000 32 RR DL XREF Y U 0.000 -0.0578 N/A 0.000 33 LC SW GLOB Y U 0.000 -0.0214 N/A 0.000 34 LR SW GLOB Y U 0.000 -0.0164 N/A 0.000 35 RC SW GLOB Y U 0.000 -0.0214 N/A 0.000 36 RR SW GLOB Y U 0.000 -0.0164 N/A 0.000 37 IC1 SW YREF Y U 0.000 -0.0136 N/A 18.295 38 IC2 SW YREF Y U 0.000 -0.0136 N/A 18.295 39 LR LL XREF Y U 0.000 -0.4708 N/A 0.000 40 RR LL XREF Y U 0.000 -0.4708 N/A 0.000 41 LR COLL XREF Y U 0.000 -0.0706 N/A 0.000 42 RR COLL XREF Y U 0.000 -0.0706 N/A 0.000 43 LR SNOW XREF Y U 0.000 -0.5885 N/A 0.000 44 RR SNOW XREF Y U 0.000 -0.5885 N/A 0.000 45 LR SBAL XREF Y U 0.000 -0.4120 N/A 0.000 46 RR SBAL XREF Y U 0.000 -0.4120 N/A 0.000 47 LR RS XREF Y U 0.000 -0.1236 N/A 0.000 48 RR RS XREF Y U 0.000 -0.4120 N/A 0.000 49 RR RS XREF Y U 16.802 -0.2512 N/A 13.198 50 LR LS XREF Y U 0.000 -0.4120 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F1- 14 R-Frame Design Program - Version V7.04 Job : 78516C Load Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 51 LR LS XREF Y U 16.802 -0.2512 N/A 13.198 52 RR LS XREF Y U 0.000 -0.1236 N/A 0.000 53 LC WL1 MEMB Y U 0.000 -0.1042 N/A 0.000 54 RC WL1 MEMB Y U 0.000 0.2128 N/A 0.000 55 LR WL1 MEMB Y U 0.000 0.3778 N/A 0.000 56 RR WL1 MEMB Y U 0.000 0.2475 N/A 0.000 57 LC WL2 MEMB Y U 0.000 -0.2605 N/A 0.000 58 RC WL2 MEMB Y U 0.000 0.0565 N/A 0.000 59 LR WL2 MEMB Y U 0.000 0.2215 N/A 0.000 60 RR WL2 MEMB Y U 0.000 0.0912 N/A 0.000 61 LC LWL1 MEMB Y U 0.000 0.2736 N/A 0.000 62 RC LWL1 MEMB Y U 0.000 0.2736 N/A 0.000 63 LR LWL1 MEMB Y U 0.000 0.3778 N/A 0.000 64 RR LWL1 MEMB Y U 0.000 0.2388 N/A 0.000 65 LC LWL2 MEMB Y U 0.000 0.2736 N/A 0.000 66 RC LWL2 MEMB Y U 0.000 0.2736 N/A 0.000 67 LR LWL2 MEMB Y U 0.000 0.2388 N/A 0.000 68 RR LWL2 MEMB Y U 0.000 0.3778 N/A 0.000 69 LC LWL3 MEMB Y U 0.000 0.1172 N/A 0.000 70 RC LWL3 MEMB Y U 0.000 0.1172 N/A 0.000 71 LR LWL3 MEMB Y U 0.000 0.2215 N/A 0.000 72 RR LWL3 MEMB Y U 0.000 0.0825 N/A 0.000 73 LC LWL4 MEMB Y U 0.000 0.1172 N/A 0.000 74 RC LWL4 MEMB Y U 0.000 0.1172 N/A 0.000 75 LR LWL4 MEMB Y U 0.000 0.0825 N/A 0.000 76 RR LWL4 MEMB Y U 0.000 0.2215 N/A 0.000 77 LC MWL1 MEMB Y U 0.000 -0.1883 N/A 0.000 78 RC MWL1 MEMB Y U 0.000 0.1883 N/A 0.000 79 LR MWL1 GLOB X U 0.000 0.0117 N/A 30.233 80 RR MWL1 GLOB X U 0.000 0.0117 N/A 30.233 81 LC MWL2 MEMB Y U 0.000 0.1883 N/A 0.000 82 RC MWL2 MEMB Y U 0.000 -0.1883 N/A 0.000 83 LR MWL2 GLOB X U 0.000 -0.0117 N/A 30.233 84 RR MWL2 GLOB X U 0.000 -0.0117 N/A 30.233 85 LC WL3 MEMB Y U 0.000 0.2128 N/A 0.000 86 RC WL3 MEMB Y U 0.000 -0.1042 N/A 0.000 87 LR WL3 MEMB Y U 0.000 0.2475 N/A 0.000 88 RR WL3 MEMB Y U 0.000 0.3778 N/A 0.000 89 LC WL4 MEMB Y U 0.000 0.0565 N/A 0.000 90 RC WL4 MEMB Y U 0.000 -0.2605 N/A 0.000 91 LR WL4 MEMB Y U 0.000 0.0912 N/A 0.000 92 RR WL4 MEMB Y U 0.000 0.2215 N/A 0.000 93 LC WL1D MEMB Y U 0.000 -0.0447 N/A 0.000 94 RC WL1D MEMB Y U 0.000 0.0912 N/A 0.000 95 LR WL1D MEMB Y U 0.000 0.1619 N/A 0.000 96 RR WL1D MEMB Y U 0.000 0.1060 N/A 0.000 97 LC WL2D MEMB Y U 0.000 -0.1116 N/A 0.000 98 RC WL2D MEMB Y U 0.000 0.0242 N/A 0.000 99 LR WL2D MEMB Y U 0.000 0.0949 N/A 0.000 100 RR WL2D MEMB Y U 0.000 0.0391 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F1- 15 R-Frame Design Program - Version V7.04 Job : 78516C Load Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 101 LC LWL1D MEMB Y U 0.000 0.1172 N/A 0.000 102 RC LWL1D MEMB Y U 0.000 0.1172 N/A 0.000 103 LR LWL1D MEMB Y U 0.000 0.1619 N/A 0.000 104 RR LWL1D MEMB Y U 0.000 0.1023 N/A 0.000 105 LC LWL2D MEMB Y U 0.000 0.1172 N/A 0.000 106 RC LWL2D MEMB Y U 0.000 0.1172 N/A 0.000 107 LR LWL2D MEMB Y U 0.000 0.1023 N/A 0.000 108 RR LWL2D MEMB Y U 0.000 0.1619 N/A 0.000 109 LC LWL3D MEMB Y U 0.000 0.0502 N/A 0.000 110 RC LWL3D MEMB Y U 0.000 0.0502 N/A 0.000 111 LR LWL3D MEMB Y U 0.000 0.0949 N/A 0.000 112 RR LWL3D MEMB Y U 0.000 0.0353 N/A 0.000 113 LC LWL4D MEMB Y U 0.000 0.0502 N/A 0.000 114 RC LWL4D MEMB Y U 0.000 0.0502 N/A 0.000 115 LR LWL4D MEMB Y U 0.000 0.0353 N/A 0.000 116 RR LWL4D MEMB Y U 0.000 0.0949 N/A 0.000 117 LC WL3D MEMB Y U 0.000 0.0912 N/A 0.000 118 RC WL3D MEMB Y U 0.000 -0.0447 N/A 0.000 119 LR WL3D MEMB Y U 0.000 0.1060 N/A 0.000 120 RR WL3D MEMB Y U 0.000 0.1619 N/A 0.000 121 LC WL4D MEMB Y U 0.000 0.0242 N/A 0.000 122 RC WL4D MEMB Y U 0.000 -0.1116 N/A 0.000 123 LR WL4D MEMB Y U 0.000 0.0391 N/A 0.000 124 RR WL4D MEMB Y U 0.000 0.0949 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F1- 16 R-Frame Design Program - Version V7.04 Job : 78516C Seismic Summary Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 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) ................................... 19.8750 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3061 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) .............. 4.535 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.007 Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167 Roof Dead Load = 6.193 Wall Weight = 0.000 Collateral Load = 4.237 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 10.431 kips User Mass Load (1) = 1.020 ------------------------------------- Total User Mass = 1.020 kips Total Roof Weight = 10.431 Total User Mass = 1.020 Mezzanine Weight = 12.540 (dead = 12.540, stor = 0.000) Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 23.991 kips X X Seismic Coeff. = 0.2376 ------------------------------------- BASE SHEAR = 5.7006 kips Seismic Load for Roof at col # 1 = 0.6146 kips Seismic Load for Roof at col # 2 = 1.0827 kips Seismic Load for Roof at col # 3 = 1.0827 kips Seismic Load for Roof at col # 4 = 0.6146 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 3.3945 kips Seismic Ld for Mass # 1 @ col # 1 = 0.1613 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 = 0.1613 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL = 0.3227 kips Star Building Systems, OKC, OK User: mjdotta Page: F1- 17 R-Frame Design Program - Version V7.04 Job : 78516C Continued Seismic Load Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Seismic Load for Mezz. at col # 1 = 0.3591 kips Seismic Load for Mezz. at col # 2 = 0.6326 kips Seismic Load for Mezz. at col # 3 = 0.6326 kips Seismic Load for Mezz. at col # 4 = 0.3591 kips --------------------------------------------------- SEISMIC LOAD for Mezz. in TOTAL = 1.9834 kips * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 125 LC EQ YREF X C 16.734 0.6146 N/A 0.000 126 LC EQ YREF X C 18.000 0.1613 N/A 0.000 127 LC EQ YREF X C 9.000 0.3591 N/A 0.000 128 IC1 EQ YREF X C 19.051 1.0827 N/A 0.000 129 IC1 EQ YREF X C 9.000 0.6326 N/A 0.000 130 IC2 EQ YREF X C 19.051 1.0827 N/A 0.000 131 IC2 EQ YREF X C 9.000 0.6326 N/A 0.000 132 RC EQ YREF X C 16.734 0.6146 N/A 0.000 133 RC EQ YREF X C 18.000 0.1613 N/A 0.000 134 RC EQ YREF X C 9.000 0.3591 N/A 0.000 Star Building Systems, OKC, OK User: mjdotta Page: F1- 18 R-Frame Design Program - Version V7.04 Job : 78516C Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.73 ft Kx = 1.00 Weight = 359. lbs Effective Ix = 322.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 18.000 18.000 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 2 6.07 18.000 18.000 5.00x 0.2500 0.2500 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 108 -12.5 -21.4 -2.5 5.8 38.6 17.4 8.3 0.09 0.55 0.78 0.78 33 204 -4.6 -31.6 -2.4 4.9 31.4 17.2 15.2 0.03 0.41 0.69 0.69 23 -------------------------------------------------------------------------------- Left Rafter # 1 Analysis Length = 18.69 ft Kx = 1.00 Weight = 308. lbs Effective Ix = 256.8 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 5.59 17.500 17.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 4 10.00 17.500 17.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 5 2.32 17.500 17.500 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 -------------------------------------------------------------------------------- 304 -1.7 -28.4 2.8 5.3 31.4 20.9 4.6 0.25 0.41 0.60 0.60 39 412 0.1 -8.9 -5.8 32.9 33.0 15.7 4.6 0.52 0.11 0.24 0.52 4 506 0.3 -25.0 -7.6 32.9 33.0 31.1 4.6 0.68 0.32 0.34 0.68 4 -------------------------------------------------------------------------------- Interior Column # 1 Analysis Length = 19.05 ft Kx = 1.00 Weight = 249. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start(in) End(in) Thickness (ksi) 6 18.30 7.990 7.990 W8X13 0.2300 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 607 -27.3 0.5 0.1 9.2 33.9 34.4 20.0 0.00 0.80 0.80 0.80 12 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: mjdotta Page: F1- 19 R-Frame Design Program - Version V7.04 Job : 78516C Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Left Rafter # 2 Analysis Length = 10.08 ft Kx = 1.00 Weight = 166. lbs Effective Ix = 256.8 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 2.68 17.500 17.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 8 7.58 17.500 17.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 701 -1.7 -25.0 7.3 17.8 33.0 31.1 4.6 0.65 0.33 0.35 0.65 4 801 -1.5 -8.6 5.4 17.8 33.0 31.1 4.6 0.49 0.12 0.13 0.49 4 -------------------------------------------------------------------------------- Right Column Analysis Length = 16.73 ft Kx = 1.00 Weight = 359. lbs Effective Ix = 322.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 9 10.00 18.000 18.000 5.00x 0.2500 0.1850 5.00x 0.2500 0.00 55.0 10 6.07 18.000 18.000 5.00x 0.2500 0.2500 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 -------------------------------------------------------------------------------- 908 -12.5 -21.4 -2.5 5.8 38.6 17.4 8.3 0.09 0.55 0.78 0.78 32 1004 -4.6 -31.6 -2.4 4.9 31.4 17.2 15.2 0.03 0.41 0.69 0.69 22 -------------------------------------------------------------------------------- Right Rafter # 1 Analysis Length = 18.69 ft Kx = 1.00 Weight = 308. lbs Effective Ix = 256.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 11 5.59 17.500 17.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 12 10.00 17.500 17.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 13 2.32 17.500 17.500 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 -------------------------------------------------------------------------------- 1104 -1.7 -28.4 2.8 5.3 31.4 20.9 4.6 0.25 0.41 0.60 0.60 38 1212 0.1 -8.9 -5.8 32.9 33.0 15.7 4.6 0.52 0.11 0.24 0.52 3 1306 0.3 -25.0 -7.6 32.9 33.0 31.1 4.6 0.68 0.32 0.34 0.68 3 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: mjdotta Page: F1- 20 R-Frame Design Program - Version V7.04 Job : 78516C Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Interior Column # 2 Analysis Length = 19.05 ft Kx = 1.00 Weight = 249. lbs Part Length Mem Depths at Member Description Web Fy No. (ft) Start(in) End(in) Thickness (ksi) 14 18.30 7.990 7.990 W8X13 0.2300 in 50.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 1407 -27.3 -0.5 -0.1 9.2 34.4 33.9 20.0 0.00 0.80 0.80 0.80 11 -------------------------------------------------------------------------------- Right Rafter # 2 Analysis Length = 10.08 ft Kx = 1.00 Weight = 166. lbs Effective Ix = 256.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 15 2.68 17.500 17.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 16 7.58 17.500 17.500 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 -------------------------------------------------------------------------------- 1501 -1.7 -25.0 7.3 17.8 33.0 31.1 4.6 0.65 0.33 0.35 0.65 3 1601 -1.5 -8.6 5.4 17.8 33.0 31.1 4.6 0.49 0.12 0.13 0.49 3 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 2164. lbs Star Building Systems, OKC, OK User: mjdotta Page: F1- 21 R-Frame Design Program - Version V7.04 Job : 78516C Anchor Rod and Base Plate Design File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 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, 11.5000 Plate Size : 6.0000x 18.5000x 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 9.862 57.653 42 0.17 Rod Shear 18.105 0.000 34.592 41 0.52 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 3.285 42 0.12 Outer Flg 0.25000 5.000 27.842 15.727 42 0.56 Web Plate 0.18750 18.000 75.174 8.882 57 0.12 Star Building Systems, OKC, OK User: mjdotta Page: F1- 22 R-Frame Design Program - Version V7.04 Job : 78516C Anchor Rod and Base Plate Design File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- INTERIOR COLUMNS 1 AND 2 ANCHOR RODS AND BASE PLATE DESIGN ============================================================ Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 2.0000, 1 @ 4.0000, 2.0000 Plate Size : 6.0000x 8.0000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 10.114 57.653 48 0.18 Rod Shear 1.491 0.000 34.592 57 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 0.31250 4.000 27.842 2.743 48 0.10 Outer Flg 0.31250 4.000 27.842 2.743 48 0.10 Web Plate 0.18750 7.480 31.239 4.702 48 0.15 Star Building Systems, OKC, OK User: mjdotta Page: F1- 23 R-Frame Design Program - Version V7.04 Job : 78516C Connection Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 3 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: 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 0.3125 in. I.S. - 5.00 x 0.2500 in. Web Depth - 17.636 in. Web Depth - 17.636 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) - 1.750 in. Pf bot (out) - 1.904 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) - 2.438 in. Pf bot (ins) - 2.344 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) - 2.438 in. XBI bot (ins) - 2.438 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) ----------------------------- ------------------------------------------------- 69) 1.3663DL +1.3663COLL -3.5 -174.61 -6.40 15.21 169.29 6.35 -12.06 69) 1.3663DL +1.3663COLL -3.5 -174.61 -6.40 15.21 169.29 6.35 -12.06 Connection Design Summary: Bolt Unity Check (O.S.) = 0.9277 Plate Unity Check (O.S.) = 0.5775 Bolt Unity Check (I.S.) = 0.9594 Plate Unity Check (I.S.) = 0.5869 Star Building Systems, OKC, OK User: mjdotta Page: F1- 24 R-Frame Design Program - Version V7.04 Job : 78516C Connection Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 6 -------------------------------------------------------------------------------- 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 - 17.636 in. Web Depth - 17.636 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) ----------------------------- ------------------------------------------------- 85) 0.6DL +0.6LWL2 +0.6RBUPLW -0.66 2.48 -0.01 -0.66 2.48 0.01 1) DL +COLL +SNOW (SOA-L) 11.55 -0.69 -0.08 11.55 -0.69 0.08 Connection Design Summary: Bolt Unity Check (O.S.) = 0.0536 Plate Unity Check (O.S.) = 0.0536 Bolt Unity Check (I.S.) = 0.2349 Plate Unity Check (I.S.) = 0.2349 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 7.5705 1 0.1813 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 1.3032 91 0.0312 Web Plate Fillet-BS 0.1875 35.2724 98.2065 1.2090 22 0.0123 Right Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 7.5705 1 0.1813 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 1.3032 79 0.0312 Web Plate Fillet-BS 0.1875 35.2724 98.2065 1.2090 22 0.0123 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Star Building Systems, OKC, OK User: mjdotta Page: F1- 25 R-Frame Design Program - Version V7.04 Job : 78516C Cap Plate Summary File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- INTERIOR COLUMNS 1 AND 2 CAP PLATE AND BOLT DESIGN ==================================================== Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4)- 0.500 in. Dia. A325N Bolts Bolt Gage : 2.500 in. Bolt Spacing : 2.500 in. Plate Size : 6.0000x 8.1250x 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 3.415 35.343 86 0.0966 Bolt Shear 1.869 0.000 21.206 3 0.0882 Star Building Systems, OKC, OK User: mjdotta Page: F1- 26 R-Frame Design Program - Version V7.04 Job : 78516C Knee and Stiffener Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 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 0.3125 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 18.140 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 18.000 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 15.386 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 15.386 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 17.636 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.2500 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 3.8675 IN. 4 2.2500 0.3125 14.5000 Star Building Systems, OKC, OK User: mjdotta Page: F1- 27 R-Frame Design Program - Version V7.04 Job : 78516C Flange Brace Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 7'6 @ FLOOR 1 @ 7'6 @ FLOOR 1 @ 5'2 1 @ 5'2 1 @ 5'4 @ EAVE 1 @ 5'4 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 4'4-9/16" @ EAVE 2 @ 4'4-9/16" @ EAVE 4 @ 5'0 4 @ 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 12.67 (N) (C) LFT RAFTER 4.42 8.83 13.87 18.91 23.95 28.99 (C) (N) (N) (M) (M) (C) RGT COLUMN 7.50 12.67 (N) (C) RGT RAFTER 4.42 8.83 13.87 18.91 23.95 28.99 (C) (N) (N) (M) (M) (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: mjdotta Page: F1- 28 R-Frame Design Program - Version V7.04 Job : 78516C Primary Deflection Report File: frame_2.fra Date: 11/12/18 ms2 60./18./23.542 20./110./25. Start Time: 13:51:59 -------------------------------------------------------------------------------- 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 4.533 0.003 4.546 0.006 4.552 0.006 4.541 0.003 Load Comb 203 193 203 195 205 196 205 199 Defl. H/ 44 H/ 50 H/ 50 H/ 44 ------------------------------------------------------------------------------ Neg. Max -4.541 -0.012 -4.552 -0.039 -4.546 -0.039 -4.533 -0.012 Load Comb 206 11 206 11 204 11 204 11 Defl. H/ 44 H/ 50 H/ 50 H/ 44 ============================================================================== 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 -0.170 in. 8.61 ft. 0.142 in. 8.61 ft. Load Comb 205 204 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 -0.101 in. 30.00 ft. 0.016 in. 32.31 ft. Load Comb 3 199 Defl. L/999 L/999 ============================================================================== PEAK DEFLECTIONS (Positive = Y:Upward) ==================== Y-Def -------------------- Pos. Max 0.015 in. Load Comb 199 Defl. L/999 -------------------- Neg. Max -0.101 in. Load Comb 4 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 ----- ------- 201 3.0 202 3.0 203 3.0 204 3.0 205 3.0 206 3.0 Vertical Clearance at the Left Knee is 16.0871 feet Vertical Clearance at the Right Knee is 16.0871 feet