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Yelm Auto Recycling BLD513 DESIGN PACKAGE BUILDER: NPR HOLDINGS CUSTOMER: UBAIDA A MUFREJ JOB NUMBER: 16-B-78513 TABLE OF CONTENTS Page Design Criteria 1 Notes on Drawings 2-3 Deflection Criteria 4 Building A 5-18 Original Design Completed thru Change Order # 1 Revision History Rev # Update Reactions? Reason for Revision Pages Revised Date Revised Eng. Project Engineer: Jose Mario Rodriguez-Campos (Fairview) Checking Engineer: Allen Hurtz Signing Engineer: Allen Hurtz, P.E. 16-B-78513 P.O. Box 1376  Lockeford, CA 95237  209.727.5504  starbuildings.com November 08, 2018 NPR HOLDINGS 3655 E MARGINAL WAY S SEATTLE, WA 98134-1150 16-B-78513 OB MUFREJ YELM, WA 48'0" x 30'0" x 18'0" To Whom It May Concern: This is to certify that materials for the subject structure have been designed in accordance with the order documents, specifically as shown per the attached Engineering Design Criteria Sheet. Aspects of code compliance as related to use or occupancy, such as sprinkler requirements, are not addressed by these documents. These materials, when properly erected on an adequate foundation in accordance with the erection drawings as supplied and using the components as furnished, will meet the attached loading requirements. This certification does not cover field modifications or the design of materials not furnished by Star Building Systems. The attached design criteria and calculations are to remain with and form part of this Letter of Certification. The calculations and the metal building they represent are the product of Star Building Systems or a division of its affiliate NCI Building Systems. The engineer whose seal appears hereon is employed by either Star Building Systems or a division of its affiliate NCI Building Systems and is not the engineer of record for this project. Cordially, Star Building Systems Materials for Metal Buildings An NCI Company Allen D. Hurtz, P.E. Director of Engineering 2018-11-09 08:04:46 Job Number ........................ 16-B-78513 Builder ........................... NPR HOLDINGS Jobsite Location .................. OB MUFREJ,YELM,Washington Building Code ..................... 2015 IBC Building Risk Category ............ Normal (Risk Category II) Roof Dead Load Superimposed ................. 2.47 psf Collateral ................... 3.00 psf (3.00 psf Other) Roof Live Load .................... 20.00 psf no reduction Snow Ground Snow Load (Pg) ........ 25.00 psf Snow Load Importance Factor (I) 1.00 Flat Roof Snow Load (Pf) ..... 21.00 psf (per code) Minimum Roof Snow Load (Pf) .. 25.00 psf (used in design) Snow Exposure Factor (Ce) .... 1.00 Thermal Factor (Ct) .......... 1.20 Wind Ultimate Wind Speed (Vult) ... 110.00 mph Nominal Wind Speed (Vasd) .... 85 mph (IBC section 1609.3.1) Serviceability Wind Speed .... 72 mph Wind Exposure Category ....... B Internal Pressure Coef (GCpi) 0.18/-0.18 Loads for components not provided by building manufacturer Corner Areas (within 3.00' of corner) 19.92 psf pressure -26.56 psf suction Other Areas 19.92 psf pressure -21.58 psf suction These values are the maximum values required based on a 10 sq ft area. Components with larger areas may have lower wind loads. Seismic Seismic Importance Factor (Ie) 1.00 Seismic Design Category ...... D Soil Site Class .............. D Stiff Soil Ss ........................... 1.245 g Sds ..... 0.832 g S1 ........................... 0.495 g Sd1 ..... 0.497 g Analysis Procedure ........... Equivalent Lateral Force Column Line 1 2-3 SWA & SWC Basic Force Resisting System B3 C4 B3 Response Modification Coefficient (R) 3.25 3.50 3.25 Seismic Response Coefficient (Cs) 0.256 0.238 0.256 Design Base Shear in kips (V) 0.64 2.66 3.47 Basic Structural System (from ASCE 7-10 Table 12.2-1) B3 - Ordinary Steel Concentrically Braced Frame C4 - Ordinary Steel Moment Frame 1 11/08/2018 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 rigid frame at building A side EWD (FL3) is designed as a non-expandable rigid frame. Corresponding frame reactions are calculated based upon actual tributary area. Using Northern (7"x7") eave gutter with 4 x 5 downspouts, the roof drainage system has been designed using the method outlined in the MBMA 2 11/08/2018 Metal Building Systems Manual. Downspout locations have not been located on these drawings. The downspouts are to be placed on the building sidewalls at a spacing not to exceed 30 feet with the first downspout from both ends of the gutter run within 15 feet of the end. Downspout spacing that does not exceed the maximum spacing will be in compliance with the building code. The gutter and downspout system as provided by the manufacturer is designed to accommodate 4 in/hr rainfall intensity. 3 11/08/2018 Job Number.......................: 16-B-78513 Builder..........................: NPR HOLDINGS Jobsite Location.................: OB MUFREJ, YELM, WA Washington The material supplied by the manufacturer has been designed with the following minimum deflection criteria. The actual deflection may be less depending on actual load and actual member length. BUILDING DEFLECTION LIMITS.......: BLDG-A Roof Limits Rafters Purlins Panels ------------------------------- -------- ------- ------ Live: L/ 180 150 60 Snow: L/ 180 180 60 Serviceability Wind: L/ 180 180 60 Total Gravity: L/ 120 120 60 Total Uplift: L/ N/A N/A 60 Frame Limits Sidesway Portal Frame Sidesway ------------------------------- -------- --------------------- Live: H/ 60 Snow: H/ 60 Serviceability Wind: H/ 60 Seismic Drift: H/ 40 Total Gravity: H/ 60 Service Seismic: H/ 40 Wall Limits Limit ------------------------------- -------- Total Wind Panels: L/ 60 Total Wind Girts: L/ 90 Total Wind EW Columns: L/ 120 The Service Seismic limit as shown here is at service level loads. 4 11/08/2018 5 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:20 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- B U I L D I N G - A - D E S I G N S U M M A R Y R E P O R T All connections use ASTM A325N bolts, unless noted otherwise. All anchor rods are checked according to ASTM F1554 Gr. 36 strengths. ROOF PLANE ------- RPA R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AroofRPA_01.edf Panel .................... UDEK Panel Width .............. 24 in Panel Gage ............... 24 ga Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength PURLIN SPACING : 2@3'10-9/16 3@5'0 1.2378 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 15.000 8X2.5Z16 2 points S 0.000 1.479 C 2 15.000 8X2.5Z16 2 points C 1.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6 @ Supports: 1,2,3 Purlin Stiffened Clips @ Level 2,6 @ Supports: 1,2,3 Purlin Backup Plate @ Level 2,6 @ Supports: 2 6 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:20 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- ROOF PLANE ------- RPC R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AroofRPC_01.edf Panel .................... UDEK Panel Width .............. 24 in Panel Gage ............... 24 ga Purlins .................. 55.0 ksi Yield Strength Eave Struts .............. 55.0 ksi Yield Strength PURLIN SPACING : 2@3'10-9/16 3@5'0 1.2378 Bay Length Member Size Brace L Lap R Lap # (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 15.000 8X2.5Z16 2 points S 0.000 1.479 C 2 15.000 8X2.5Z16 2 points C 1.479 0.000 S Purlin Clip Use 2 A325 Bolts @ Level 2,3,4,5,6 @ Supports: 3,2,1 Purlin Stiffened Clips @ Level 2,6 @ Supports: 3,2,1 Purlin Backup Plate @ Level 2,6 @ Supports: 2 RPA Purlin Strut @ 34.000 (ft) :8X2.5Z16 Bays 1 RPA Purlin Strut @ 34.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 14.000 (ft) :8X2.5Z16 Bays 1 RPC Purlin Strut @ 24.000 (ft) :8X2.5Z16 Bays 1 RPC Purlin Strut @ 14.000 (ft) :8X2.5Z16 Bays 2 RPC Purlin Strut @ 24.000 (ft) :8X2.5Z16 Bays 2 SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 1 SWA Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 2 SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 1 SWC Eave Strut @ 18.000 (ft) :8X3.5E14 Bays 2 Note: 1) All Purlin strut locations for all roof planes are measured from back sidewall. 2)All purlin strut rows use the same lap lengths as the main purlin design. Eave strut interior connection at SWA uses (2)-1/2" A325 bolts. Eave strut interior connection at SWC uses (2)-1/2" A325 bolts. Eave strut connection at end-frame uses (4)-1/2" A325 bolts. 7 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:20 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- BRACING ---- Roof: 1 bays Rod Plane SWA : 1 bays Rod: Hillside Washers Plane SWC : 1 bays Rod: Hillside Washers Plane EWB : 1 bays Rod Plane EWD :End Frame 8 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:20 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWA -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallSWA_01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts .................... 55.0 ksi Yield Strength GIRTS SPACINGS : 7'6 6'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 15.000 8X2.5Z16 None S 0.000 1.479 C 2 7'6 15.000 8X2.5Z16 None C 1.479 0.000 S 1 14'0 15.000 8X2.5Z16 None S 0.000 1.479 C 2 14'0 15.000 8X2.5Z16 None C 1.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 9 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:20 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- SIDEWALL PLANE SWC -- ( 8.250" Inset columns ) R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallSWC_01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts .................... 55.0 ksi Yield Strength GIRTS SPACINGS : 7'6 6'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 15.000 8X2.5Z16 None S 0.000 1.479 C 2 7'6 15.000 8X2.5Z16 None C 1.479 0.000 S 1 14'0 15.000 8X2.5Z16 None S 0.000 1.479 C 2 14'0 15.000 8X2.5Z16 None C 1.479 0.000 S Note : Maximum Distance To Extend Girt From Adjacent Bay is 36.00 inches. 10 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:20 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- Endwall Plane EWB Design ........ BEARING FRAME R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallEWB_01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga RAFTERS ----- Mem Description Length Start End # Member Size Identification (ft) (ft) (ft) ------------------------------------------------------------- 1 W8X10 50.0 ksi 22.990 0.000 22.990 Connections... Left : Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Right: Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts 2 W8X10 50.0 ksi 22.990 22.990 45.980 Connections... Left : Type-II MEP 6.000" X 3/8" (4)-1/2" A325N Bolts Right: Type-IV SEP 6.000" X 3/8" (2)-1/2" A325N Bolts Flange Braces at following purlins (horizontal distance from eave) : PLANE SWA: None PLANE SWC: None Girts ..................... 55.0 ksi Yield Strength Girts Spacings : 7'6 6'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 13.312 8X2.5Z16 None S 0.000 1.479 C 2 7'6 20.000 8X2.5Z16 None C 1.479 1.479 C 3 7'6 13.312 8X2.5Z16 None C 1.479 0.000 S 1 14'0 13.312 8X2.5Z16 None S 0.000 1.479 C 2 14'0 20.000 8X2.5Z16 None C 1.479 1.479 C 3 14'0 13.312 8X2.5Z16 None C 1.479 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. 11 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:21 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 1-E 0.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 1-D 14.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 Flange Brace @ 7.50 elev. 1-B 34.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 Flange Brace @ 7.50 elev. 1-A 48.000' W8X10 50.0 ksi 0.0000' 0.375" BP thk w/( 4)-0.625" A36 ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 1 --------- -------------------- PLANE SWC: 1-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 1-B BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWA: 12 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:21 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- Endwall Plane EWD Design ........ RIGID BEARING FRAME R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\AwallEWD_01.edf Panel .................... PBR Panel Width .............. 36 in Panel Gage ............... 26 ga Girts ..................... 55.0 ksi Yield Strength Girts Spacings : 7'6 6'6 Bay Elev. Length Member Size Brace L Lap R Lap # (ft-in) (ft) Identification Locations Exten Exten --------------------------------------------------------------------- 1 7'6 17.312 8X2.5Z16 None / F.O. S 0.000 0.000 C 2 7'6 16.000 8X2.5Z16 None / F.O. C 0.000 0.000 C 3 7'6 13.312 8X2.5Z16 None C 0.000 0.000 S 1 14'0 17.312 8X2.5Z16 None S 0.000 1.479 C 2 14'0 16.000 8X2.5Z16 None C 1.479 1.479 C 3 14'0 13.312 8X2.5Z16 None C 1.479 0.000 S Note : Maximum distance to extend girt from 'adjacent bay is 36.00 inches. FRAMED OPENINGS: Width Height Sill Ht Jamb Header/Sill Bay Distance 12'0 12'0 N/A 8X3.5C14 8X2.5C16 1 3'8 12'0 12'0 N/A 8X3.5C14 8X2.5C16 2 2'0 13 11/08/2018 Star Building Systems, OKC, OK Design Summary Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:21 R:\..\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\78513A_bldg_A_01.cds ------------------------------------------------------------------------------- COLUMNS ----- ( 8.250" Bypass columns ) Col Dist. Description Base Elev Base plate design information # from left Member Size Ident. (ft) Thickness & rods ----------------------------------------------------------------------------- 3-C 18.000' Rotated interior Frame column, see profile 3-D 34.000' Rotated interior Frame column, see profile ENDWALL COLUMN TO BRIDGE CHANNEL CONNECTIONS: STRUT-TO-COLUMN CLIP COL. NO. ENDWALL PLANE 3 --------- -------------------- PLANE SWA: 3-C BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL 3-D BETWEEN PURLINS, USING TYPE 3 CONN.,(4)-1/2" A325N CF Brdg Channel (0.3750") (4)-3/4" A325N W8X10 COLUMN EXTENSION w/ 12.000 " LAP LENGTH; 8X2.5C12 BRIDGE CHANNEL PLANE SWC: FRAMES ----- Type Span Live Wind Eave Trib Grid Labels CS 48.000 20.00/110.00 18.00/ 13.83 2 MS 48.000 20.00/110.00 18.00/ 8.08 3 Note: Use square anchor rod layout. 14 11/08/2018 Building: BLDG-A CDS file name: 16-B-78513_BLDG-A_Eds2Xds.cds Eds2Xds User: jmrodriguez Job Number: 16-B-78513 Fairview Date: 11/08/2018 04:32:04 PM Relative path: \\HOUNA04\TS\jobs\Active\Eng\16-B-78513 ---------------------------------------------------------------------------------------------------------------------------- Planes Name File SWA \ver01-jmrodriguez\BLDG-A\run01\AwallSWA_01.edf EWD \ver01-jmrodriguez\BLDG-A\run01\AwallEWD_01.edf SWC \ver01-jmrodriguez\BLDG-A\run01\AwallSWC_01.edf EWB \ver01-jmrodriguez\BLDG-A\run01\AwallEWB_01.edf RPA \ver01-jmrodriguez\BLDG-A\run01\AroofRPA_01.edf RPC \ver01-jmrodriguez\BLDG-A\run01\AroofRPC_01.edf Frames Frame Line Left Frame Left File Right Frame Right File 2 A \ver01-jmrodriguez\BLDG-A\Drftg\x01L A \ver01-jmrodriguez\BLDG-A\Drftg\x01L 3 B \ver01-jmrodriguez\BLDG-A\Drftg\x02L C \ver01-jmrodriguez\BLDG- A\Drftg\x02R Portal Frames Plane Name Bay Frame File 15 11/08/2018 24'12345 6 7 CCCLLL Symm. Frame I.F.WEB LEN.WEB THK.O.F.I.F. WEB LEN. WEB THK. O.F.0.1340.250.134 10.0'6.158'2.445' 20.0'5X0.255X0.25 5X0.255X0.25 10'0"6.158'12.445' 10'0"16'17/8"18'11"CMC C C 18' E.H. 1.5 12 Star Building SystemsStar Building SystemsStar Building Systems FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguez DATE:DATE:11/ 8/18 TIME:TIME:15:40:35 PAGE:PAGE:1 -1 8600 S. I-35, Oklahoma City, OK 73149 cs 48./18./17.292 20./110./25.JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOCATION: GridlinesLOCATION:2 DETAIL FILE:ive\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\Drftg\x01LDETAIL FILE: BOLTS:A325 FULLY TIGHT WEIGHT:1518 lbs PURLINS(horz. from eave) :8"-Z 2@3'10 9/16",3@5' GIRTS (vert. from floor): 8"-Z 7'6",6'6"(8.25") (1) All sectional dimensions are in inches. (2) All Flange lengths are measured along outer flange. CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =2 LocationLocation Web Dep.Web Dep. TypeType Plate(DN)Plate Plate(UP)Plate BoltsBolts 8.0 BASE 6.0X0.375 N/A (4)-3/4 11.7132 SPLICE N/A N/A N/A 14.0 HORZ STF 2.25X0.25 N/A N/A N/A CAP (EXT) 5.0X0.25 N/A N/A 16.0 2E/2E 6.0X0.75 6.0X0.75 (8)-3/4 16.0 SPLICE N/A N/A N/A 16.0 2E/2E 6.0X0.5 6.0X0.5 (8)-3/4 *-E1 2 3 4 5 6 7 16 11/08/2018 WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/4WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/414'10'12345 6 7 8 910I.F.WEB LEN.WEB THK.O.F.I.F. WEB LEN. WEB THK. O.F.0.1340.1560.134 10.0'6.484'2.818' 20.0'5X0.255X0.25 5X0.255X0.25 10'0"6.484'10.238' 5'0" 7.58'16'53/4"19'35/8"CC C C 18' E.H. 1.5 12 Star Building SystemsStar Building SystemsStar Building Systems FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguez DATE:DATE:11/ 8/18 TIME:TIME:15:54:19 PAGE:PAGE:2 -1 8600 S. I-35, Oklahoma City, OK 73149 ms2 48./18./8.083 20./110./25.JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOCATION: GridlinesLOCATION:3 DETAIL FILE:ive\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\Drftg\x02LDETAIL FILE: BOLTS:A325 FULLY TIGHT WEIGHT:1757 lbs PURLINS(horz. from eave) :8"-Z 2@3'10 9/16",3@5' GIRTS (vert. from floor): 8"-Z 7'6",6'6"(8.25") (1) All sectional dimensions are in inches. (2) All Flange lengths are measured along outer flange. CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =3 LocationLocation Web Dep.Web Dep. TypeType Plate(DN)Plate Plate(UP)Plate BoltsBolts 9.0 BASE 6.0X0.375 N/A (4)-3/4 9.0 SPLICE N/A N/A N/A 9.0 HORZ STF 2.25X0.25 N/A N/A N/A CAP (EXT) 5.0X0.25 N/A N/A 11.5 2E/2E 6.0X0.75 6.0X0.75 (8)-3/4 11.5 SPLICE N/A N/A N/A 11.5 SPLICE N/A N/A N/A 11.5 2E/2E 6.0X0.375 6.0X0.375 (8)-3/4 8.0 BASE 6.0X0.375 N/A (4)-3/4 8.0 CAP/STF 6.0X0.375 2.25X0.3125 (4)-1/2 *-E1 2 3 4 5 6 7 8 *-D9 10 17 11/08/2018 Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/4WEB THK 0.134L.F. 5 x 1/4R.F. 5 x 1/418'6'12345 6 7 8 9 1011 I.F. WEB LEN. WEB THK. O.F. I.F. WEB LEN. WEB THK. O.F.0.1340.134 16.484'20.0' 2.818'5X0.255X0.25 5X0.255X0.25 6.484'10'0"3.549' 5'0" 10'0" 4.269'16'53/4"19'35/8"CC C C 18' E.H. 1.5 12 Star Building SystemsStar Building SystemsStar Building Systems FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguez DATE:DATE:11/ 8/18 TIME:TIME:15:54:19 PAGE:PAGE:2 -2 8600 S. I-35, Oklahoma City, OK 73149 ms2 48./18./8.083 20./110./25.JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOCATION: GridlinesLOCATION:3 DETAIL FILE:ive\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\Drftg\x02RDETAIL FILE: BOLTS:A325 FULLY TIGHT WEIGHT:1757 lbs PURLINS(horz. from eave) :8"-Z 2@3'10 9/16",3@5' GIRTS (vert. from floor): 8"-Z 7'6",6'6"(8.25") (1) All sectional dimensions are in inches. (2) All Flange lengths are measured along outer flange. CONNECTION DETAILS :CONNECTION DETAILS :CONNECTION DETAILS : GRIDLINES * =3 LocationLocation Web Dep.Web Dep. TypeType Plate(DN)Plate Plate(UP)Plate BoltsBolts 9.0 BASE 6.0X0.375 N/A (4)-3/4 9.0 SPLICE N/A N/A N/A 9.0 HORZ STF 2.25X0.25 N/A N/A N/A CAP (EXT) 5.0X0.25 N/A N/A 11.5 2E/2E 6.0X0.75 6.0X0.75 (8)-3/4 11.5 SPLICE N/A N/A N/A 11.5 SPLICE N/A N/A N/A 11.5 SPLICE N/A N/A N/A 11.5 2E/2E 6.0X0.375 6.0X0.375 (8)-3/4 8.0 BASE 6.0X0.375 N/A (4)-3/4 8.0 CAP/STF 6.0X0.375 2.25X0.3125 (4)-1/2 *-A1 2 3 4 5 6 7 8 9 *-C10 11 18 11/08/2018 Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners Interior columns used like endwall columns rotated 90 degreesUse (1) set NS / FS stiffeners Rev G 7/01/13 REACTIONS BUILDER: NPR HOLDINGS CUSTOMER: UBAIDA A MUFREJ JOB NUMBER: 16-B-78513 Notes 1) The reactions provided are based on the Order Documents at the time of mailing. Any changes to building loads or dimensions may change the reactions. The reactions will be superseded and voided by any future mailing. 2) The reactions provided have been created with the following layout (unless noted otherwise). a) A reaction table is provided with the reactions for each load group. b) Rigid Frames (1) Gabled Buildings (a) Left and Right columns are determined as if viewing the left side of the building, as shown on the anchor rod drawing, from the outside of the building. (b) Interior columns are spaced from left side to right side. (2) Single Slope Buildings (a) Left column is the low side column. (b) Right column is the high side column. (c) Interior columns are spaced from low side to high side. c) Endwalls (1) Left and Right columns are determined as if viewing the wall from the outside. (2) Interior columns are spaced from left to right. d) Anchor rod size is determined by shear and tension at the bottom of the base plate. The length of the anchor rod and method of load transfer to the foundation are to be determined by the foundation engineer. e) Anchor rods are ASTM F1554 Gr. 36 material unless noted otherwise on the anchor rod layout drawing. f) X-Bracing (1) Rod Bracing reactions have been included in values shown in the reaction tables. (2) For IBC and UBC based building codes, when x-bracing is present in the sidewall, individual longitudinal seismic loads (RBUPEQ and RBDWEQ) do not include the amplification factor, 0. (3) For IBC and UBC based building codes, when x-bracing is present in the endwall, individual transverse seismic loads (EQ) do not include the amplification factor, 0. 3) Reactions are provided as un-factored for each load group applied to the column. The foundation engineer will apply the appropriate load factors and combine the reactions in accordance with the building code and design specifications to determine bearing pressures and concrete design. The factors applied to load groups for the steel column design may be different than the factors used in the foundation design. a) For projects using ultimate design wind speeds such as 2012 IBC, 2015 IBC, or 2014 Florida building code, the wind load reactions are at a strength value with a load factor of 1.0. b) For IBC codes, the seismic reactions provided are at a strength level and do not contain the rho factor. c) For NBCC codes, the seismic reactions provided do not contain the R d*Ro factor. The manufacturer does not provide "maximum" load combination reactions. However, the individual load reactions provided may be used by the foundation engineer to determine the applicable load combinations for his/her design procedures and allow for an economical foundation design. FRAME DESCRIPTION:FRAME DESCRIPTION:USER NAME:USER NAME:JMRodrig DATE:DATE:11/08/18 PAGE:PAGE:EW-1 Endwall EWBEndwall EWB JOB NAME:JOB NAME:78513A FILE:FILE:REW3BLDG1 PATH:PATH:R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\ SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP NOTE: All reactions are in kips and kip-ft.TIME:TIME:15:27:19 REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS VL HL LL 1-E V1 H1 L1 1-D V2 H2 L2 1-B VR HR LR 1-A LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE COLUMNCOLUMN 1-E1-E 1-D1-D 1-B1-B 1-A1-A LOAD GROUPLOAD GROUP HLHL VLVL LLLL H1H1 V1V1 L1L1 H2H2 V2V2 L2L2 HRHR VRVR LRLR D 0.0 0.3 0. 0. 0.8 0.0 0. 0.8 0.0 0.0 0.3 0. C 0.0 0.1 0. 0. 0.5 0.0 0. 0.5 0.0 0.0 0.1 0. L 0.0 0.9 0. 0. 3.0 0.0 0. 3.0 0.0 0.0 0.9 0. S 0.0 1.1 0. 0. 3.8 0.0 0. 3.8 0.0 0.0 1.1 0. SBAL 0.0 0.9 0. 0. 3.2 0.0 0. 3.2 0.0 0.0 0.9 0. SUR 0.0 0.9 0. 0. 3.7 0.0 0. 1.4 0.0 0.0 0.2 0. SUL 0.0 0.2 0. 0. 1.4 0.0 0. 3.7 0.0 0.0 0.9 0. W+ 0.0 -5.6 3.7 0. -3.3 2.5 0. -3.3 2.5 0.0 -5.6 3.7 W- 0.0 3.4 0. 0. -3.3 -2.8 0. -3.3 -2.8 0.0 3.4 0. WR 0.0 -1.1 0. 0. -2.1 0.0 1.2 -4.4 0.0 0.0 -1.1 0. WL 0.0 -1.1 0. -1.2 -4.4 0.0 0. -2.1 0.0 0.0 -1.1 0. E+ 0. -2.1 1.7 0. 0. 0.2 0. 0. 0.2 0. -2.1 1.7 E- 0. 1.0 0. 0. 0. -0.2 0. 0. -0.2 0. 1.0 0. ER 0. 0. 0. 0. 0.6 0. 0.6 -0.6 0. 0. 0. 0. EL 0. 0. 0. -0.6 -0.6 0. 0. 0.6 0. 0. 0. 0. LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION D :DEAD LOAD C :COLLATERAL LOAD L :LIVE LOAD S :DESIGN SNOW LOAD SBAL :BALANCED ROOF SNOW SUR :UNBALANCED SNOW - WIND FROM RIGHT TO LEFT SUL :UNBALANCED SNOW - WIND FROM LEFT TO RIGHT W+:WIND LOAD AS AN INWARD ACTING PRESSURE W-:WIND LOAD AS AN OUTWARD ACTING SUCTION WR :WIND FORCE FROM THE RIGHT WL :WIND FORCE FROM THE LEFT E+:EARTHQUAKE FORCE ACTING INWARD E-:EARTHQUAKE FORCE ACTING OUTWARD ER :EARTHQUAKE FORCE FROM RIGHT EL :EARTHQUAKE FORCE FROM LEFT FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -2 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTES:(1) All reactions are in kips and kip-ft. (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000 (3) Primary wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only. TIME:TIME:15:40:35 REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS VL HL LNL *-E VR HR LNR *-A LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE GRIDLINES * =2 COLUMNCOLUMN *-E*-E *-A*-A LOAD GROUPLOAD GROUP HLHL VLVL LNLLNL HRHR VRVR LNRLNR DL 0.4 1.6 0.0 -0.4 1.6 0.0 COLL 0.4 1.2 0.0 -0.4 1.2 0.0 SNOW 3.3 10.4 0.0 -3.3 10.4 0.0 LL 2.6 8.3 0.0 -2.6 8.3 0.0 RBDWEQ -0.0 4.2 0.0 0.0 4.2 0.0 EQ -0.8 -0.6 0.0 -0.8 0.6 0.0 RBUPEQ 0.0 -2.1 -1.7 -0.0 -2.1 -1.7 WL1 -3.3 -6.8 0.0 -0.6 -4.2 0.0 WL2 -3.4 -4.1 0.0 -0.5 -1.4 0.0 WL3 0.6 -4.2 0.0 3.3 -6.8 0.0 WL4 0.5 -1.4 0.0 3.4 -4.1 0.0 LWL1 0.1 -6.0 0.0 0.2 -4.9 0.0 RBUPLW 0.0 -4.5 -3.7 -0.0 -4.5 -3.7 LWL2 -0.2 -4.9 0.0 -0.1 -6.0 0.0 LWL3 0.0 -3.2 0.0 0.3 -2.2 0.0 LWL4 -0.3 -2.2 0.0 -0.0 -3.2 0.0 RS 2.2 4.8 0.0 -2.2 8.4 0.0 LS 2.2 8.4 0.0 -2.2 4.8 0.0 LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION DL :Roof Dead Load COLL :Roof Collateral Load SNOW :Roof Snow Load LL :Roof Live Load RBDWEQ :Downward Acting Rod Brace Load from Long. Seismic EQ :Lateral Seismic Load [parallel to plane of frame] RBUPEQ :Upward Acting Rod Brace Load from Long. Seismic WL1 :Wind from Left to Right with +GCpi WL2 :Wind from Left to Right with -GCpi WL3 :Wind from Right to Left with +GCpi WL4 :Wind from Right to Left with -GCpi LWL1 :Windward Corner Left with +GCpi RBUPLW :Upward Acting Rod Brace Load from Long. Wind LWL2 :Windward Corner Right with +GCpi LWL3 :Windward Corner Left with -GCpi LWL4 :Windward Corner Right with -GCpi RS :Unbalanced Right Roof Snow Load LS :Unbalanced Left Roof Snow Load FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -3 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTES:(1) All reactions are in kips and kip-ft. (2) The seismic overstrength factor (Omega) is not included in the "RBDWEQ" and "RBUPEQ" Load Group reactions. Seismic "BASE-ONLY" combination reactions include an overstrength factor of: 2.000 (3) Primary wind load cases are not concurrent. (4) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only. TIME:TIME:15:40:35 REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS VL HL LNL *-E VR HR LNR *-A LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE GRIDLINES * =2 COLUMNCOLUMN *-E*-E *-A*-A LOAD GROUPLOAD GROUP HLHL VLVL LNLLNL HRHR VRVR LNRLNR RBDWLW -0.0 4.5 0.0 0.0 4.5 0.0 LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION RBDWLW :Downward Acting Rod Brace Load from Long. Wind FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -4 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(1)DL *-E *-A (1)DL(1)DL(1)DL 0.04 0.04 0.040.04 (2)COLL *-E *-A (2)COLL(2)COLL(2)COLL 0.05 0.05 0.050.05 (3)SNOW *-E *-A (3)SNOW(3)SNOW(3)SNOW 0.43 0.43 0.430.43 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -5 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(4)LL *-E *-A (4)LL(4)LL(4)LL 0.35 0.35 0.350.35 (5)RBDWEQ *-E *-A (5)RBDWEQ(5)RBDWEQ(5)RBDWEQ 4.16 4.16 (6)RBUPEQ *-E *-A (6)RBUPEQ(6)RBUPEQ(6)RBUPEQ 2.08 1.73 2.08 1.73 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -6 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(7)WL1 *-E *-A (7)WL1(7)WL1(7)WL1 0.08 0.08 0.16 0.16 0.28 0.28 0.18 0.18 (8)WL2 *-E *-A (8)WL2(8)WL2(8)WL2 0.19 0.19 0.04 0.04 0.16 0.16 0.07 0.07 (9)WL3 *-E *-A (9)WL3(9)WL3(9)WL3 0.16 0.16 0.08 0.08 0.18 0.18 0.28 0.28 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -7 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(10)WL4 *-E *-A (10)WL4(10)WL4(10)WL4 0.04 0.04 0.19 0.19 0.07 0.07 0.16 0.16 (11)LWL1 *-E *-A (11)LWL1(11)LWL1(11)LWL1 0.20 0.20 0.20 0.20 0.28 0.28 0.18 0.18 (12)RBUPLW *-E *-A (12)RBUPLW(12)RBUPLW(12)RBUPLW 4.49 3.74 4.49 3.74 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -8 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(13)LWL2 *-E *-A (13)LWL2(13)LWL2(13)LWL2 0.20 0.20 0.20 0.20 0.18 0.18 0.28 0.28 (14)LWL3 *-E *-A (14)LWL3(14)LWL3(14)LWL3 0.09 0.09 0.09 0.09 0.16 0.16 0.06 0.06 (15)LWL4 *-E *-A (15)LWL4(15)LWL4(15)LWL4 0.09 0.09 0.09 0.09 0.06 0.06 0.16 0.16 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -9 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(16)MWL1 *-E *-A (16)MWL1(16)MWL1(16)MWL1 0.14 0.14 0.14 0.14 0.01 0.01 0.01 0.01 (17)MWL2 *-E *-A (17)MWL2(17)MWL2(17)MWL2 0.14 0.14 0.14 0.14 0.01 0.01 0.01 0.01 (18)RS *-E *-A (18)RS(18)RS(18)RS 0.11 0.11 0.360.36 0.160.16 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -10 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(19)LS *-E *-A (19)LS(19)LS(19)LS 0.36 0.36 0.16 0.16 0.110.11 (20)RBDWLW *-E *-A (20)RBDWLW(20)RBDWLW(20)RBDWLW 4.49 4.49 (21)WL1D *-E *-A (21)WL1D(21)WL1D(21)WL1D 0.03 0.03 0.07 0.07 0.12 0.12 0.08 0.08 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -11 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(22)WL2D *-E *-A (22)WL2D(22)WL2D(22)WL2D 0.08 0.08 0.02 0.02 0.07 0.07 0.03 0.03 (23)LWL1D *-E *-A (23)LWL1D(23)LWL1D(23)LWL1D 0.09 0.09 0.09 0.09 0.12 0.12 0.08 0.08 (24)LWL2D *-E *-A (24)LWL2D(24)LWL2D(24)LWL2D 0.09 0.09 0.09 0.09 0.08 0.08 0.12 0.12 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -12 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(25)LWL3D *-E *-A (25)LWL3D(25)LWL3D(25)LWL3D 0.04 0.04 0.04 0.04 0.07 0.07 0.03 0.03 (26)LWL4D *-E *-A (26)LWL4D(26)LWL4D(26)LWL4D 0.04 0.04 0.04 0.04 0.03 0.03 0.07 0.07 (27)WL3D *-E *-A (27)WL3D(27)WL3D(27)WL3D 0.07 0.07 0.03 0.03 0.08 0.08 0.12 0.12 FRAME ID #FRAME ID #1 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:1 -13 cs 48./18./17.292 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_2.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:2 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:40:35 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(28)WL4D *-E *-A (28)WL4D(28)WL4D(28)WL4D 0.02 0.02 0.08 0.08 0.03 0.03 0.07 0.07 (29)EQ *-E *-A (29)EQ(29)EQ(29)EQ 0.730.09 0.730.09 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -3 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra SUPPORT REACTIONS FOR EACH LOAD GROUPSUPPORT REACTIONS FOR EACH LOAD GROUP *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTES:(1) All reactions are in kips and kip-ft. (2) Primary wind load cases are not concurrent. (3) X-bracing reactions (RBPULW and RBUPEQ) are combined with LWL and LEQ groups only. TIME:TIME:15:54:19 REACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONSREACTION NOTATIONS VL HL *-E VR HR *-A V1 H1 LN1 *-D V2 H2 LN2 *-C LOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLELOAD GROUP REACTION TABLE GRIDLINES * =3 COLUMNCOLUMN *-E*-E *-A*-A *-D*-D *-C*-C LOAD GROUPLOAD GROUP HLHL VLVL LNLLNL HRHR VRVR LNRLNR H1H1 V1V1 LN1LN1 H2H2 V2V2 LN2LN2 DL 0.0 0.4 0.0 -0.0 0.5 0.0 0.0 0.7 0.0 0.0 0.8 0.0 COLL 0.0 0.2 0.0 -0.0 0.2 0.0 0.0 0.4 0.0 0.0 0.4 0.0 SNOW 0.1 1.4 0.0 -0.1 1.7 0.0 0.0 3.0 0.0 0.0 3.7 0.0 LL 0.1 1.1 0.0 -0.1 1.4 0.0 0.0 2.4 0.0 0.0 2.9 0.0 EQ -0.5 -1.0 0.0 -0.5 0.7 0.0 -0.0 1.3 0.0 -0.0 -1.0 0.0 WL1 -1.3 -2.5 0.0 -1.4 -0.1 0.0 -0.0 -1.1 0.0 -0.0 -3.4 0.0 WL2 -1.7 -1.9 0.0 -1.0 0.5 0.0 -0.0 -0.5 0.0 -0.0 -2.6 0.0 LWL1 0.8 -1.4 0.0 -0.5 -1.4 0.0 -0.0 -2.8 2.4 -0.0 -1.5 2.8 LWL2 0.5 -1.4 0.0 -0.7 -1.8 0.0 -0.0 -0.8 2.4 -0.0 -3.0 2.8 LWL3 0.4 -0.8 0.0 -0.2 -0.7 0.0 0.0 -2.2 -2.4 0.0 -0.7 -2.8 LWL4 0.1 -0.8 0.0 -0.4 -1.1 0.0 0.0 -0.2 -2.4 0.0 -2.3 -2.8 WL3 1.4 0.3 0.0 1.3 -2.5 0.0 0.0 -3.1 0.0 0.0 -1.9 0.0 WL4 1.1 0.9 0.0 1.7 -1.8 0.0 0.0 -2.5 0.0 0.0 -1.1 0.0 RS 0.1 0.4 0.0 -0.1 1.5 0.0 0.0 0.7 0.0 0.0 3.6 0.0 LS 0.0 1.0 0.0 -0.0 0.4 0.0 -0.0 3.3 0.0 -0.0 1.5 0.0 LOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTIONLOAD GROUP DESCRIPTION DL :Roof Dead Load COLL :Roof Collateral Load SNOW :Roof Snow Load LL :Roof Live Load EQ :Lateral Seismic Load [parallel to plane of frame] WL1 :Wind from Left to Right with +GCpi WL2 :Wind from Left to Right with -GCpi LWL1 :Windward Corner Left with +GCpi LWL2 :Windward Corner Right with +GCpi LWL3 :Windward Corner Left with -GCpi LWL4 :Windward Corner Right with -GCpi WL3 :Wind from Right to Left with +GCpi WL4 :Wind from Right to Left with -GCpi RS :Unbalanced Right Roof Snow Load LS :Unbalanced Left Roof Snow Load FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -4 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(1)DL *-E *-A (1)DL(1)DL(1)DL *-D *-C 0.02 0.02 0.020.02 (2)COLL *-E *-A (2)COLL(2)COLL(2)COLL *-D *-C 0.02 0.02 0.020.02 (3)SNOW *-E *-A (3)SNOW(3)SNOW(3)SNOW *-D *-C 0.20 0.20 0.200.20 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -5 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(4)LL *-E *-A (4)LL(4)LL(4)LL *-D *-C 0.16 0.16 0.160.16 (5)WL1 *-E *-A (5)WL1(5)WL1(5)WL1 *-D *-C 0.07 0.07 0.10 0.10 0.19 0.19 0.11 0.11 (6)WL2 *-E *-A (6)WL2(6)WL2(6)WL2 *-D *-C 0.12 0.12 0.04 0.04 0.13 0.13 0.06 0.06 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -6 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(7)LWL1 *-E *-A (7)LWL1(7)LWL1(7)LWL1 *-D *-C 0.26 0.262.43 2.43 2.430.30 0.302.83 2.83 2.830.10 0.10 0.10 0.100.19 0.19 0.11 0.11 (8)LWL2 *-E *-A (8)LWL2(8)LWL2(8)LWL2 *-D *-C 0.26 0.262.43 2.43 2.430.30 0.302.83 2.83 2.830.10 0.10 0.10 0.10 0.11 0.11 0.19 0.19 (9)LWL3 *-E *-A (9)LWL3(9)LWL3(9)LWL3 *-D *-C 0.26 0.262.43 2.43 2.430.30 0.302.83 2.83 2.830.04 0.04 0.04 0.04 0.13 0.13 0.05 0.05 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -7 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(10)LWL4 *-E *-A (10)LWL4(10)LWL4(10)LWL4 *-D *-C 0.26 0.262.43 2.43 2.430.30 0.302.83 2.83 2.830.04 0.04 0.04 0.04 0.05 0.05 0.13 0.13 (11)WL3 *-E *-A (11)WL3(11)WL3(11)WL3 *-D *-C 0.10 0.10 0.07 0.070.11 0.11 0.19 0.19 (12)WL4 *-E *-A (12)WL4(12)WL4(12)WL4 *-D *-C 0.04 0.04 0.12 0.12 0.06 0.06 0.13 0.13 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -8 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(13)MWL1 *-E *-A (13)MWL1(13)MWL1(13)MWL1 *-D *-C 0.06 0.06 0.06 0.060.00 0.00 0.00 0.00 (14)MWL2 *-E *-A (14)MWL2(14)MWL2(14)MWL2 *-D *-C 0.06 0.06 0.06 0.060.00 0.00 0.00 0.00 (15)RS *-E *-A (15)RS(15)RS(15)RS *-D *-C 0.05 0.05 0.170.17 0.070.07 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -9 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(16)LS *-E *-A (16)LS(16)LS(16)LS *-D *-C 0.17 0.17 0.07 0.07 0.050.05 (17)WL1D *-E *-A (17)WL1D(17)WL1D(17)WL1D *-D *-C 0.03 0.03 0.04 0.04 0.08 0.08 0.05 0.05 (18)WL2D *-E *-A (18)WL2D(18)WL2D(18)WL2D *-D *-C 0.05 0.05 0.02 0.02 0.06 0.06 0.02 0.02 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -10 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(19)LWL1D *-E *-A (19)LWL1D(19)LWL1D(19)LWL1D *-D *-C 0.04 0.04 0.04 0.04 0.08 0.08 0.05 0.05 (20)LWL2D *-E *-A (20)LWL2D(20)LWL2D(20)LWL2D *-D *-C 0.04 0.04 0.04 0.04 0.05 0.05 0.08 0.08 (21)LWL3D *-E *-A (21)LWL3D(21)LWL3D(21)LWL3D *-D *-C 0.02 0.02 0.02 0.02 0.06 0.06 0.02 0.02 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -11 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(22)LWL4D *-E *-A (22)LWL4D(22)LWL4D(22)LWL4D *-D *-C 0.02 0.02 0.02 0.02 0.02 0.02 0.06 0.06 (23)WL3D *-E *-A (23)WL3D(23)WL3D(23)WL3D *-D *-C 0.04 0.04 0.03 0.03 0.05 0.05 0.08 0.08 (24)WL4D *-E *-A (24)WL4D(24)WL4D(24)WL4D *-D *-C 0.02 0.02 0.05 0.05 0.02 0.02 0.06 0.06 FRAME ID #FRAME ID #2 USER NAME:USER NAME:JMRodriguezDATE:DATE:11/ 8/18 PAGE:PAGE:2 -12 ms2 48./18./8.083 20./110./JOB NAME:JOB NAME:78513A FILE:FILE:frame_3.fra LOAD GROUP SCHEMATICSLOAD GROUP SCHEMATICS *LOCATION: Gridlines:*LOCATION: Gridlines:3 NOTE: All user loads are in kips and kip-ft.TIME:TIME:15:54:19 FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE FOR REFERENCE ONLY. LOADS ARE INCLUDED IN THE REACTION TABLE(25)EQ *-E *-A (25)EQ(25)EQ(25)EQ *-D *-C 0.150.05 0.27 0.33 0.170.05 Star Building Systems, OKC, OK Page: 5 Bracing Design Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:26:56 R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING ROOF LONGITUDINAL BRACING DESIGN **** ROOF STRUT LOADING AND FORCE TRANSMISSION Main Code Requirements Per: 2015 IBC (Reference 2015 International Building Code) Seismic-resistance System Per: 2010 ASCE 7 Longitudinal seismic loading case 1 (PLANE EWB endwall to opposite endwall is force direction) Soil Profile Type................................................... D Seismic design category............................................. D Mapped spectral response accel. for short periods (Ss).............. 1.245 Mapped spectral response accel. for 1 second periods (S1)........... 0.495 Design, 5% damped, spectral response accel. at short periods (Sds).. 0.83166 Design, 5% damped, spectral response accel. at period 1 sec. (Sd1).. 0.49665 Longitudinal Building Period (T).................................... 0.185 Seismic Reliability/Redundancy Factor............................... 1.3 Seismic Importance Factor (I)....................................... 1 Building minimum longitudinal R value............................... 3.25 Building minimum transverse R value................................. 3.25 Roof dead load included in Seismic force "W" (psf).................. 4.464 Roof collateral load included in Seismic force "W" (psf)............ 3.000 Roof Brace External loading (W) .7rhoV Brc T Brc T Brc strut spans applied to strut line Total /bay Allow --------- ----- --------------------------- ------ ------ ------ ------ PLANE RPC: 1 1.945 TOTAL 0.189 @ FRAME LINE 1, 3 0.784 @ BAY 1, 2 0.5000" ROD 14.000' Transfered = 4.833 1.13 1.61 1.61 4.79 2 3.398 TOTAL 0.355 @ FRAME LINE 1, 3 1.344 @ BAY 1, 2 0.5000" ROD 10.000' Transfered = 1.435 0.33 0.41 0.41 4.79 3 2.869 TOTAL 0.315 @ FRAME LINE 1, 3 1.120 @ BAY 1, 2 0.5000" ROD 10.000' Transfered = 1.435 0.33 0.41 0.41 4.79 4 3.398 TOTAL 0.355 @ FRAME LINE 1, 3 1.344 @ BAY 1, 2 0.5000" ROD 14.000' Transfered = 4.833 1.13 1.61 1.61 4.79 5 1.945 TOTAL 0.189 @ FRAME LINE 1, 3 0.784 @ BAY 1, 2 PLANE RPA: --------- ----- --------------------------- ------ ------ ------ ------ - Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 Roof bracing load E=rhoV; rho=1.30 Star Building Systems, OKC, OK Page: 6 Bracing Design Program User: JMRodriguez Job Number: 78513A Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:26:56 R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\ ------------------------------------------------------------------------------- **** MAIN BUILDING SIDEWALL LONGITUDINAL BRACING DESIGN **** WALL STRUT LOADING AND FORCE TRANSMISSION Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWC: Line 1 4.833 Transfered from roof Tier 1 18.00' 1.945 TOTAL 0.189 @ FRAME LINE 1, 3 0.784 @ BAY 1, 2 Transfered = 6.778 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.83)/((3.25)/(1.00))( 6.78) = 1.73 0.7*Omega*V = 0.7*2.00*1.734 = 2.43 Brace T = 3.98 Brace T / Bay = 3.98 / 1 bays = 3.98 Rod Design = 0.5000" ROD Brace Allowable = 5.74 Wall Brace External loading strut elev applied to strut line --------- ----- --------------------------- PLANE SWA: Line 5 4.833 Transfered from roof Tier 1 18.00' 1.945 TOTAL 0.189 @ FRAME LINE 1, 3 0.784 @ BAY 1, 2 Transfered = 6.778 Weight (W) V = Using ASCE7-10 Eq(12.8-2) Sds/(R/I)W ; R=3.25 V = (0.83)/((3.25)/(1.00))( 6.78) = 1.73 0.7*Omega*V = 0.7*2.00*1.734 = 2.43 Brace T = 3.98 Brace T / Bay = 3.98 / 1 bays = 3.98 Rod Design = 0.5000" ROD Brace Allowable = 5.74 Star Building Systems, OKC, OK Page: 26 Design Summary Report Version: 7.04.3 run01 Date: 11/08/18 Start Time: 03:27:18 R:\jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\run01\ ------------------------------------------------------------------------------- ***** TRANSVERSE BRACING DESIGN ***** STABILITY BRACING AT MAIN BUILDING ENDWALL PLANE EWB Loading Condition Horizontal Force --------------------------------------------- ------------------ 1) Lateral Wind Load 1 from SWA to SWC 0.71 2) Lateral Wind Load 2 from SWA to SWC 0.71 3) Lateral Wind Load 1 from SWC to SWA 0.71 4) Lateral Wind Load 2 from SWC to SWA 0.71 5) Lateral Seismic from planes SWA to SWC 2.56 Weight (W) 6) Lateral Seismic from planes SWC to SWA 2.56 Weight (W) --------------------------------------------- ------------------ kips Using Max size 0.5000" RODS in endwall module [ 2] from left to right Width= 20.00 feet Left Height= 19.75 feet Right Height= 19.75 feet Load Active Rod Design Tensile Force Tensile Force Cond Vert. Rise Length Applied Capacity (feet) (feet) (kips) (kips) ---- ---------- ------- ------------- ------------- Tier 1 1) 19.75 28.11 0.98 4.79 2) 19.75 28.11 0.98 4.79 3) 19.75 28.11 0.98 4.79 4) 19.75 28.11 0.98 4.79 5) 19.75 28.11 1.26 5.74 6) 19.75 28.11 1.26 5.74 Tier bracing size:0.5000" ROD ---- ---------- ------- ------------- ------------- Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 1 R-Frame Design Program - Version V7.04 Job : 78513A Input Data Echo File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 \\houna04\TS\Jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\ -------------------------------------------------------------------------------- VERSION V7.04 BRAND STAR DESCRIPTION cs 48./18./17.292 20./110./25. FRAME_ID 1 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 78513A ANALYZE none *DATASET members brace combinations wind_array connection base BUILDING LABEL A LOCATION frame lines 2 LATERAL GRID LABEL 2 LONGITUDINAL GRID LABEL E A NUMBER FRAMES 1 *PRICE complete TYPE cs t cs 60. 60. WIDTH 48. 24. LENGTH 30. EAVE 18. *ROOF SLOPE 1.5 GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 32.393 25.504 5.175 32.23 CODE LABEL 2015 IBC BUILDING CODE IB15 U=Normal DEAD LOAD 2.469 *COLLATERAL LOAD 3. LIVE LOAD 20. SNOW G=25. T=1.2 S=N WEL=24. WER=24. WML=24. WMR=24. MRSL=25. WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD S1=49.5 SS=124.5 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 \ LOF=2. TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR=17.2913 WALL TRIBUTARY TR= 17.2913 S=0. E=18. DESIGN ASD10 LATERAL BRACE LENGTH 13.83 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=1 RA=1 RC=1 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=0 RA=0 RC=0 GIRT SPACING 7.5 6.5 GIRT BRACE C M PURLIN SPACING 2@3.8811 3@5. PURLIN BRACE C N C N C LEFT COLUMN BASE W=6. T=0.375 L=8.5 N=2 D=0.75 8. 0. 10. 5. 0.25 0.134 5. 0.25 0. 14. 0. 5. 0.25 0.25 5. 0.25 LEFT RAFTER CONNECTION O=2E I=2E W=6. T=0.75 D=0.75 16. 0. 0. 5. 0.25 0.134 5. 0.25 0. 16. 10. 5. 0.25 0.134 5. 0.25 CONNECTION O=2E I=2E W=6. T=0.5 D=0.75 SYMMETRICAL ALL WIND LOAD WL1 18.446 0.2400 -0.8700 -0.5700 -0.4900 24.000 Left WIND LOAD WL2 18.446 0.6000 -0.5100 -0.2100 -0.1300 24.000 Left WIND LOAD LWL1 18.446 -0.6300 -0.8700 -0.5500 -0.6300 24.000 WIND LOAD LWL2 18.446 -0.6300 -0.5500 -0.8700 -0.6300 24.000 WIND LOAD LWL3 18.446 -0.2700 -0.5100 -0.1900 -0.2700 24.000 WIND LOAD LWL4 18.446 -0.2700 -0.1900 -0.5100 -0.2700 24.000 WIND LOAD MWL1 16.000 0.5000 0.2500 0.2500 -0.5000 0.000 WIND LOAD MWL2 16.000 -0.5000 -0.2500 -0.2500 0.5000 0.000 WIND LOAD WL3 18.446 -0.4900 -0.5700 -0.8700 0.2400 24.000 Right WIND LOAD WL4 18.446 -0.1300 -0.2100 -0.5100 0.6000 24.000 Right WIND LOAD WL1D 7.903 0.2400 -0.8700 -0.5700 -0.4900 24.000 Left WIND LOAD WL2D 7.903 0.6000 -0.5100 -0.2100 -0.1300 24.000 Left WIND LOAD LWL1D 7.903 -0.6300 -0.8700 -0.5500 -0.6300 24.000 WIND LOAD LWL2D 7.903 -0.6300 -0.5500 -0.8700 -0.6300 24.000 WIND LOAD LWL3D 7.903 -0.2700 -0.5100 -0.1900 -0.2700 24.000 WIND LOAD LWL4D 7.903 -0.2700 -0.1900 -0.5100 -0.2700 24.000 WIND LOAD WL3D 7.903 -0.4900 -0.5700 -0.8700 0.2400 24.000 Right WIND LOAD WL4D 7.903 -0.1300 -0.2100 -0.5100 0.6000 24.000 Right LOAD COMBINATIONS 1)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA L 2)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA R 3)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 4)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 5)1.11643 DL 1.11643 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA L 6)1.11643 DL 1.11643 COLL 0.91 RBDWEQ *DEFL 60. 120. *PDELTA R 7)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 8)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 9)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 10)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 11)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L 12)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R 13)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L 14)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R 15)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA L 16)0.48357 DL 0.91 RBUPEQ *DEFL 60. 120. *PDELTA R 17)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 18)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 19)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 20)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 21)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA L 22)0.73367 DL 2. RBUPEQ *TYPE R *APP B *PDELTA R 23)1.36633 DL 1.36633 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA L 24)1.36633 DL 1.36633 COLL 2. RBDWEQ *TYPE R *APP B *PDELTA R 25)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA L 26)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA R 27)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA L 28)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA R 29)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 30)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 31)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 32)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 33)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA L 34)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA R 35)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA L 36)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA R 37)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 38)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 39)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 40)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 41)1. DL 0.6 WL1 *PDELTA L 42)1. DL 0.6 WL1 *PDELTA R 43)1. DL 0.6 WL2 *PDELTA L 44)1. DL 0.6 WL2 *PDELTA R 45)1. DL 0.6 WL3 *PDELTA L 46)1. DL 0.6 WL3 *PDELTA R 47)1. DL 0.6 WL4 *PDELTA L 48)1. DL 0.6 WL4 *PDELTA R 49)0.6 DL 0.6 WL1 *PDELTA L 50)0.6 DL 0.6 WL1 *PDELTA R 51)0.6 DL 0.6 WL2 *PDELTA L 52)0.6 DL 0.6 WL2 *PDELTA R 53)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA L 54)0.6 DL 0.6 LWL1 0.6 RBUPLW *PDELTA R 55)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA L 56)0.6 DL 0.6 LWL2 0.6 RBUPLW *PDELTA R 57)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA L 58)0.6 DL 0.6 LWL3 0.6 RBUPLW *PDELTA R 59)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA L 60)0.6 DL 0.6 LWL4 0.6 RBUPLW *PDELTA R 61)0.6 DL 0.6 WL3 *PDELTA L 62)0.6 DL 0.6 WL3 *PDELTA R 63)0.6 DL 0.6 WL4 *PDELTA L 64)0.6 DL 0.6 WL4 *PDELTA R 65)0.6 MWL1 *TYPE M 66)0.6 MWL2 *TYPE M 67)1. DL 1. COLL 0.6 WL1 *PDELTA L 68)1. DL 1. COLL 0.6 WL1 *PDELTA R 69)1. DL 1. COLL 0.6 WL2 *PDELTA L 70)1. DL 1. COLL 0.6 WL2 *PDELTA R 71)1. DL 1. COLL 0.6 WL3 *PDELTA L 72)1. DL 1. COLL 0.6 WL3 *PDELTA R 73)1. DL 1. COLL 0.6 WL4 *PDELTA L 74)1. DL 1. COLL 0.6 WL4 *PDELTA R 75)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA L 76)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA R 77)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA L 78)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA R 79)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA L 80)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA R 81)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA L 82)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA R 83)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 84)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 85)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 86)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 87)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA L 88)1. DL 0.75 LL 1. COLL 0.45 LWL1 0.45 RBUPLW *PDELTA R 89)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA L 90)1. DL 0.75 LL 1. COLL 0.45 LWL2 0.45 RBUPLW *PDELTA R 91)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA L 92)1. DL 0.75 LL 1. COLL 0.45 LWL3 0.45 RBUPLW *PDELTA R 93)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA L 94)1. DL 0.75 LL 1. COLL 0.45 LWL4 0.45 RBUPLW *PDELTA R 95)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 96)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 97)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 98)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 99)1. DL 1. COLL 1. RS *PDELTA L 100)1. DL 1. COLL 1. RS *PDELTA R 101)1. DL 1. COLL 1. LS *PDELTA L 102)1. DL 1. COLL 1. LS *PDELTA R 103)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA L 104)1. DL 1. COLL 0.6 LWL1 0.6 RBDWLW *PDELTA R 105)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA L 106)1. DL 1. COLL 0.6 LWL2 0.6 RBDWLW *PDELTA R 107)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA L 108)1. DL 1. COLL 0.6 LWL3 0.6 RBDWLW *PDELTA R 109)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA L 110)1. DL 1. COLL 0.6 LWL4 0.6 RBDWLW *PDELTA R 111)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA L 112)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 0.45 RBDWLW *PDELTA R 113)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA L 114)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 0.45 RBDWLW *PDELTA R 115)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA L 116)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 0.45 RBDWLW *PDELTA R 117)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA L 118)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 0.45 RBDWLW *PDELTA R 119)1. LL *DEFL 60. 180. *TYPE D 120)1. SNOW *DEFL 60. 180. *TYPE D 121)1. LS *DEFL 60. 180. *TYPE D 122)1. RS *DEFL 60. 180. *TYPE D 123)1. WL1D *DEFL 60. 180. *TYPE D 124)1. WL2D *DEFL 60. 180. *TYPE D 125)1. LWL1D *DEFL 60. 180. *TYPE D 126)1. LWL2D *DEFL 60. 180. *TYPE D 127)1. LWL3D *DEFL 60. 180. *TYPE D 128)1. LWL4D *DEFL 60. 180. *TYPE D 129)1. WL3D *DEFL 60. 180. *TYPE D 130)1. WL4D *DEFL 60. 180. *TYPE D 131)1.36633 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 132)1.36633 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 133)0.73367 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 134)0.73367 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 135)1.36633 DL 1.36633 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 136)1.36633 DL 1.36633 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 18.000000 0.370000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 18.000000 0.370000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC RBDWLW GLOB Y C 18.000000 -4.488000 0.916700 \ # WIND BRACE FORCE RC RBDWLW GLOB Y C 18.000000 -4.488000 -0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB Y C 0.010000 4.488000 0.916700 \ # WIND BRACE FORCE LC RBUPLW GLOB L C 0.010000 3.740000 0.000000 \ # WIND BRACE FORCE RC RBUPLW GLOB Y C 0.010000 4.488000 -0.916700 \ # WIND BRACE FORCE RC RBUPLW GLOB L C 0.010000 3.740000 0.000000 \ # WIND BRACE FORCE LC RBDWEQ GLOB Y C 18.000000 -4.163000 0.916700 \ # SEISMIC BRACE FORCE RC RBDWEQ GLOB Y C 18.000000 -4.163000 -0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB Y C 0.010000 2.081000 0.916700 \ # SEISMIC BRACE FORCE LC RBUPEQ GLOB L C 0.010000 1.734000 0.000000 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB Y C 0.010000 2.081000 -0.916700 \ # SEISMIC BRACE FORCE RC RBUPEQ GLOB L C 0.010000 1.734000 0.000000 \ # SEISMIC BRACE FORCE END Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 2 R-Frame Design Program - Version V7.04 Job : 78513A Building Grid label legend File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : A Frame Number : 1 No. of Frames : 1 Left Column : Column @ * - E Right Column : Column @ * - A *Frames located @ 2 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 3 R-Frame Design Program - Version V7.04 Job : 78513A Code Summary Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Building :A Frame Number :1 Location: frame lines 2 No. of Frames: 1 2015 IBC Main Code Requirements Per : International Building Code 2015 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2010 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left & Right (feet)..................................... 18.000 Horizontal width from left to right steel line (feet)............... 48.000 Horizontal distance to ridge from left side (feet).................. 24.000 Roof Slope Left & Right (rise:12)................................... 1.500 Column Slope Left & Right (lat:12).................................. 0.000 Purlin depth left & right side (inches)............................. 8.000 Frame Rafter Inset left & right side (inches)....................... 8.250 Girt depth left & right side (inches)............................... 8.000 Frame Column Inset left & right side (inches)....................... 8.250 Tributary Width left & right side (feet)............................ 17.291 ..................................from Height 0.00 to Height 18.00 Tributary Width roof (feet)......................................... 17.291 Tension Flange Bolt Hole Reduction.................................. Yes Tension Field Action at Knee........................................ Yes Second order analysis method........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf)..................................... 2.469 Frame Rafter Dead Weight (psf)...................................... 0.911 Total Roof Dead Weight (psf)........................................ 3.380 Collateral Load to Frame Rafter (psf)............................... 3.000 Roof Live Load Entered (psf)........................................ 20.000 Design Roof Live Load Used (psf).................................... 20.000 Ground Snow Load Entered [Pg] (psf)................................. 25.000 Snow Exposure Factor [Ce] .......................................... 1.000 Snow Importance Factor [I] -- Standard Use Category................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.200 Snow Thermal Factor Used [Ct]Unheated Building...................... 1.200 Slippery & Unobstructed Roof Surface................................ No Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf).......................... 21.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 21.000 Flat Roof Snow Load [Pf] (psf)...................................... 21.000 Minimum Roof Snow Load Entered [MRSL] (psf)......................... 25.000 Design Uniform Roof Snow Load (psf)................................. 25.000 Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf).. 21.000 UNBALANCED SNOW LOADING(s) -------------------------- Unbalanced Roof Snow w/Wind From Left Load at Left Side (psf).................. 6.300 Load at Right Peak (psf)................. 30.251 Load at Right Eave (psf)................. 21.000 Drift Load Length Right (ft)............. 11.441 Unbalanced Roof Snow w/Wind From Right Load at Left Eave (psf).................. 21.000 Load at Left Peak (psf).................. 30.251 Drift Load Length Left (ft).............. 11.441 Load at Right Side (psf)................. 6.300 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 4 R-Frame Design Program - Version V7.04 Job : 78513A Wind Summary Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- 2015 IBC Main Windforce-resisting system Per : ASCE 7 Standard 2010 Edition Eave height Left & Right (feet)..................................... 18.000 Wind Elevation on left column (feet)................................ 18.000 Wind Elevation on right column (feet)............................... 18.000 Total frame width (feet)............................................ 48.000 Total building length (feet)........................................ 30.000 Number of primary wind loadings .................................... 18 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 5 R-Frame Design Program - Version V7.04 Job : 78513A Continue Wind Summary Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- 2015 IBC Main Windforce-resisting system Per : ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.240 -0.870( 50.0%) -0.570( 50.0%) -0.490 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.600 -0.510( 50.0%) -0.210( 50.0%) -0.130 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.870( 50.0%) -0.550( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.630 -0.550( 50.0%) -0.870( 50.0%) -0.630 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.510( 50.0%) -0.190( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.270 -0.190( 50.0%) -0.510( 50.0%) -0.270 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 0.250 0.250 -0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.250 -0.250 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.490 -0.570( 50.0%) -0.870( 50.0%) 0.240 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.130 -0.210( 50.0%) -0.510( 50.0%) 0.600 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 6 R-Frame Design Program - Version V7.04 Job : 78513A Load Combinations Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +SNOW (SOA-L) N A P 2) DL +COLL +SNOW (SOA-R) N A P 3) DL +LL +COLL (SOA-L) N A P 4) DL +LL +COLL (SOA-R) N A P 5) 1.1164DL +1.1164COLL +0.91RBDWEQ (SOA-L) N A P 6) 1.1164DL +1.1164COLL +0.91RBDWEQ (SOA-R) N A P 7) 1.1164DL +0.91EQ (SOA-L) N A P 8) 1.1164DL +0.91EQ (SOA-R) N A P 9) 1.1164DL -0.91EQ (SOA-L) N A P 10) 1.1164DL -0.91EQ (SOA-R) N A P 11) 1.1164DL +1.1164COLL +0.91EQ (SOA-L) N A P 12) 1.1164DL +1.1164COLL +0.91EQ (SOA-R) N A P 13) 1.1164DL +1.1164COLL -0.91EQ (SOA-L) N A P 14) 1.1164DL +1.1164COLL -0.91EQ (SOA-R) N A P 15) 0.4836DL +0.91RBUPEQ (SOA-L) N A P 16) 0.4836DL +0.91RBUPEQ (SOA-R) N A P 17) 0.4836DL +0.91EQ (SOA-L) N A P 18) 0.4836DL +0.91EQ (SOA-R) N A P 19) 0.4836DL -0.91EQ (SOA-L) N A P 20) 0.4836DL -0.91EQ (SOA-R) N A P 21) 0.7337DL +2.RBUPEQ (SOA-L) N B R P 22) 0.7337DL +2.RBUPEQ (SOA-R) N B R P 23) 1.3663DL +1.3663COLL +2.RBDWEQ (SOA-L) N B R P 24) 1.3663DL +1.3663COLL +2.RBDWEQ (SOA-R) N B R P 25) 0.7337DL +2.5EQ (SOA-L) N B R P 26) 0.7337DL +2.5EQ (SOA-R) N B R P 27) 0.7337DL -2.5EQ (SOA-L) N B R P 28) 0.7337DL -2.5EQ (SOA-R) N B R P 29) 1.3663DL +1.3663COLL +2.5EQ (SOA-L) N B R P 30) 1.3663DL +1.3663COLL +2.5EQ (SOA-R) N B R P 31) 1.3663DL +1.3663COLL -2.5EQ (SOA-L) N B R P 32) 1.3663DL +1.3663COLL -2.5EQ (SOA-R) N B R P 33) 0.7337DL +3.5EQ (SOA-L) N K R P 34) 0.7337DL +3.5EQ (SOA-R) N K R P 35) 0.7337DL -3.5EQ (SOA-L) N K R P 36) 0.7337DL -3.5EQ (SOA-R) N K R P 37) 1.3663DL +1.3663COLL +3.5EQ (SOA-L) N K R P 38) 1.3663DL +1.3663COLL +3.5EQ (SOA-R) N K R P 39) 1.3663DL +1.3663COLL -3.5EQ (SOA-L) N K R P 40) 1.3663DL +1.3663COLL -3.5EQ (SOA-R) N K R P 41) DL +0.6WL1 (SOA-L) N A P 42) DL +0.6WL1 (SOA-R) N A P 43) DL +0.6WL2 (SOA-L) N A P 44) DL +0.6WL2 (SOA-R) N A P 45) DL +0.6WL3 (SOA-L) N A P 46) DL +0.6WL3 (SOA-R) N A P 47) DL +0.6WL4 (SOA-L) N A P 48) DL +0.6WL4 (SOA-R) N A P 49) 0.6DL +0.6WL1 (SOA-L) N A P 50) 0.6DL +0.6WL1 (SOA-R) N A P Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 7 R-Frame Design Program - Version V7.04 Job : 78513A Continue Load Comb Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 0.6DL +0.6WL2 (SOA-L) N A P 52) 0.6DL +0.6WL2 (SOA-R) N A P 53) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-L) N A P 54) 0.6DL +0.6LWL1 +0.6RBUPLW (SOA-R) N A P 55) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-L) N A P 56) 0.6DL +0.6LWL2 +0.6RBUPLW (SOA-R) N A P 57) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-L) N A P 58) 0.6DL +0.6LWL3 +0.6RBUPLW (SOA-R) N A P 59) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-L) N A P 60) 0.6DL +0.6LWL4 +0.6RBUPLW (SOA-R) N A P 61) 0.6DL +0.6WL3 (SOA-L) N A P 62) 0.6DL +0.6WL3 (SOA-R) N A P 63) 0.6DL +0.6WL4 (SOA-L) N A P 64) 0.6DL +0.6WL4 (SOA-R) N A P 65) 0.6MWL1 N M 66) 0.6MWL2 N M 67) DL +COLL +0.6WL1 (SOA-L) N A P 68) DL +COLL +0.6WL1 (SOA-R) N A P 69) DL +COLL +0.6WL2 (SOA-L) N A P 70) DL +COLL +0.6WL2 (SOA-R) N A P 71) DL +COLL +0.6WL3 (SOA-L) N A P 72) DL +COLL +0.6WL3 (SOA-R) N A P 73) DL +COLL +0.6WL4 (SOA-L) N A P 74) DL +COLL +0.6WL4 (SOA-R) N A P 75) DL +COLL +0.75SNOW +0.45WL1 (SOA-L) N A P 76) DL +COLL +0.75SNOW +0.45WL1 (SOA-R) N A P 77) DL +COLL +0.75SNOW +0.45WL2 (SOA-L) N A P 78) DL +COLL +0.75SNOW +0.45WL2 (SOA-R) N A P 79) DL +COLL +0.75SNOW +0.45WL3 (SOA-L) N A P 80) DL +COLL +0.75SNOW +0.45WL3 (SOA-R) N A P 81) DL +COLL +0.75SNOW +0.45WL4 (SOA-L) N A P 82) DL +COLL +0.75SNOW +0.45WL4 (SOA-R) N A P 83) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 84) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P 85) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 86) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 87) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA-L) N A P 88) DL +0.75LL +COLL +0.45LWL1 +0.45RBUPLW (SOA-R) N A P 89) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA-L) N A P 90) DL +0.75LL +COLL +0.45LWL2 +0.45RBUPLW (SOA-R) N A P 91) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA-L) N A P 92) DL +0.75LL +COLL +0.45LWL3 +0.45RBUPLW (SOA-R) N A P 93) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA-L) N A P 94) DL +0.75LL +COLL +0.45LWL4 +0.45RBUPLW (SOA-R) N A P 95) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 96) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 97) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 98) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P 99) DL +COLL +RS (SOA-L) N A P 100) DL +COLL +RS (SOA-R) N A P Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 8 R-Frame Design Program - Version V7.04 Job : 78513A Continue Load Comb Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Load Combination : ------------------ 101) DL +COLL +LS (SOA-L) N A P 102) DL +COLL +LS (SOA-R) N A P 103) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-L) N A P 104) DL +COLL +0.6LWL1 +0.6RBDWLW (SOA-R) N A P 105) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-L) N A P 106) DL +COLL +0.6LWL2 +0.6RBDWLW (SOA-R) N A P 107) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-L) N A P 108) DL +COLL +0.6LWL3 +0.6RBDWLW (SOA-R) N A P 109) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-L) N A P 110) DL +COLL +0.6LWL4 +0.6RBDWLW (SOA-R) N A P 111) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-L) N A P 112) DL +COLL +0.75SNOW +0.45LWL1 +0.45RBDWLW (SOA-R) N A P 113) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-L) N A P 114) DL +COLL +0.75SNOW +0.45LWL2 +0.45RBDWLW (SOA-R) N A P 115) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-L) N A P 116) DL +COLL +0.75SNOW +0.45LWL3 +0.45RBDWLW (SOA-R) N A P 117) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-L) N A P 118) DL +COLL +0.75SNOW +0.45LWL4 +0.45RBDWLW (SOA-R) N A P 119) LL D 120) SNOW D 121) LS D 122) RS D 123) WL1D D 124) WL2D D 125) LWL1D D 126) LWL2D D 127) LWL3D D 128) LWL4D D 129) WL3D D 130) WL4D D 131) 1.3663DL +EQ D E 132) 1.3663DL -EQ D E 133) 0.7337DL +EQ D E 134) 0.7337DL -EQ D E 135) 1.3663DL +1.3663COLL +EQ D E 136) 1.3663DL +1.3663COLL -EQ D E Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 9 R-Frame Design Program - Version V7.04 Job : 78513A Continue Load Comb Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Where : ------- DL = Roof Dead Load COLL = Roof Collateral Load SNOW = The Larger of: Code Defined Minimum Roof Snow Load User Input Minimum Roof Snow Load LL = Roof Live Load RBDWEQ= Downward Acting Rod Brace Load from Long. Seismic EQ = Lateral Seismic Load [parallel to plane of frame] RBUPEQ= Upward Acting Rod Brace Load from Long. Seismic WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi LWL1 = Windward Corner Left with +GCpi RBUPLW= Upward Acting Rod Brace Load from Long. Wind LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load RS = Unbalanced Right Roof Snow Load LS = Unbalanced Left Roof Snow Load RBDWLW= Downward Acting Rod Brace Load from Long. Wind WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD10 D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 10 R-Frame Design Program - Version V7.04 Job : 78513A User Load Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.3700 0.0000 0.000 2 LC EQDW GLOB M C 18.000 0.3700 0.0000 0.000 3 LC RBDWLW GLOB Y C 18.000 -4.4880 0.0000 0.917 4 RC RBDWLW GLOB Y C 18.000 -4.4880 0.0000 -0.917 5 LC RBUPLW GLOB Y C 0.010 4.4880 0.0000 0.917 6 LC RBUPLW GLOB L C 0.010 3.7400 0.0000 0.000 7 RC RBUPLW GLOB Y C 0.010 4.4880 0.0000 -0.917 8 RC RBUPLW GLOB L C 0.010 3.7400 0.0000 0.000 9 LC RBDWEQ GLOB Y C 18.000 -4.1630 0.0000 0.917 10 RC RBDWEQ GLOB Y C 18.000 -4.1630 0.0000 -0.917 11 LC RBUPEQ GLOB Y C 0.010 2.0810 0.0000 0.917 12 LC RBUPEQ GLOB L C 0.010 1.7340 0.0000 0.000 13 RC RBUPEQ GLOB Y C 0.010 2.0810 0.0000 -0.917 14 RC RBUPEQ GLOB L C 0.010 1.7340 0.0000 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 11 R-Frame Design Program - Version V7.04 Job : 78513A Load Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.3700 N/A 0.000 2 LC EQDW GLOB M C 18.000 0.3700 N/A 0.000 3 LC RBDWLW GLOB Y C 18.000 -4.4880 N/A 0.917 4 RC RBDWLW GLOB Y C 18.000 -4.4880 N/A -0.917 5 LC RBUPLW GLOB Y C 0.010 4.4880 N/A 0.917 6 LC RBUPLW GLOB L C 0.010 3.7400 N/A 0.000 7 RC RBUPLW GLOB Y C 0.010 4.4880 N/A -0.917 8 RC RBUPLW GLOB L C 0.010 3.7400 N/A 0.000 9 LC RBDWEQ GLOB Y C 18.000 -4.1630 N/A 0.917 10 RC RBDWEQ GLOB Y C 18.000 -4.1630 N/A -0.917 11 LC RBUPEQ GLOB Y C 0.010 2.0810 N/A 0.917 12 LC RBUPEQ GLOB L C 0.010 1.7340 N/A 0.000 13 RC RBUPEQ GLOB Y C 0.010 2.0810 N/A -0.917 14 RC RBUPEQ GLOB L C 0.010 1.7340 N/A 0.000 15 LR DL XREF Y U 0.000 -0.0427 N/A 0.000 16 RR DL XREF Y U 0.000 -0.0427 N/A 0.000 17 LC SW GLOB Y U 0.000 -0.0156 N/A 0.000 18 LR SW GLOB Y U 0.000 -0.0157 N/A 0.000 19 RC SW GLOB Y U 0.000 -0.0156 N/A 0.000 20 RR SW GLOB Y U 0.000 -0.0157 N/A 0.000 21 LR LL XREF Y U 0.000 -0.3458 N/A 0.000 22 RR LL XREF Y U 0.000 -0.3458 N/A 0.000 23 LR COLL XREF Y U 0.000 -0.0519 N/A 0.000 24 RR COLL XREF Y U 0.000 -0.0519 N/A 0.000 25 LR SNOW XREF Y U 0.000 -0.4323 N/A 0.000 26 RR SNOW XREF Y U 0.000 -0.4323 N/A 0.000 27 LR SBAL XREF Y U 0.000 -0.3631 N/A 0.000 28 RR SBAL XREF Y U 0.000 -0.3631 N/A 0.000 29 LR RS XREF Y U 0.000 -0.1089 N/A 0.000 30 RR RS XREF Y U 0.000 -0.3631 N/A 0.000 31 RR RS XREF Y U 12.559 -0.1600 N/A 11.441 32 LR LS XREF Y U 0.000 -0.3631 N/A 0.000 33 LR LS XREF Y U 12.559 -0.1600 N/A 11.441 34 RR LS XREF Y U 0.000 -0.1089 N/A 0.000 35 LC WL1 MEMB Y U 0.000 -0.0765 N/A 0.000 36 RC WL1 MEMB Y U 0.000 0.1563 N/A 0.000 37 LR WL1 MEMB Y U 0.000 0.2775 N/A 0.000 38 RR WL1 MEMB Y U 0.000 0.1818 N/A 0.000 39 LC WL2 MEMB Y U 0.000 -0.1914 N/A 0.000 40 RC WL2 MEMB Y U 0.000 0.0415 N/A 0.000 41 LR WL2 MEMB Y U 0.000 0.1627 N/A 0.000 42 RR WL2 MEMB Y U 0.000 0.0670 N/A 0.000 43 LC LWL1 MEMB Y U 0.000 0.2009 N/A 0.000 44 RC LWL1 MEMB Y U 0.000 0.2009 N/A 0.000 45 LR LWL1 MEMB Y U 0.000 0.2775 N/A 0.000 46 RR LWL1 MEMB Y U 0.000 0.1754 N/A 0.000 47 LC LWL2 MEMB Y U 0.000 0.2009 N/A 0.000 48 RC LWL2 MEMB Y U 0.000 0.2009 N/A 0.000 49 LR LWL2 MEMB Y U 0.000 0.1754 N/A 0.000 50 RR LWL2 MEMB Y U 0.000 0.2775 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 12 R-Frame Design Program - Version V7.04 Job : 78513A Load Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- 51 LC LWL3 MEMB Y U 0.000 0.0861 N/A 0.000 52 RC LWL3 MEMB Y U 0.000 0.0861 N/A 0.000 53 LR LWL3 MEMB Y U 0.000 0.1627 N/A 0.000 54 RR LWL3 MEMB Y U 0.000 0.0606 N/A 0.000 55 LC LWL4 MEMB Y U 0.000 0.0861 N/A 0.000 56 RC LWL4 MEMB Y U 0.000 0.0861 N/A 0.000 57 LR LWL4 MEMB Y U 0.000 0.0606 N/A 0.000 58 RR LWL4 MEMB Y U 0.000 0.1627 N/A 0.000 59 LC MWL1 MEMB Y U 0.000 -0.1383 N/A 0.000 60 RC MWL1 MEMB Y U 0.000 0.1383 N/A 0.000 61 LR MWL1 GLOB X U 0.000 0.0086 N/A 24.187 62 RR MWL1 GLOB X U 0.000 0.0086 N/A 24.187 63 LC MWL2 MEMB Y U 0.000 0.1383 N/A 0.000 64 RC MWL2 MEMB Y U 0.000 -0.1383 N/A 0.000 65 LR MWL2 GLOB X U 0.000 -0.0086 N/A 24.187 66 RR MWL2 GLOB X U 0.000 -0.0086 N/A 24.187 67 LC WL3 MEMB Y U 0.000 0.1563 N/A 0.000 68 RC WL3 MEMB Y U 0.000 -0.0765 N/A 0.000 69 LR WL3 MEMB Y U 0.000 0.1818 N/A 0.000 70 RR WL3 MEMB Y U 0.000 0.2775 N/A 0.000 71 LC WL4 MEMB Y U 0.000 0.0415 N/A 0.000 72 RC WL4 MEMB Y U 0.000 -0.1914 N/A 0.000 73 LR WL4 MEMB Y U 0.000 0.0670 N/A 0.000 74 RR WL4 MEMB Y U 0.000 0.1627 N/A 0.000 75 LC WL1D MEMB Y U 0.000 -0.0328 N/A 0.000 76 RC WL1D MEMB Y U 0.000 0.0670 N/A 0.000 77 LR WL1D MEMB Y U 0.000 0.1189 N/A 0.000 78 RR WL1D MEMB Y U 0.000 0.0779 N/A 0.000 79 LC WL2D MEMB Y U 0.000 -0.0820 N/A 0.000 80 RC WL2D MEMB Y U 0.000 0.0178 N/A 0.000 81 LR WL2D MEMB Y U 0.000 0.0697 N/A 0.000 82 RR WL2D MEMB Y U 0.000 0.0287 N/A 0.000 83 LC LWL1D MEMB Y U 0.000 0.0861 N/A 0.000 84 RC LWL1D MEMB Y U 0.000 0.0861 N/A 0.000 85 LR LWL1D MEMB Y U 0.000 0.1189 N/A 0.000 86 RR LWL1D MEMB Y U 0.000 0.0752 N/A 0.000 87 LC LWL2D MEMB Y U 0.000 0.0861 N/A 0.000 88 RC LWL2D MEMB Y U 0.000 0.0861 N/A 0.000 89 LR LWL2D MEMB Y U 0.000 0.0752 N/A 0.000 90 RR LWL2D MEMB Y U 0.000 0.1189 N/A 0.000 91 LC LWL3D MEMB Y U 0.000 0.0369 N/A 0.000 92 RC LWL3D MEMB Y U 0.000 0.0369 N/A 0.000 93 LR LWL3D MEMB Y U 0.000 0.0697 N/A 0.000 94 RR LWL3D MEMB Y U 0.000 0.0260 N/A 0.000 95 LC LWL4D MEMB Y U 0.000 0.0369 N/A 0.000 96 RC LWL4D MEMB Y U 0.000 0.0369 N/A 0.000 97 LR LWL4D MEMB Y U 0.000 0.0260 N/A 0.000 98 RR LWL4D MEMB Y U 0.000 0.0697 N/A 0.000 99 LC WL3D MEMB Y U 0.000 0.0670 N/A 0.000 100 RC WL3D MEMB Y U 0.000 -0.0328 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 13 R-Frame Design Program - Version V7.04 Job : 78513A Load Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- 101 LR WL3D MEMB Y U 0.000 0.0779 N/A 0.000 102 RR WL3D MEMB Y U 0.000 0.1189 N/A 0.000 103 LC WL4D MEMB Y U 0.000 0.0178 N/A 0.000 104 RC WL4D MEMB Y U 0.000 -0.0820 N/A 0.000 105 LR WL4D MEMB Y U 0.000 0.0287 N/A 0.000 106 RR WL4D MEMB Y U 0.000 0.0697 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 14 R-Frame Design Program - Version V7.04 Job : 78513A Seismic Summary Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- 2015 IBC Main Seismic Force Resisting System Per : ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 124.5000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 49.5000 Long-period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ...................................... 1.0020 Seismic Site Coefficient [Fv] ...................................... 1.5050 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.2475 Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7450 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.8317 Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.4966 Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 19.5000 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3014 Longitudinal Seismic Overstrength Factor [OMEGA] ................... 2.0000 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 5.4000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.2376 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 3.097 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.008 Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167 Roof Dead Load = 3.624 Wall Weight = 0.000 Collateral Load = 2.490 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 6.114 kips User Mass Load (1) = 0.740 ------------------------------------- Total User Mass = 0.740 kips Total Roof Weight = 6.114 Total User Mass = 0.740 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 6.854 kips X X Seismic Coeff. = 0.2376 ------------------------------------- BASE SHEAR = 1.6286 kips Seismic Load for Roof at col # 1 = 0.7272 kips Seismic Load for Roof at col # 2 = 0.7272 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 1.4545 kips Seismic Ld for Mass # 1 @ col # 1 = 0.0871 kips Seismic Ld for Mass # 1 @ col # 2 = 0.0871 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL = 0.1741 kips Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 15 R-Frame Design Program - Version V7.04 Job : 78513A Continued Seismic Load Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 107 LC EQ YREF X C 16.777 0.7272 N/A 0.000 108 LC EQ YREF X C 18.000 0.0871 N/A 0.000 109 RC EQ YREF X C 16.777 0.7272 N/A 0.000 110 RC EQ YREF X C 18.000 0.0871 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 16 R-Frame Design Program - Version V7.04 Job : 78513A Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.78 ft Kx = 1.00 Weight = 262. lbs Effective Ix = 135.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 8.000 11.713 5.00x 0.2500 0.1340 5.00x 0.2500 1.77 55.0 2 6.16 11.713 14.000 5.00x 0.2500 0.2500 5.00x 0.2500 1.77 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 110 -13.2 -40.0 -4.2 19.6 36.6 31.5 10.3 0.19 0.85 0.97 0.97 1 204 -13.1 -55.0 -4.2 18.6 31.4 32.2 19.8 0.05 0.98 0.96 0.98 1 -------------------------------------------------------------------------------- Left Rafter Analysis Length = 22.88 ft Kx = 1.00 Weight = 362. lbs Effective Ix = 210.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 12.45 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 4 10.00 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -5.6 -60.5 11.5 20.3 37.2 32.1 5.5 0.94 0.80 0.93 0.94 1 409 -4.2 62.4 0.2 11.3 31.1 31.4 5.5 0.01 0.99 0.98 0.99 2 -------------------------------------------------------------------------------- Right Column Analysis Length = 16.78 ft Kx = 1.00 Weight = 262. lbs Effective Ix = 135.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 5 10.00 8.000 11.713 5.00x 0.2500 0.1340 5.00x 0.2500 1.77 55.0 6 6.16 11.713 14.000 5.00x 0.2500 0.2500 5.00x 0.2500 1.77 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 510 -13.2 -40.0 -4.2 19.6 36.6 31.5 10.3 0.19 0.85 0.97 0.97 2 604 -13.1 -55.0 -4.2 18.6 31.4 32.2 19.8 0.05 0.98 0.96 0.98 2 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 17 R-Frame Design Program - Version V7.04 Job : 78513A Forces and Allowable Stresses Summary File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Right Rafter Analysis Length = 22.88 ft Kx = 1.00 Weight = 362. lbs Effective Ix = 210.8 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 7 12.45 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 8 10.00 16.000 16.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 701 -5.6 -60.5 11.5 20.3 37.2 32.1 5.5 0.94 0.80 0.93 0.94 2 809 -4.2 62.4 0.2 11.3 31.1 31.4 5.5 0.01 0.99 0.98 0.99 1 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 1248. lbs Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 18 R-Frame Design Program - Version V7.04 Job : 78513A Anchor Rod and Base Plate Design File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- BOTH EXTERIOR COLUMNS ANCHOR RODS AND BASE PLATE DESIGN ======================================================= Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 1.5000 Plate Size : 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 5.277 38.436 53 0.14 Rod Shear 4.202 0.000 23.061 2 0.18 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 18.562 4.665 1 0.25 Outer Flg 0.25000 5.000 18.562 2.406 53 0.13 Web Plate 0.18750 8.000 22.274 4.202 2 0.19 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 19 R-Frame Design Program - Version V7.04 Job : 78513A Connection Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter and Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 4.75 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 16.125 in. Web Depth - 16.125 in. Web Thickness 0.250 in. Web Thickness 0.134 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.094 in. Pf top (out) - 1.906 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.207 in. Rise top (out) - 0.207 in. XTO top (out) - 2.000 in. XTO top (out) - 2.000 in. Pf top (ins) - 2.154 in. Pf top (ins) - 2.342 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.207 in. Rise top (ins) - 0.207 in. XTI top (ins) - 2.248 in. XTI top (ins) - 2.248 in. Pf bot (out) - 1.752 in. Pf bot (out) - 1.844 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.207 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.998 in. Pf bot (ins) - 1.904 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.207 in. XBI bot (ins) - 1.998 in. XBI bot (ins) - 1.998 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 82.9 degrees Angle top - 97.1 degrees Angle bot - 90.0 degrees Angle bot - 82.9 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 2) DL +COLL +SNOW (SOA-R) -57.73 -4.11 11.93 -60.55 -4.11 12.06 34) 0.7337DL +3.5EQ (SOA-R) 42.79 -0.24 -1.20 -52.33 -0.24 3.10 Connection Design Summary: Bolt Unity Check (O.S.) = 0.5388 Plate Unity Check (O.S.) = 0.3877 Bolt Unity Check (I.S.) = 0.2638 Plate Unity Check (I.S.) = 0.1826 Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 20 R-Frame Design Program - Version V7.04 Job : 78513A Connection Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter and Right Rafter Depth 3 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.5000 in. Plate: 6.00 x 0.5000 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 16.125 in. Web Depth - 16.125 in. Web Thickness 0.134 in. Web Thickness 0.134 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.812 in. Pf top (out) - 1.812 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.176 in. Rise top (out) - 0.176 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.936 in. Pf top (ins) - 1.936 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.176 in. Rise top (ins) - 0.176 in. XTI top (ins) - 1.998 in. XTI top (ins) - 1.998 in. Pf bot (out) - 1.875 in. Pf bot (out) - 1.875 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.176 in. Rise bot (out) - 0.176 in. XBO bot (out) - 1.938 in. XBO bot (out) - 1.938 in. Pf bot (ins) - 1.873 in. Pf bot (ins) - 1.873 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.176 in. Rise bot (ins) - 0.176 in. XBI bot (ins) - 1.811 in. XBI bot (ins) - 1.811 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 82.9 degrees Angle top - 82.9 degrees Angle bot - 97.1 degrees Angle bot - 97.1 degrees Left Side Frame Right Side Frame Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 61) 0.6DL +0.6WL3 (SOA-L) -10.64 1.41 0.10 -10.64 1.41 -0.10 1) DL +COLL +SNOW (SOA-L) 62.08 -4.11 0.06 62.08 -4.11 -0.06 Connection Design Summary: Bolt Unity Check (O.S.) = 0.1677 Plate Unity Check (O.S.) = 0.1677 Bolt Unity Check (I.S.) = 0.8578 Plate Unity Check (I.S.) = 0.8578 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 41.2500 1 0.9877 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 8.1779 61 0.1958 Web Plate Fillet-BS 0.1875 32.2490 89.7888 2.2012 102 0.0245 Right Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 41.2500 1 0.9877 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 8.1779 61 0.1958 Web Plate Fillet-BS 0.1875 32.2490 89.7888 2.2012 102 0.0245 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 21 R-Frame Design Program - Version V7.04 Job : 78513A Knee and Stiffener Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- Left and Right Knee Design ========================== Knee Web Thickness : Use 0.2500 in. Thick Web Bearing Stiffener Type : Horizontal Bearing Stiffener at Knee : 2.2500 X 0.2500 in. Column Cap Plate : 5.0000 X 0.2500 in. Knee Panel Weld Sizes ===================== Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.2500 in. x 14.109 in. GMAW on NEAR Side (STD. WELD) Column Cap Plate: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 14.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.2500 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 14.375 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 14.375 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 16.125 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 22 R-Frame Design Program - Version V7.04 Job : 78513A Flange Brace Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 7'6 @ FLOOR 1 @ 7'6 @ FLOOR 1 @ 6'6 1 @ 6'6 1 @ 4'0 @ EAVE 1 @ 4'0 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 3'10-9/16" @ EAVE 2 @ 3'10-9/16" @ EAVE 3 @ 5'0 3 @ 5'0 1 @ 1'2-7/8" @ PEAK 1 @ 1'2-7/8" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER : Measured along T.F. from left steel line - RIGHT RAFTER : Measured along T.F. from right steel line - EXT. COLUMNS : Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 7.50 14.00 (C) (M) LFT RAFTER 3.91 7.82 12.86 17.90 22.94 (C) (N) (C) (N) (C) RGT COLUMN 7.50 14.00 (C) (M) RGT RAFTER 3.91 7.82 12.86 17.90 22.94 (C) (N) (C) (N) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point "M" Indicates that One 2"x2"x1/8" flange brace is located at the brace point -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: JMRodriguez Page: F1- 23 R-Frame Design Program - Version V7.04 Job : 78513A Primary Deflection Report File: frame_2.fra Date: 11/ 8/18 cs 48./18./17.292 20./110./25. Start Time: 15:40:35 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) ============================================================================== Ext. Left Col Ext Right Col X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 3.006 0.014 3.330 0.014 Load Comb 133 134 135 133 Defl. H/ 66 H/ 60 ------------------------------------------------------------------------------ Neg. Max -3.330 -0.018 -3.006 -0.018 Load Comb 136 135 134 136 Defl. H/ 60 H/ 66 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -3.145 in. 24.00 ft. 0.543 in. 22.60 ft. Load Comb 1 129 Defl. L/174 L/999 ============================================================================== PEAK DEFLECTIONS (Positive = Y:Upward) ==================== Y-Def -------------------- Pos. Max 0.539 in. Load Comb 129 Defl. L/999 -------------------- Neg. Max -3.145 in. Load Comb 2 Defl. L/174 ==================== Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used ----- ------- 131 3.0 132 3.0 133 3.0 134 3.0 135 3.0 136 3.0 Vertical Clearance at the Left Knee is 16.1714 feet Vertical Clearance at the Right Knee is 16.1714 feet Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 1 R-Frame Design Program - Version V7.04 Job : 78513A Input Data Echo File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 \\houna04\TS\Jobs\Active\Eng\16-B-78513\ver01-jmrodriguez\BLDG-A\ -------------------------------------------------------------------------------- VERSION V7.04 BRAND STAR DESCRIPTION ms2 48./18./8.083 20./110./25. FRAME_ID 2 # FRAME LEFT SIDE IS BLDG. PLANE SWC # AND FRAME RIGHT SIDE IS BLDG. PLANE SWA PRINT echo code loads base connection deflection profile seismic detail \ flg_brace summary stiffeners pro_grplds OPTIMIZATION none *PLANT atw *JOB 78513A ANALYZE all *DATASET members brace combinations wind_array connection base BUILDING LABEL A LOCATION frame lines 3 LATERAL GRID LABEL 3 LONGITUDINAL GRID LABEL E D C A NUMBER FRAMES 1 *PRICE complete TYPE LEFT ms t cs 60. 60. TYPE RIGHT ms t cs 60. 60. WIDTH 48. 24. LENGTH 30. EAVE 18. *ROOF SLOPE 1.5 SPANS 14. 16. 18. GIRT DEPTH 8. 8.25 *PURLIN DEPTH 8. 8.25 GIRT THICKNESS 0.059 *PURLIN THICKNESS 0.059 GIRT FLANGE 2.5 *PURLIN FLANGE 2.5 PURLIN STIFFNESS 11.125 24.357 4.09 30.162 CODE LABEL 2015 IBC BUILDING CODE IB15 U=Normal DEAD LOAD 2.469 *COLLATERAL LOAD 3. LIVE LOAD 20. SNOW G=25. T=1.2 S=N WEL=24. WER=24. WML=24. WMR=24. MRSL=25. WIND CODE AS10 SEISMIC CODE AS10 SEISMIC LOAD S1=49.5 SS=124.5 TL=16. %CR=NORM %SR=NORM RHOL=1.3 R=3.5 \ LOF=2. TOF=2.5 RL=3.25 Cd=3. Ct=0.028 SOIL PROFILE D SECOND ORDER FOA ROOF TRIBUTARY TR=8.083 WALL TRIBUTARY TR= 8.083 S=0. E=18. DESIGN ASD10 LATERAL BRACE LENGTH 13.83 STIFFNESS CHECK SNOW ONLY BOLT TIGHTENING Fully DEFLECTION ROOF L=180. S=180. W=180. G=120. DEFLECTION WALL L=60. S=60. W=60. E=40. C=100. G=60. TE=40. MIN_MOMT_BOLT_DIA 0.75 SYMKNEE CONNECTION SPLICE GUSSETS NA BRACING SIDES LC=3 RA=3 RC=3 BRACE ATTACHMENT FLANGE FLANGE BRACE ATTACHMENT LC=0 RA=0 RC=0 GIRT SPACING 7.5 6.5 GIRT BRACE N C1 PURLIN SPACING 2@3.8811 3@5. PURLIN BRACE LEFT C N C N C PURLIN BRACE RIGHT C N N C C LEFT COLUMN BASE W=6. T=0.375 L=9.5 N=2 D=0.75 9. 0. 10. 5. 0.25 0.134 5. 0.25 0. 9. 0. 5. 0.25 0.156 5. 0.25 LEFT RAFTER 1 CONNECTION O=2E I=2E W=6. T=0.75 D=0.75 11.5 11.5 0. 5. 0.25 0.134 5. 0.25 11.5 11.5 2.3802 5. 0.25 0.134 5. 0.25 INTERIOR COLUMN 1 BASE W=6. T=0.375 L=8.5 N=2 D=0.75 8. 8. 0. 5. 0.25 0.134 5. 0.25 CONNECTION O=1F I=1F W=6. T=0.375 D=0.5 LEFT RAFTER 2 11.5 11.5 2.6198 5. 0.25 0.134 5. 0.25 11.5 11.5 0. 5. 0.25 0.134 5. 0.25 CONNECTION O=2E I=2E W=6. T=0.375 D=0.75 RIGHT COLUMN BASE W=6. T=0.375 L=9.5 N=2 D=0.75 9. 0. 10. 5. 0.25 0.134 5. 0.25 0. 9. 0. 5. 0.25 0.134 5. 0.25 RIGHT RAFTER 1 CONNECTION O=2E I=2E W=6. T=0.75 D=0.75 11.5 0. 0. 5. 0.25 0.134 5. 0.25 0. 11.5 10. 5. 0.25 0.134 5. 0.25 11.5 11.5 2.3802 5. 0.25 0.134 5. 0.25 INTERIOR COLUMN 2 BASE W=6. T=0.375 L=8.5 N=2 D=0.75 8. 8. 0. 5. 0.25 0.134 5. 0.25 CONNECTION O=1F I=1F W=6. T=0.375 D=0.5 RIGHT RAFTER 2 11.5 11.5 2.6198 5. 0.25 0.134 5. 0.25 11.5 11.5 0. 5. 0.25 0.134 5. 0.25 WIND LOAD WL1 18.446 0.4600 -1.2500 -0.7300 -0.6400 24.000 Left WIND LOAD WL2 18.446 0.8200 -0.8900 -0.3700 -0.2800 24.000 Left WIND LOAD LWL1 18.446 -0.6600 -1.2500 -0.7100 -0.6600 24.000 WIND LOAD LWL2 18.446 -0.6600 -0.7100 -1.2500 -0.6600 24.000 WIND LOAD LWL3 18.446 -0.3000 -0.8900 -0.3500 -0.3000 24.000 WIND LOAD LWL4 18.446 -0.3000 -0.3500 -0.8900 -0.3000 24.000 WIND LOAD MWL1 16.000 0.5000 0.2500 0.2500 -0.5000 0.000 WIND LOAD MWL2 16.000 -0.5000 -0.2500 -0.2500 0.5000 0.000 WIND LOAD WL3 18.446 -0.6400 -0.7300 -1.2500 0.4600 24.000 Right WIND LOAD WL4 18.446 -0.2800 -0.3700 -0.8900 0.8200 24.000 Right WIND LOAD WL1D 7.903 0.4600 -1.2500 -0.7300 -0.6400 24.000 Left WIND LOAD WL2D 7.903 0.8200 -0.8900 -0.3700 -0.2800 24.000 Left WIND LOAD LWL1D 7.903 -0.6600 -1.2500 -0.7100 -0.6600 24.000 WIND LOAD LWL2D 7.903 -0.6600 -0.7100 -1.2500 -0.6600 24.000 WIND LOAD LWL3D 7.903 -0.3000 -0.8900 -0.3500 -0.3000 24.000 WIND LOAD LWL4D 7.903 -0.3000 -0.3500 -0.8900 -0.3000 24.000 WIND LOAD WL3D 7.903 -0.6400 -0.7300 -1.2500 0.4600 24.000 Right WIND LOAD WL4D 7.903 -0.2800 -0.3700 -0.8900 0.8200 24.000 Right LOAD COMBINATIONS 1)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA L 2)1. DL 1. COLL 1. SNOW *DEFL 60. 120. *PDELTA R 3)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA L 4)1. DL 1. LL 1. COLL *DEFL 60. 120. *PDELTA R 5)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 6)1.11643 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 7)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 8)1.11643 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 9)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA L 10)1.11643 DL 1.11643 COLL 0.91 EQ *DEFL 40. 120. *PDELTA R 11)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA L 12)1.11643 DL 1.11643 COLL -0.91 EQ *DEFL 40. 120. *PDELTA R 13)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA L 14)0.48357 DL 0.91 EQ *DEFL 40. 120. *PDELTA R 15)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA L 16)0.48357 DL -0.91 EQ *DEFL 40. 120. *PDELTA R 17)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA L 18)0.73367 DL 2.5 EQ *TYPE R *APP B *PDELTA R 19)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA L 20)0.73367 DL -2.5 EQ *TYPE R *APP B *PDELTA R 21)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA L 22)1.36633 DL 1.36633 COLL 2.5 EQ *TYPE R *APP B *PDELTA R 23)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA L 24)1.36633 DL 1.36633 COLL -2.5 EQ *TYPE R *APP B *PDELTA R 25)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA L 26)0.73367 DL 3.5 EQ *TYPE R *APP K *PDELTA R 27)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA L 28)0.73367 DL -3.5 EQ *TYPE R *APP K *PDELTA R 29)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA L 30)1.36633 DL 1.36633 COLL 3.5 EQ *TYPE R *APP K *PDELTA R 31)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA L 32)1.36633 DL 1.36633 COLL -3.5 EQ *TYPE R *APP K *PDELTA R 33)1. DL 0.6 WL1 *PDELTA L 34)1. DL 0.6 WL1 *PDELTA R 35)1. DL 0.6 WL2 *PDELTA L 36)1. DL 0.6 WL2 *PDELTA R 37)1. DL 0.6 LWL1 *PDELTA L 38)1. DL 0.6 LWL1 *PDELTA R 39)1. DL 0.6 LWL2 *PDELTA L 40)1. DL 0.6 LWL2 *PDELTA R 41)1. DL 0.6 LWL3 *PDELTA L 42)1. DL 0.6 LWL3 *PDELTA R 43)1. DL 0.6 LWL4 *PDELTA L 44)1. DL 0.6 LWL4 *PDELTA R 45)1. DL 0.6 WL3 *PDELTA L 46)1. DL 0.6 WL3 *PDELTA R 47)1. DL 0.6 WL4 *PDELTA L 48)1. DL 0.6 WL4 *PDELTA R 49)0.6 DL 0.6 WL1 *PDELTA L 50)0.6 DL 0.6 WL1 *PDELTA R 51)0.6 DL 0.6 WL2 *PDELTA L 52)0.6 DL 0.6 WL2 *PDELTA R 53)0.6 DL 0.6 LWL1 *PDELTA L 54)0.6 DL 0.6 LWL1 *PDELTA R 55)0.6 DL 0.6 LWL2 *PDELTA L 56)0.6 DL 0.6 LWL2 *PDELTA R 57)0.6 DL 0.6 LWL3 *PDELTA L 58)0.6 DL 0.6 LWL3 *PDELTA R 59)0.6 DL 0.6 LWL4 *PDELTA L 60)0.6 DL 0.6 LWL4 *PDELTA R 61)0.6 DL 0.6 WL3 *PDELTA L 62)0.6 DL 0.6 WL3 *PDELTA R 63)0.6 DL 0.6 WL4 *PDELTA L 64)0.6 DL 0.6 WL4 *PDELTA R 65)0.6 MWL1 *TYPE M 66)0.6 MWL2 *TYPE M 67)1. DL 1. COLL 0.6 WL1 *PDELTA L 68)1. DL 1. COLL 0.6 WL1 *PDELTA R 69)1. DL 1. COLL 0.6 WL2 *PDELTA L 70)1. DL 1. COLL 0.6 WL2 *PDELTA R 71)1. DL 1. COLL 0.6 LWL1 *PDELTA L 72)1. DL 1. COLL 0.6 LWL1 *PDELTA R 73)1. DL 1. COLL 0.6 LWL2 *PDELTA L 74)1. DL 1. COLL 0.6 LWL2 *PDELTA R 75)1. DL 1. COLL 0.6 LWL3 *PDELTA L 76)1. DL 1. COLL 0.6 LWL3 *PDELTA R 77)1. DL 1. COLL 0.6 LWL4 *PDELTA L 78)1. DL 1. COLL 0.6 LWL4 *PDELTA R 79)1. DL 1. COLL 0.6 WL3 *PDELTA L 80)1. DL 1. COLL 0.6 WL3 *PDELTA R 81)1. DL 1. COLL 0.6 WL4 *PDELTA L 82)1. DL 1. COLL 0.6 WL4 *PDELTA R 83)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA L 84)1. DL 1. COLL 0.75 SNOW 0.45 WL1 *PDELTA R 85)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA L 86)1. DL 1. COLL 0.75 SNOW 0.45 WL2 *PDELTA R 87)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 *PDELTA L 88)1. DL 1. COLL 0.75 SNOW 0.45 LWL1 *PDELTA R 89)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 *PDELTA L 90)1. DL 1. COLL 0.75 SNOW 0.45 LWL2 *PDELTA R 91)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 *PDELTA L 92)1. DL 1. COLL 0.75 SNOW 0.45 LWL3 *PDELTA R 93)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 *PDELTA L 94)1. DL 1. COLL 0.75 SNOW 0.45 LWL4 *PDELTA R 95)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA L 96)1. DL 1. COLL 0.75 SNOW 0.45 WL3 *PDELTA R 97)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA L 98)1. DL 1. COLL 0.75 SNOW 0.45 WL4 *PDELTA R 99)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA L 100)1. DL 0.75 LL 1. COLL 0.45 WL1 *PDELTA R 101)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA L 102)1. DL 0.75 LL 1. COLL 0.45 WL2 *PDELTA R 103)1. DL 0.75 LL 1. COLL 0.45 LWL1 *PDELTA L 104)1. DL 0.75 LL 1. COLL 0.45 LWL1 *PDELTA R 105)1. DL 0.75 LL 1. COLL 0.45 LWL2 *PDELTA L 106)1. DL 0.75 LL 1. COLL 0.45 LWL2 *PDELTA R 107)1. DL 0.75 LL 1. COLL 0.45 LWL3 *PDELTA L 108)1. DL 0.75 LL 1. COLL 0.45 LWL3 *PDELTA R 109)1. DL 0.75 LL 1. COLL 0.45 LWL4 *PDELTA L 110)1. DL 0.75 LL 1. COLL 0.45 LWL4 *PDELTA R 111)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA L 112)1. DL 0.75 LL 1. COLL 0.45 WL3 *PDELTA R 113)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA L 114)1. DL 0.75 LL 1. COLL 0.45 WL4 *PDELTA R 115)1. DL 1. COLL 1. RS *PDELTA L 116)1. DL 1. COLL 1. RS *PDELTA R 117)1. DL 1. COLL 1. LS *PDELTA L 118)1. DL 1. COLL 1. LS *PDELTA R 119)1. LL *DEFL 60. 180. *TYPE D 120)1. SNOW *DEFL 60. 180. *TYPE D 121)1. LS *DEFL 60. 180. *TYPE D 122)1. RS *DEFL 60. 180. *TYPE D 123)1. WL1D *DEFL 60. 180. *TYPE D 124)1. WL2D *DEFL 60. 180. *TYPE D 125)1. LWL1D *DEFL 60. 180. *TYPE D 126)1. LWL2D *DEFL 60. 180. *TYPE D 127)1. LWL3D *DEFL 60. 180. *TYPE D 128)1. LWL4D *DEFL 60. 180. *TYPE D 129)1. WL3D *DEFL 60. 180. *TYPE D 130)1. WL4D *DEFL 60. 180. *TYPE D 131)1.36633 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 132)1.36633 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 133)0.73367 DL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 134)0.73367 DL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 135)1.36633 DL 1.36633 COLL 1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 136)1.36633 DL 1.36633 COLL -1. EQ *DEFL 40. 0. *TYPE D *EQCD 3.0 LOADS RC EQDW GLOB M C 18.000000 0.220000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ LC EQDW GLOB M C 18.000000 0.220000 0.000000 \ # PANEL/GIRT SELF-WEIGHT FOR EQ IC1 LWL1 GLOB X U 0.000000 0.262260 0.000000 #LOAD TO COLUMN IC1 LWL2 GLOB X U 0.000000 0.262260 0.000000 #LOAD TO COLUMN IC1 LWL3 GLOB X U 0.000000 -0.262260 0.000000 #LOAD TO COLUMN IC1 LWL4 GLOB X U 0.000000 -0.262260 0.000000 #LOAD TO COLUMN IC1 LWL1 GLOB X C 18.549999 -2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL2 GLOB X C 18.549999 -2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL3 GLOB X C 18.549999 2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL4 GLOB X C 18.549999 2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL1 GLOB X C 0.010000 -2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL1 GLOB L C 0.010000 -2.432462 0.000000 \ #REACTION FIX IC1 LWL2 GLOB X C 0.010000 -2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL2 GLOB L C 0.010000 -2.432462 0.000000 \ #REACTION FIX IC1 LWL3 GLOB X C 0.010000 2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL3 GLOB L C 0.010000 2.432462 0.000000 \ #REACTION FIX IC1 LWL4 GLOB X C 0.010000 2.432462 0.000000 \ #COUNTERACTING LOAD IC1 LWL4 GLOB L C 0.010000 2.432462 0.000000 \ #REACTION FIX IC2 LWL1 GLOB X U 0.000000 0.297228 0.000000 #LOAD TO COLUMN IC2 LWL2 GLOB X U 0.000000 0.297228 0.000000 #LOAD TO COLUMN IC2 LWL3 GLOB X U 0.000000 -0.297228 0.000000 #LOAD TO COLUMN IC2 LWL4 GLOB X U 0.000000 -0.297228 0.000000 #LOAD TO COLUMN IC2 LWL1 GLOB X C 19.049999 -2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL2 GLOB X C 19.049999 -2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL3 GLOB X C 19.049999 2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL4 GLOB X C 19.049999 2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL1 GLOB X C 0.010000 -2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL1 GLOB L C 0.010000 -2.831097 0.000000 \ #REACTION FIX IC2 LWL2 GLOB X C 0.010000 -2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL2 GLOB L C 0.010000 -2.831097 0.000000 \ #REACTION FIX IC2 LWL3 GLOB X C 0.010000 2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL3 GLOB L C 0.010000 2.831097 0.000000 \ #REACTION FIX IC2 LWL4 GLOB X C 0.010000 2.831097 0.000000 \ #COUNTERACTING LOAD IC2 LWL4 GLOB L C 0.010000 2.831097 0.000000 \ #REACTION FIX END Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 2 R-Frame Design Program - Version V7.04 Job : 78513A Building Grid label legend File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Building Grid Label Legend ========================== Building : A Frame Number : 2 No. of Frames : 1 Left Column : Column @ * - E Right Column : Column @ * - A Interior Column # 1: Column @ * - D Interior Column # 2: Column @ * - C *Frames located @ 3 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 3 R-Frame Design Program - Version V7.04 Job : 78513A Code Summary Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Building :A Frame Number :2 Location: frame lines 3 No. of Frames: 1 2015 IBC Main Code Requirements Per : International Building Code 2015 Edition Supporting Design Manual(s): 2010 AISC Specification for Structural Steel Buildings,Allowable Strength Design 2010 AISC Seismic Provisions for Structural Steel Buildings Frame Data ---------- Eave height Left & Right (feet)..................................... 18.000 Horizontal width from left to right steel line (feet)............... 48.000 Horizontal distance to ridge from left side (feet).................. 24.000 Roof Slope Left & Right (rise:12)................................... 1.500 Column Slope Left & Right (lat:12).................................. 0.000 Purlin depth left & right side (inches)............................. 8.000 Frame Rafter Inset left & right side (inches)....................... 8.250 Girt depth left & right side (inches)............................... 8.000 Frame Column Inset left & right side (inches)....................... 8.250 Tributary Width left & right side (feet)............................ 8.083 ..................................from Height 0.00 to Height 18.00 Tributary Width roof (feet)......................................... 8.083 Frame Spans 1 to 3 (feet) 14.000 16.000 18.000 Tension Flange Bolt Hole Reduction.................................. Yes Tension Field Action at Knee........................................ Yes Second order analysis method........................................ C2.2b Frame Design Loads ------------------ Dead Load to Frame Rafter (psf)..................................... 2.469 Frame Rafter Dead Weight (psf)...................................... 1.697 Total Roof Dead Weight (psf)........................................ 4.166 Collateral Load to Frame Rafter (psf)............................... 3.000 Roof Live Load Entered (psf)........................................ 20.000 Design Roof Live Load Used (psf).................................... 20.000 Ground Snow Load Entered [Pg] (psf)................................. 25.000 Snow Exposure Factor [Ce] .......................................... 1.000 Snow Importance Factor [I] -- Standard Use Category................. 1.000 Snow Thermal Factor Entered [Ct] -- User Entered.................... 1.200 Snow Thermal Factor Used [Ct]Unheated Building...................... 1.200 Slippery & Unobstructed Roof Surface................................ No Roof Snow Load [Pf = 0.7*Ce*Ct*I*Pg] (psf).......................... 21.000 Snow Slope Factor [Cs].............................................. 1.000 Sloped Roof Snow Load Used [Ps = Cs*Pf] (psf)....................... 21.000 Flat Roof Snow Load [Pf] (psf)...................................... 21.000 Minimum Roof Snow Load Entered [MRSL] (psf)......................... 25.000 Design Uniform Roof Snow Load (psf)................................. 25.000 Roof Snow For Unbalanced, Pattern, Drifting Snow Calculation (psf).. 21.000 UNBALANCED SNOW LOADING(s) -------------------------- Unbalanced Roof Snow w/Wind From Left Load at Left Side (psf).................. 6.300 Load at Right Peak (psf)................. 30.251 Load at Right Eave (psf)................. 21.000 Drift Load Length Right (ft)............. 11.441 Unbalanced Roof Snow w/Wind From Right Load at Left Eave (psf).................. 21.000 Load at Left Peak (psf).................. 30.251 Drift Load Length Left (ft).............. 11.441 Load at Right Side (psf)................. 6.300 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 4 R-Frame Design Program - Version V7.04 Job : 78513A Wind Summary Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- 2015 IBC Main Windforce-resisting system Per : ASCE 7 Standard 2010 Edition Eave height Left & Right (feet)..................................... 18.000 Wind Elevation on left column (feet)................................ 18.000 Wind Elevation on right column (feet)............................... 18.000 Total frame width (feet)............................................ 48.000 Total building length (feet)........................................ 30.000 Number of primary wind loadings .................................... 18 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 5 R-Frame Design Program - Version V7.04 Job : 78513A Continue Wind Summary Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- 2015 IBC Main Windforce-resisting system Per : ASCE 7 Standard 2010 Edition *** PRIMARY WIND COEFFICIENTS FOR MAIN FRAME *** -------------------------------------------------------------------------------- Wind Load WL1 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.460 -1.250( 50.0%) -0.730( 50.0%) -0.640 -------------------------------------------------------------------------------- Wind Load WL2 Wind from left direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.820 -0.890( 50.0%) -0.370( 50.0%) -0.280 -------------------------------------------------------------------------------- Wind Load LWL1 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -1.250( 50.0%) -0.710( 50.0%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL2 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.660 -0.710( 50.0%) -1.250( 50.0%) -0.660 -------------------------------------------------------------------------------- Wind Load LWL3 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.890( 50.0%) -0.350( 50.0%) -0.300 -------------------------------------------------------------------------------- Wind Load LWL4 Longitudinal wind ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.300 -0.350( 50.0%) -0.890( 50.0%) -0.300 -------------------------------------------------------------------------------- Wind Load MWL1 Min. Wind from left dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) 0.500 0.250 0.250 -0.500 -------------------------------------------------------------------------------- Wind Load MWL2 Min. Wind from right dir. ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.500 -0.250 -0.250 0.500 -------------------------------------------------------------------------------- Wind Load WL3 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.640 -0.730( 50.0%) -1.250( 50.0%) 0.460 -------------------------------------------------------------------------------- Wind Load WL4 Wind from right direction ******************* Left Wall Left Rafter Right Rafter Right Wall Primary Coeff. (Cp) -0.280 -0.370( 50.0%) -0.890( 50.0%) 0.820 -------------------------------------------------------------------------------- Notes : 1. Wind coefficients applied to the roof may be located as a percentage of the total frame width (xx.x%). If not shown the coefficients are applied fully to their respective rafter. Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 6 R-Frame Design Program - Version V7.04 Job : 78513A Load Combinations Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Load Combination : ------------------ 1) DL +COLL +SNOW (SOA-L) N A P 2) DL +COLL +SNOW (SOA-R) N A P 3) DL +LL +COLL (SOA-L) N A P 4) DL +LL +COLL (SOA-R) N A P 5) 1.1164DL +0.91EQ (SOA-L) N A P 6) 1.1164DL +0.91EQ (SOA-R) N A P 7) 1.1164DL -0.91EQ (SOA-L) N A P 8) 1.1164DL -0.91EQ (SOA-R) N A P 9) 1.1164DL +1.1164COLL +0.91EQ (SOA-L) N A P 10) 1.1164DL +1.1164COLL +0.91EQ (SOA-R) N A P 11) 1.1164DL +1.1164COLL -0.91EQ (SOA-L) N A P 12) 1.1164DL +1.1164COLL -0.91EQ (SOA-R) N A P 13) 0.4836DL +0.91EQ (SOA-L) N A P 14) 0.4836DL +0.91EQ (SOA-R) N A P 15) 0.4836DL -0.91EQ (SOA-L) N A P 16) 0.4836DL -0.91EQ (SOA-R) N A P 17) 0.7337DL +2.5EQ (SOA-L) N B R P 18) 0.7337DL +2.5EQ (SOA-R) N B R P 19) 0.7337DL -2.5EQ (SOA-L) N B R P 20) 0.7337DL -2.5EQ (SOA-R) N B R P 21) 1.3663DL +1.3663COLL +2.5EQ (SOA-L) N B R P 22) 1.3663DL +1.3663COLL +2.5EQ (SOA-R) N B R P 23) 1.3663DL +1.3663COLL -2.5EQ (SOA-L) N B R P 24) 1.3663DL +1.3663COLL -2.5EQ (SOA-R) N B R P 25) 0.7337DL +3.5EQ (SOA-L) N K R P 26) 0.7337DL +3.5EQ (SOA-R) N K R P 27) 0.7337DL -3.5EQ (SOA-L) N K R P 28) 0.7337DL -3.5EQ (SOA-R) N K R P 29) 1.3663DL +1.3663COLL +3.5EQ (SOA-L) N K R P 30) 1.3663DL +1.3663COLL +3.5EQ (SOA-R) N K R P 31) 1.3663DL +1.3663COLL -3.5EQ (SOA-L) N K R P 32) 1.3663DL +1.3663COLL -3.5EQ (SOA-R) N K R P 33) DL +0.6WL1 (SOA-L) N A P 34) DL +0.6WL1 (SOA-R) N A P 35) DL +0.6WL2 (SOA-L) N A P 36) DL +0.6WL2 (SOA-R) N A P 37) DL +0.6LWL1 (SOA-L) N A P 38) DL +0.6LWL1 (SOA-R) N A P 39) DL +0.6LWL2 (SOA-L) N A P 40) DL +0.6LWL2 (SOA-R) N A P 41) DL +0.6LWL3 (SOA-L) N A P 42) DL +0.6LWL3 (SOA-R) N A P 43) DL +0.6LWL4 (SOA-L) N A P 44) DL +0.6LWL4 (SOA-R) N A P 45) DL +0.6WL3 (SOA-L) N A P 46) DL +0.6WL3 (SOA-R) N A P 47) DL +0.6WL4 (SOA-L) N A P 48) DL +0.6WL4 (SOA-R) N A P 49) 0.6DL +0.6WL1 (SOA-L) N A P 50) 0.6DL +0.6WL1 (SOA-R) N A P Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 7 R-Frame Design Program - Version V7.04 Job : 78513A Continue Load Comb Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Load Combination : ------------------ 51) 0.6DL +0.6WL2 (SOA-L) N A P 52) 0.6DL +0.6WL2 (SOA-R) N A P 53) 0.6DL +0.6LWL1 (SOA-L) N A P 54) 0.6DL +0.6LWL1 (SOA-R) N A P 55) 0.6DL +0.6LWL2 (SOA-L) N A P 56) 0.6DL +0.6LWL2 (SOA-R) N A P 57) 0.6DL +0.6LWL3 (SOA-L) N A P 58) 0.6DL +0.6LWL3 (SOA-R) N A P 59) 0.6DL +0.6LWL4 (SOA-L) N A P 60) 0.6DL +0.6LWL4 (SOA-R) N A P 61) 0.6DL +0.6WL3 (SOA-L) N A P 62) 0.6DL +0.6WL3 (SOA-R) N A P 63) 0.6DL +0.6WL4 (SOA-L) N A P 64) 0.6DL +0.6WL4 (SOA-R) N A P 65) 0.6MWL1 N M 66) 0.6MWL2 N M 67) DL +COLL +0.6WL1 (SOA-L) N A P 68) DL +COLL +0.6WL1 (SOA-R) N A P 69) DL +COLL +0.6WL2 (SOA-L) N A P 70) DL +COLL +0.6WL2 (SOA-R) N A P 71) DL +COLL +0.6LWL1 (SOA-L) N A P 72) DL +COLL +0.6LWL1 (SOA-R) N A P 73) DL +COLL +0.6LWL2 (SOA-L) N A P 74) DL +COLL +0.6LWL2 (SOA-R) N A P 75) DL +COLL +0.6LWL3 (SOA-L) N A P 76) DL +COLL +0.6LWL3 (SOA-R) N A P 77) DL +COLL +0.6LWL4 (SOA-L) N A P 78) DL +COLL +0.6LWL4 (SOA-R) N A P 79) DL +COLL +0.6WL3 (SOA-L) N A P 80) DL +COLL +0.6WL3 (SOA-R) N A P 81) DL +COLL +0.6WL4 (SOA-L) N A P 82) DL +COLL +0.6WL4 (SOA-R) N A P 83) DL +COLL +0.75SNOW +0.45WL1 (SOA-L) N A P 84) DL +COLL +0.75SNOW +0.45WL1 (SOA-R) N A P 85) DL +COLL +0.75SNOW +0.45WL2 (SOA-L) N A P 86) DL +COLL +0.75SNOW +0.45WL2 (SOA-R) N A P 87) DL +COLL +0.75SNOW +0.45LWL1 (SOA-L) N A P 88) DL +COLL +0.75SNOW +0.45LWL1 (SOA-R) N A P 89) DL +COLL +0.75SNOW +0.45LWL2 (SOA-L) N A P 90) DL +COLL +0.75SNOW +0.45LWL2 (SOA-R) N A P 91) DL +COLL +0.75SNOW +0.45LWL3 (SOA-L) N A P 92) DL +COLL +0.75SNOW +0.45LWL3 (SOA-R) N A P 93) DL +COLL +0.75SNOW +0.45LWL4 (SOA-L) N A P 94) DL +COLL +0.75SNOW +0.45LWL4 (SOA-R) N A P 95) DL +COLL +0.75SNOW +0.45WL3 (SOA-L) N A P 96) DL +COLL +0.75SNOW +0.45WL3 (SOA-R) N A P 97) DL +COLL +0.75SNOW +0.45WL4 (SOA-L) N A P 98) DL +COLL +0.75SNOW +0.45WL4 (SOA-R) N A P 99) DL +0.75LL +COLL +0.45WL1 (SOA-L) N A P 100) DL +0.75LL +COLL +0.45WL1 (SOA-R) N A P Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 8 R-Frame Design Program - Version V7.04 Job : 78513A Continue Load Comb Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Load Combination : ------------------ 101) DL +0.75LL +COLL +0.45WL2 (SOA-L) N A P 102) DL +0.75LL +COLL +0.45WL2 (SOA-R) N A P 103) DL +0.75LL +COLL +0.45LWL1 (SOA-L) N A P 104) DL +0.75LL +COLL +0.45LWL1 (SOA-R) N A P 105) DL +0.75LL +COLL +0.45LWL2 (SOA-L) N A P 106) DL +0.75LL +COLL +0.45LWL2 (SOA-R) N A P 107) DL +0.75LL +COLL +0.45LWL3 (SOA-L) N A P 108) DL +0.75LL +COLL +0.45LWL3 (SOA-R) N A P 109) DL +0.75LL +COLL +0.45LWL4 (SOA-L) N A P 110) DL +0.75LL +COLL +0.45LWL4 (SOA-R) N A P 111) DL +0.75LL +COLL +0.45WL3 (SOA-L) N A P 112) DL +0.75LL +COLL +0.45WL3 (SOA-R) N A P 113) DL +0.75LL +COLL +0.45WL4 (SOA-L) N A P 114) DL +0.75LL +COLL +0.45WL4 (SOA-R) N A P 115) DL +COLL +RS (SOA-L) N A P 116) DL +COLL +RS (SOA-R) N A P 117) DL +COLL +LS (SOA-L) N A P 118) DL +COLL +LS (SOA-R) N A P 119) LL D 120) SNOW D 121) LS D 122) RS D 123) WL1D D 124) WL2D D 125) LWL1D D 126) LWL2D D 127) LWL3D D 128) LWL4D D 129) WL3D D 130) WL4D D 131) 1.3663DL +EQ D E 132) 1.3663DL -EQ D E 133) 0.7337DL +EQ D E 134) 0.7337DL -EQ D E 135) 1.3663DL +1.3663COLL +EQ D E 136) 1.3663DL +1.3663COLL -EQ D E Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 9 R-Frame Design Program - Version V7.04 Job : 78513A Continue Load Comb Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Where : ------- DL = Roof Dead Load COLL = Roof Collateral Load SNOW = The Larger of: Code Defined Minimum Roof Snow Load User Input Minimum Roof Snow Load LL = Roof Live Load EQ = Lateral Seismic Load [parallel to plane of frame] WL1 = Wind from Left to Right with +GCpi WL2 = Wind from Left to Right with -GCpi LWL1 = Windward Corner Left with +GCpi LWL2 = Windward Corner Right with +GCpi LWL3 = Windward Corner Left with -GCpi LWL4 = Windward Corner Right with -GCpi WL3 = Wind from Right to Left with +GCpi WL4 = Wind from Right to Left with -GCpi MWL1 = Minimum Wind Load MWL2 = Minimum Wind Load RS = Unbalanced Right Roof Snow Load LS = Unbalanced Left Roof Snow Load WL1D = Wind from Left to Right with +GCpi at Service Level WL2D = Wind from Left to Right with -GCpi at Service Level LWL1D = Windward Corner Left with +GCpi at Service Level LWL2D = Windward Corner Right with +GCpi at Service Level LWL3D = Windward Corner Left with -GCpi at Service Level LWL4D = Windward Corner Right with -GCpi at Service Level WL3D = Wind from Right to Left with +GCpi at Service Level WL4D = Wind from Right to Left with -GCpi at Service Level Combination Descriptions : -------------------------- N= No 1/3 Increase in Allowable for Combination B= Base Only Combination K= Knee Connection Only Combination A= Allowable Strength Design Combination - ASD10 D= Deflection Only Combination P= Second Order Analysis Combination - SOA R= Load and Resistance Factor Design Combination - LRFD E= Cd is applied and Ie is omitted from frame drift calculations M= Minimum Wind Load Combination. Checked for Allowable Strength not for Deflection Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 10 R-Frame Design Program - Version V7.04 Job : 78513A User Load Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- * USER INPUT LOADS ------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.2200 0.0000 0.000 2 LC EQDW GLOB M C 18.000 0.2200 0.0000 0.000 3 IC1 LWL1 GLOB X U 0.000 0.2623 0.0000 0.000 4 IC1 LWL2 GLOB X U 0.000 0.2623 0.0000 0.000 5 IC1 LWL3 GLOB X U 0.000 -0.2623 0.0000 0.000 6 IC1 LWL4 GLOB X U 0.000 -0.2623 0.0000 0.000 7 IC1 LWL1 GLOB X C 18.550 -2.4325 0.0000 0.000 8 IC1 LWL2 GLOB X C 18.550 -2.4325 0.0000 0.000 9 IC1 LWL3 GLOB X C 18.550 2.4325 0.0000 0.000 10 IC1 LWL4 GLOB X C 18.550 2.4325 0.0000 0.000 11 IC1 LWL1 GLOB X C 0.010 -2.4325 0.0000 0.000 12 IC1 LWL1 GLOB L C 0.010 -2.4325 0.0000 0.000 13 IC1 LWL2 GLOB X C 0.010 -2.4325 0.0000 0.000 14 IC1 LWL2 GLOB L C 0.010 -2.4325 0.0000 0.000 15 IC1 LWL3 GLOB X C 0.010 2.4325 0.0000 0.000 16 IC1 LWL3 GLOB L C 0.010 2.4325 0.0000 0.000 17 IC1 LWL4 GLOB X C 0.010 2.4325 0.0000 0.000 18 IC1 LWL4 GLOB L C 0.010 2.4325 0.0000 0.000 19 IC2 LWL1 GLOB X U 0.000 0.2972 0.0000 0.000 20 IC2 LWL2 GLOB X U 0.000 0.2972 0.0000 0.000 21 IC2 LWL3 GLOB X U 0.000 -0.2972 0.0000 0.000 22 IC2 LWL4 GLOB X U 0.000 -0.2972 0.0000 0.000 23 IC2 LWL1 GLOB X C 19.050 -2.8311 0.0000 0.000 24 IC2 LWL2 GLOB X C 19.050 -2.8311 0.0000 0.000 25 IC2 LWL3 GLOB X C 19.050 2.8311 0.0000 0.000 26 IC2 LWL4 GLOB X C 19.050 2.8311 0.0000 0.000 27 IC2 LWL1 GLOB X C 0.010 -2.8311 0.0000 0.000 28 IC2 LWL1 GLOB L C 0.010 -2.8311 0.0000 0.000 29 IC2 LWL2 GLOB X C 0.010 -2.8311 0.0000 0.000 30 IC2 LWL2 GLOB L C 0.010 -2.8311 0.0000 0.000 31 IC2 LWL3 GLOB X C 0.010 2.8311 0.0000 0.000 32 IC2 LWL3 GLOB L C 0.010 2.8311 0.0000 0.000 33 IC2 LWL4 GLOB X C 0.010 2.8311 0.0000 0.000 34 IC2 LWL4 GLOB L C 0.010 2.8311 0.0000 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 11 R-Frame Design Program - Version V7.04 Job : 78513A Load Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- * GENERAL LOAD CARDS GENERATED - -------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 1 RC EQDW GLOB M C 18.000 0.2200 N/A 0.000 2 LC EQDW GLOB M C 18.000 0.2200 N/A 0.000 3 IC1 LWL1 GLOB X U 0.000 0.2623 N/A 0.000 4 IC1 LWL2 GLOB X U 0.000 0.2623 N/A 0.000 5 IC1 LWL3 GLOB X U 0.000 -0.2623 N/A 0.000 6 IC1 LWL4 GLOB X U 0.000 -0.2623 N/A 0.000 7 IC1 LWL1 GLOB X C 18.550 -2.4325 N/A 0.000 8 IC1 LWL2 GLOB X C 18.550 -2.4325 N/A 0.000 9 IC1 LWL3 GLOB X C 18.550 2.4325 N/A 0.000 10 IC1 LWL4 GLOB X C 18.550 2.4325 N/A 0.000 11 IC1 LWL1 GLOB X C 0.010 -2.4325 N/A 0.000 12 IC1 LWL1 GLOB L C 0.010 -2.4325 N/A 0.000 13 IC1 LWL2 GLOB X C 0.010 -2.4325 N/A 0.000 14 IC1 LWL2 GLOB L C 0.010 -2.4325 N/A 0.000 15 IC1 LWL3 GLOB X C 0.010 2.4325 N/A 0.000 16 IC1 LWL3 GLOB L C 0.010 2.4325 N/A 0.000 17 IC1 LWL4 GLOB X C 0.010 2.4325 N/A 0.000 18 IC1 LWL4 GLOB L C 0.010 2.4325 N/A 0.000 19 IC2 LWL1 GLOB X U 0.000 0.2972 N/A 0.000 20 IC2 LWL2 GLOB X U 0.000 0.2972 N/A 0.000 21 IC2 LWL3 GLOB X U 0.000 -0.2972 N/A 0.000 22 IC2 LWL4 GLOB X U 0.000 -0.2972 N/A 0.000 23 IC2 LWL1 GLOB X C 19.050 -2.8311 N/A 0.000 24 IC2 LWL2 GLOB X C 19.050 -2.8311 N/A 0.000 25 IC2 LWL3 GLOB X C 19.050 2.8311 N/A 0.000 26 IC2 LWL4 GLOB X C 19.050 2.8311 N/A 0.000 27 IC2 LWL1 GLOB X C 0.010 -2.8311 N/A 0.000 28 IC2 LWL1 GLOB L C 0.010 -2.8311 N/A 0.000 29 IC2 LWL2 GLOB X C 0.010 -2.8311 N/A 0.000 30 IC2 LWL2 GLOB L C 0.010 -2.8311 N/A 0.000 31 IC2 LWL3 GLOB X C 0.010 2.8311 N/A 0.000 32 IC2 LWL3 GLOB L C 0.010 2.8311 N/A 0.000 33 IC2 LWL4 GLOB X C 0.010 2.8311 N/A 0.000 34 IC2 LWL4 GLOB L C 0.010 2.8311 N/A 0.000 35 LR DL XREF Y U 0.000 -0.0200 N/A 0.000 36 RR DL XREF Y U 0.000 -0.0200 N/A 0.000 37 LC SW GLOB Y U 0.000 -0.0129 N/A 0.000 38 LR SW GLOB Y U 0.000 -0.0137 N/A 0.000 39 RC SW GLOB Y U 0.000 -0.0126 N/A 0.000 40 RR SW GLOB Y U 0.000 -0.0137 N/A 0.000 41 IC1 SW YREF Y U 0.000 -0.0122 N/A 18.049 42 IC2 SW YREF Y U 0.000 -0.0122 N/A 18.549 43 LR LL XREF Y U 0.000 -0.1617 N/A 0.000 44 RR LL XREF Y U 0.000 -0.1617 N/A 0.000 45 LR COLL XREF Y U 0.000 -0.0242 N/A 0.000 46 RR COLL XREF Y U 0.000 -0.0242 N/A 0.000 47 LR SNOW XREF Y U 0.000 -0.2021 N/A 0.000 48 RR SNOW XREF Y U 0.000 -0.2021 N/A 0.000 49 LR SBAL XREF Y U 0.000 -0.1697 N/A 0.000 50 RR SBAL XREF Y U 0.000 -0.1697 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 12 R-Frame Design Program - Version V7.04 Job : 78513A Load Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- 51 LR RS XREF Y U 0.000 -0.0509 N/A 0.000 52 RR RS XREF Y U 0.000 -0.1697 N/A 0.000 53 RR RS XREF Y U 12.559 -0.0748 N/A 11.441 54 LR LS XREF Y U 0.000 -0.1697 N/A 0.000 55 LR LS XREF Y U 12.559 -0.0748 N/A 11.441 56 RR LS XREF Y U 0.000 -0.0509 N/A 0.000 57 LC WL1 MEMB Y U 0.000 -0.0686 N/A 0.000 58 RC WL1 MEMB Y U 0.000 0.0954 N/A 0.000 59 LR WL1 MEMB Y U 0.000 0.1864 N/A 0.000 60 RR WL1 MEMB Y U 0.000 0.1088 N/A 0.000 61 LC WL2 MEMB Y U 0.000 -0.1223 N/A 0.000 62 RC WL2 MEMB Y U 0.000 0.0417 N/A 0.000 63 LR WL2 MEMB Y U 0.000 0.1327 N/A 0.000 64 RR WL2 MEMB Y U 0.000 0.0552 N/A 0.000 65 LC LWL1 MEMB Y U 0.000 0.0984 N/A 0.000 66 RC LWL1 MEMB Y U 0.000 0.0984 N/A 0.000 67 LR LWL1 MEMB Y U 0.000 0.1864 N/A 0.000 68 RR LWL1 MEMB Y U 0.000 0.1059 N/A 0.000 69 LC LWL2 MEMB Y U 0.000 0.0984 N/A 0.000 70 RC LWL2 MEMB Y U 0.000 0.0984 N/A 0.000 71 LR LWL2 MEMB Y U 0.000 0.1059 N/A 0.000 72 RR LWL2 MEMB Y U 0.000 0.1864 N/A 0.000 73 LC LWL3 MEMB Y U 0.000 0.0447 N/A 0.000 74 RC LWL3 MEMB Y U 0.000 0.0447 N/A 0.000 75 LR LWL3 MEMB Y U 0.000 0.1327 N/A 0.000 76 RR LWL3 MEMB Y U 0.000 0.0522 N/A 0.000 77 LC LWL4 MEMB Y U 0.000 0.0447 N/A 0.000 78 RC LWL4 MEMB Y U 0.000 0.0447 N/A 0.000 79 LR LWL4 MEMB Y U 0.000 0.0522 N/A 0.000 80 RR LWL4 MEMB Y U 0.000 0.1327 N/A 0.000 81 LC MWL1 MEMB Y U 0.000 -0.0647 N/A 0.000 82 RC MWL1 MEMB Y U 0.000 0.0647 N/A 0.000 83 LR MWL1 GLOB X U 0.000 0.0040 N/A 24.187 84 RR MWL1 GLOB X U 0.000 0.0040 N/A 24.187 85 LC MWL2 MEMB Y U 0.000 0.0647 N/A 0.000 86 RC MWL2 MEMB Y U 0.000 -0.0647 N/A 0.000 87 LR MWL2 GLOB X U 0.000 -0.0040 N/A 24.187 88 RR MWL2 GLOB X U 0.000 -0.0040 N/A 24.187 89 LC WL3 MEMB Y U 0.000 0.0954 N/A 0.000 90 RC WL3 MEMB Y U 0.000 -0.0686 N/A 0.000 91 LR WL3 MEMB Y U 0.000 0.1088 N/A 0.000 92 RR WL3 MEMB Y U 0.000 0.1864 N/A 0.000 93 LC WL4 MEMB Y U 0.000 0.0417 N/A 0.000 94 RC WL4 MEMB Y U 0.000 -0.1223 N/A 0.000 95 LR WL4 MEMB Y U 0.000 0.0552 N/A 0.000 96 RR WL4 MEMB Y U 0.000 0.1327 N/A 0.000 97 LC WL1D MEMB Y U 0.000 -0.0294 N/A 0.000 98 RC WL1D MEMB Y U 0.000 0.0409 N/A 0.000 99 LR WL1D MEMB Y U 0.000 0.0798 N/A 0.000 100 RR WL1D MEMB Y U 0.000 0.0466 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 13 R-Frame Design Program - Version V7.04 Job : 78513A Load Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- 101 LC WL2D MEMB Y U 0.000 -0.0524 N/A 0.000 102 RC WL2D MEMB Y U 0.000 0.0179 N/A 0.000 103 LR WL2D MEMB Y U 0.000 0.0569 N/A 0.000 104 RR WL2D MEMB Y U 0.000 0.0236 N/A 0.000 105 LC LWL1D MEMB Y U 0.000 0.0422 N/A 0.000 106 RC LWL1D MEMB Y U 0.000 0.0422 N/A 0.000 107 LR LWL1D MEMB Y U 0.000 0.0798 N/A 0.000 108 RR LWL1D MEMB Y U 0.000 0.0454 N/A 0.000 109 LC LWL2D MEMB Y U 0.000 0.0422 N/A 0.000 110 RC LWL2D MEMB Y U 0.000 0.0422 N/A 0.000 111 LR LWL2D MEMB Y U 0.000 0.0454 N/A 0.000 112 RR LWL2D MEMB Y U 0.000 0.0798 N/A 0.000 113 LC LWL3D MEMB Y U 0.000 0.0192 N/A 0.000 114 RC LWL3D MEMB Y U 0.000 0.0192 N/A 0.000 115 LR LWL3D MEMB Y U 0.000 0.0569 N/A 0.000 116 RR LWL3D MEMB Y U 0.000 0.0224 N/A 0.000 117 LC LWL4D MEMB Y U 0.000 0.0192 N/A 0.000 118 RC LWL4D MEMB Y U 0.000 0.0192 N/A 0.000 119 LR LWL4D MEMB Y U 0.000 0.0224 N/A 0.000 120 RR LWL4D MEMB Y U 0.000 0.0569 N/A 0.000 121 LC WL3D MEMB Y U 0.000 0.0409 N/A 0.000 122 RC WL3D MEMB Y U 0.000 -0.0294 N/A 0.000 123 LR WL3D MEMB Y U 0.000 0.0466 N/A 0.000 124 RR WL3D MEMB Y U 0.000 0.0798 N/A 0.000 125 LC WL4D MEMB Y U 0.000 0.0179 N/A 0.000 126 RC WL4D MEMB Y U 0.000 -0.0524 N/A 0.000 127 LR WL4D MEMB Y U 0.000 0.0236 N/A 0.000 128 RR WL4D MEMB Y U 0.000 0.0569 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 14 R-Frame Design Program - Version V7.04 Job : 78513A Seismic Summary Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- 2015 IBC Main Seismic Force Resisting System Per : ASCE 7 Standard 2010 Edition Standard Risk Category Building for Seismic Loadings Seismic Loads Required for Building ................................ Yes Response Acceleration Coeff., for Short Periods [Ss] (%g) .......... 124.5000 Response Acceleration Coeff., for 1 sec. Periods [S1] (%g) ......... 49.5000 Long-period Transition Period Time [TL] (seconds) .................. 16.0000 Seismic Performance Category ....................................... D Soil Profile Type .................................................. D Seismic Site Coefficient [Fa] ...................................... 1.0020 Seismic Site Coefficient [Fv] ...................................... 1.5050 Maximum Spectral Response Accel., for Short Periods [Sms] (g) ...... 1.2475 Maximum Spectral Response Accel., for 1 sec. Periods [Sm1] (g) ..... 0.7450 Design Spectral Response Accel., for Short Periods [Sds] (g) ....... 0.8317 Design Spectral Response Accel., for 1 sec. Periods [Sd1] (g) ...... 0.4966 Seismic Response Modification Factor [R] ........................... 3.5000 Seismic Importance Factor [I] ...................................... 1.0000 Storage/Equipment Areas and/or Service Rooms Exist ................. No Seismic Story Height [hn] (feet) ................................... 19.5000 Seismic Fundamental Period [T] Used (seconds) ...................... 0.3014 Seismic Overstrength Factor [OMEGAo] ............................... 2.5000 Longitudinal Seismic Redundancy/Reliability Factor [L-rho] ......... 1.3000 Seismic Redundancy/Reliability Factor [rho] ........................ 1.3000 Snow in Seismic Force Calculations [Used] (%) ...................... 0.00 Snow in Seismic Force Calculations [Min. Required] (%) ............. 0.00 Snow in Seismic Load Combinations [Used] (%) ....................... 0.00 Snow in Seismic Load Combinations [Min. Required] (%) .............. 0.00 Mezz. Live load in Seismic Force Calculations [Used] (%) ........... 0.00 Mezz. Live load in Seismic Force Calculations [Min. Required] (%) .. 0.00 Mezz. Live load in Seismic Load Combinations [Used] (%) ............ 100.00 Mezz. Live load in Seismic Load Combinations [Min. Required] (%) ... 100.00 Building Height Limit (feet) ....................................... 65.0000 Seismic Story Drift Limit Factor ................................... 0.0250 Seismic Story Drift Limit (in) ..................................... 5.4000 Seismic Deflection Amplification Factor [Cd] ....................... 3.0000 Seismic Response Coefficient [Cs] Used ............................. 0.2376 Seismic Story Drift [Cd*Drift/Importance Factor] (in) .............. 3.469 Theta [Px*Ie*Delta/Vx/hx/Cd]........................................ 0.009 Theta Max [.5/BETA/Cd] where BETA=1.0............................... 0.167 Roof Dead Load = 2.715 Wall Weight = 0.000 Collateral Load = 1.164 Snow Load = 0.000 Rafter Crane Weight = 0.000 ------------------------------------- Total Roof Weight = 3.879 kips User Mass Load (1) = 0.440 ------------------------------------- Total User Mass = 0.440 kips Total Roof Weight = 3.879 Total User Mass = 0.440 Mezzanine Weight = 0.000 Col. Crane Weight = 0.000 ------------------------------------- TOTAL Bldg Weight = 4.319 kips X X Seismic Coeff. = 0.2376 ------------------------------------- BASE SHEAR = 1.0263 kips Seismic Load for Roof at col # 1 = 0.1518 kips Seismic Load for Roof at col # 2 = 0.2717 kips Seismic Load for Roof at col # 3 = 0.3259 kips Seismic Load for Roof at col # 4 = 0.1742 kips --------------------------------------------------- SEISMIC LOAD for Roof in TOTAL = 0.9237 kips Seismic Ld for Mass # 1 @ col # 1 = 0.0513 kips Seismic Ld for Mass # 1 @ col # 2 = 0.0000 kips Seismic Ld for Mass # 1 @ col # 3 = 0.0000 kips Seismic Ld for Mass # 1 @ col # 4 = 0.0513 kips --------------------------------------------------- SEISMIC LOAD for Mass in TOTAL = 0.1027 kips Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 15 R-Frame Design Program - Version V7.04 Job : 78513A Continued Seismic Load Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- * SEISMIC GENERAL LOAD CARDS GENERATED -------------------------------------- LOAD MEM NAME SYS DIR TYP DISTANCE INTENSITY LENGTH NO. START END 129 LC EQ YREF X C 16.939 0.1518 N/A 0.000 130 LC EQ YREF X C 18.000 0.0513 N/A 0.000 131 IC1 EQ YREF X C 18.553 0.2717 N/A 0.000 132 IC2 EQ YREF X C 19.053 0.3259 N/A 0.000 133 RC EQ YREF X C 16.939 0.1742 N/A 0.000 134 RC EQ YREF X C 18.000 0.0513 N/A 0.000 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 16 R-Frame Design Program - Version V7.04 Job : 78513A Forces and Allowable Stresses Summary File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Left Column Analysis Length = 16.94 ft Kx = 1.00 Weight = 218. lbs Effective Ix = 62.7 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 1 10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 2 6.48 9.000 9.000 5.00x 0.2500 0.1560 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 110 -0.7 -5.9 -0.3 7.5 36.2 19.0 16.6 0.01 0.16 0.30 0.30 79 204 -0.6 -6.7 -0.1 7.1 31.4 18.9 19.3 0.00 0.20 0.33 0.33 79 -------------------------------------------------------------------------------- Left Rafter # 1 Analysis Length = 13.02 ft Kx = 1.00 Weight = 179. lbs Effective Ix = 103.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 3 10.24 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 4 2.38 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 301 -0.5 -8.7 1.2 24.2 36.6 34.5 10.7 0.07 0.17 0.18 0.18 11 406 0.2 -4.8 -2.0 32.9 36.6 34.5 10.7 0.11 0.10 0.11 0.11 2 -------------------------------------------------------------------------------- Interior Column # 1 Analysis Length = 18.55 ft Kx = 1.00 Weight = 219. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 5 18.05 8.000 8.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 507 -0.8 -6.7 0.1 4.7 36.1 11.7 18.7 0.00 0.22 0.64 0.64 78 -------------------------------------------------------------------------------- Left Rafter # 2 Analysis Length = 10.08 ft Kx = 1.00 Weight = 139. lbs Effective Ix = 103.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 6 2.62 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 7 7.58 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 601 -0.3 -5.3 2.3 13.0 36.6 34.5 10.7 0.13 0.10 0.11 0.13 118 701 -0.2 -0.5 1.5 13.0 36.6 34.5 10.7 0.09 0.01 0.01 0.09 118 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 17 R-Frame Design Program - Version V7.04 Job : 78513A Forces and Allowable Stresses Summary File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Right Column Analysis Length = 16.94 ft Kx = 1.00 Weight = 214. lbs Effective Ix = 61.6 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 8 10.00 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 9 6.48 9.000 9.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 810 -0.5 -5.7 -0.3 7.5 36.2 19.1 16.6 0.01 0.15 0.28 0.28 68 904 -0.4 -6.3 -0.1 7.5 31.4 19.1 16.6 0.00 0.19 0.31 0.31 68 -------------------------------------------------------------------------------- Right Rafter # 1 Analysis Length = 17.05 ft Kx = 1.00 Weight = 234. lbs Effective Ix = 103.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 10 4.27 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 11 10.00 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 12 2.38 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 1001 -0.4 -8.0 1.1 23.7 36.6 34.5 10.7 0.06 0.16 0.16 0.16 10 1101 0.2 -4.7 0.4 32.9 36.6 24.1 10.7 0.02 0.09 0.14 0.14 50 1203 0.2 -6.3 -2.4 35.0 31.4 22.6 10.7 0.14 0.14 0.20 0.20 1 -------------------------------------------------------------------------------- Interior Column # 2 Analysis Length = 19.05 ft Kx = 1.00 Weight = 225. lbs Part Length Web Height at Left Flange Web Right Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 13 18.55 8.000 8.000 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 1307 -0.7 -8.0 0.1 4.4 36.1 11.2 18.7 0.01 0.26 0.78 0.78 75 -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 18 R-Frame Design Program - Version V7.04 Job : 78513A Forces and Allowable Stresses Summary File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Right Rafter # 2 Analysis Length = 6.05 ft Kx = 1.00 Weight = 83. lbs Effective Ix = 103.3 in4 Part Length Web Height at Outer Flange Web Inner Flange Taper Fy No. (ft) Start(in) End(in) (in) Thick (in) Angle (ksi) 14 2.62 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 15 3.55 11.500 11.500 5.00x 0.2500 0.1340 5.00x 0.2500 0.00 55.0 -------------------------------------------------------------------------------- Point ---Actual Forces---- --Allowable Stresses-- -------Unity Checks-------- No. Axial Moment Shear Fa Fbo Fbi Fv Shear Axial+Bend Comb Load (kip) (k-ft) (kip) (ksi) (ksi) (ksi) (ksi) Oflg Iflg Max Comb -------------------------------------------------------------------------------- 1401 -0.4 -7.4 2.2 22.0 36.6 34.5 10.7 0.13 0.14 0.15 0.15 1 1501 -0.3 -2.5 1.6 22.0 36.6 34.5 10.7 0.09 0.05 0.05 0.09 1 -------------------------------------------------------------------------------- TOTAL MEMBER WEIGHT = 1512. lbs Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 19 R-Frame Design Program - Version V7.04 Job : 78513A Anchor Rod and Base Plate Design File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- LEFT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ====================================================== Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 2.5000 Plate Size : 6.0000x 9.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 2.299 57.653 18 0.04 Rod Shear 1.531 0.000 34.592 23 0.04 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 27.842 0.775 18 0.03 Outer Flg 0.25000 5.000 27.842 0.775 18 0.03 Web Plate 0.18750 9.000 37.587 1.639 18 0.04 RIGHT EXTERIOR COLUMN ANCHOR RODS AND BASE PLATE DESIGN ======================================================= Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 3.0000, 1 @ 4.0000, 2.5000 Plate Size : 6.0000x 9.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 1.204 38.436 61 0.03 Rod Shear 0.991 0.000 23.061 63 0.04 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 18.562 0.406 61 0.02 Outer Flg 0.25000 5.000 18.562 0.406 61 0.02 Web Plate 0.18750 9.000 25.058 1.027 63 0.04 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 20 R-Frame Design Program - Version V7.04 Job : 78513A Anchor Rod and Base Plate Design File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- INTERIOR COLUMN 1 ANCHOR RODS AND BASE PLATE DESIGN ==================================================== Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 2.2500, 1 @ 4.0000, 2.2500 Plate Size : 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 2.998 57.653 19 0.05 Rod Shear 1.459 0.000 23.061 37 0.06 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 18.562 0.848 53 0.05 Outer Flg 0.25000 5.000 18.562 0.848 53 0.05 Web Plate 0.18750 8.000 33.411 0.900 19 0.03 INTERIOR COLUMN 2 ANCHOR RODS AND BASE PLATE DESIGN ==================================================== Anchor Rod & Base Plate Design Sizes >> --------------------------------------- Use ( 4)- 0.750 in. Dia. A36 Anchor Rods Rod Gage : 4.000 in. Rod Spacing (in.): 2.2500, 1 @ 4.0000, 2.2500 Plate Size : 6.0000x 8.5000x 0.3750 in. (WidthxDepthxThickness) Controlling Reactions for Anchor Rod Design >> ---------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Rod Tension 0.000 1.510 38.436 50 0.04 Rod Shear 1.699 0.000 23.061 37 0.07 Standard Base Plate Welding >> (Using E70 Electrodes) ------------------------------ Fillet Weld Weld Weld Design Weld Weld Size Length Capacity Force Load Check Location (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------ Inner Flg 0.25000 5.000 18.562 0.967 55 0.05 Outer Flg 0.25000 5.000 18.562 0.967 55 0.05 Web Plate 0.18750 8.000 22.274 0.453 50 0.02 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 21 R-Frame Design Program - Version V7.04 Job : 78513A Connection Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Vertical Knee Connection @ Left Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 4.66 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 11.589 in. Web Depth - 11.589 in. Web Thickness 0.156 in. Web Thickness 0.134 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.094 in. Pf top (out) - 1.906 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.207 in. Rise top (out) - 0.207 in. XTO top (out) - 2.000 in. XTO top (out) - 2.000 in. Pf top (ins) - 2.154 in. Pf top (ins) - 2.342 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.207 in. Rise top (ins) - 0.207 in. XTI top (ins) - 2.248 in. XTI top (ins) - 2.248 in. Pf bot (out) - 1.752 in. Pf bot (out) - 1.844 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.207 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.998 in. Pf bot (ins) - 1.904 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.207 in. XBI bot (ins) - 1.998 in. XBI bot (ins) - 1.998 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 82.9 degrees Angle top - 97.1 degrees Angle bot - 90.0 degrees Angle bot - 82.9 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 31) 1.3663DL +1.3663COLL -3.5 -35.60 -1.23 4.25 -35.60 -1.23 4.25 30) 1.3663DL +1.3663COLL +3.5 34.76 1.42 -3.43 34.76 1.42 -3.43 Connection Design Summary: Bolt Unity Check (O.S.) = 0.3789 Plate Unity Check (O.S.) = 0.2251 Bolt Unity Check (I.S.) = 0.3043 Plate Unity Check (I.S.) = 0.2168 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 22 R-Frame Design Program - Version V7.04 Job : 78513A Connection Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Peak Connection @ Left Rafter Depth 5 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.3750 in. Plate: 6.00 x 0.3750 in. Fy(Min) 55.0 ksi Fy(Min) 55.0 ksi Fu 70.0 ksi Fu 70.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 11.589 in. Web Depth - 11.589 in. Web Thickness 0.134 in. Web Thickness 0.134 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 1.797 in. Pf top (out) - 1.797 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.160 in. Rise top (out) - 0.160 in. XTO top (out) - 1.750 in. XTO top (out) - 1.750 in. Pf top (ins) - 1.951 in. Pf top (ins) - 1.951 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.160 in. Rise top (ins) - 0.160 in. XTI top (ins) - 1.998 in. XTI top (ins) - 1.998 in. Pf bot (out) - 1.891 in. Pf bot (out) - 1.891 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.160 in. Rise bot (out) - 0.160 in. XBO bot (out) - 1.938 in. XBO bot (out) - 1.938 in. Pf bot (ins) - 1.857 in. Pf bot (ins) - 1.857 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.160 in. Rise bot (ins) - 0.160 in. XBI bot (ins) - 1.811 in. XBI bot (ins) - 1.811 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Angle top - 82.9 degrees Angle top - 82.9 degrees Angle bot - 97.1 degrees Angle bot - 97.1 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 53) 0.6DL +0.6LWL1 (SOA-L) -0.45 0.93 0.14 -0.45 0.93 -0.14 118) DL +COLL +LS (SOA-R) 2.38 -0.05 -0.74 2.38 -0.05 0.74 Connection Design Summary: Bolt Unity Check (O.S.) = 0.0304 Plate Unity Check (O.S.) = 0.0304 Bolt Unity Check (I.S.) = 0.0787 Plate Unity Check (I.S.) = 0.0787 Required Connection Plate Welding >> (Using E70 Electrodes) ------------------------------------ Welded Weld Weld Weld Design Weld Joint Size Length Capacity Force Load Check Weld Location Type (in.) (in.) (kips) (kips) No. Ratio ------------------------------------------------------------------------------ Left Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 2.3977 118 0.0574 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 0.7378 53 0.0177 Web Plate Fillet-BS 0.1875 23.1790 64.5357 0.7767 117 0.0120 Right Side of Conn Inner Flg Fillet-BS 0.1875 10.0000 41.7635 2.3977 118 0.0574 Outer Flg Fillet-BS 0.1875 10.0000 41.7635 0.7378 53 0.0177 Web Plate Fillet-BS 0.1875 23.1790 64.5357 0.7767 117 0.0120 ------------------------------------------------------------------------------ NS - Near side weld, FS - Far side weld, BS - Both sides weld. Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 23 R-Frame Design Program - Version V7.04 Job : 78513A Connection Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Vertical Knee Connection @ Right Rafter Depth 1 -------------------------------------------------------------------------------- BOLTS A325 H.S. - Fully Tightened (O.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) (I.S.) 2 rows Extended - 3/4 in. Dia. - Standard (2 bolts per row) Left Side of Conn Data: Right Side of Conn Data: ----------------------- ------------------------ Plate: 6.00 x 0.7500 in. Plate: 6.00 x 0.7500 in. Fy(Min) 50.0 ksi Fy(Min) 50.0 ksi Fu 65.0 ksi Fu 65.0 ksi Flanges: Flanges: O.S. - 5.00 x 0.2500 in. O.S. - 5.00 x 0.2500 in. I.S. - 4.63 x 0.2500 in. I.S. - 5.00 x 0.2500 in. Web Depth - 11.589 in. Web Depth - 11.589 in. Web Thickness 0.134 in. Web Thickness 0.134 in. Gage - 3.000 in. Gage - 3.000 in. Center of Bolt to Flange: Center of Bolt to Flange: Pf top (out) - 2.094 in. Pf top (out) - 1.906 in. BFCD top (out) - 1.750 in. BFCD top (out) - 1.750 in. Rise top (out) - 0.207 in. Rise top (out) - 0.207 in. XTO top (out) - 2.000 in. XTO top (out) - 2.000 in. Pf top (ins) - 2.154 in. Pf top (ins) - 2.342 in. BFCD top (ins) - 1.750 in. BFCD top (ins) - 1.750 in. Rise top (ins) - 0.207 in. Rise top (ins) - 0.207 in. XTI top (ins) - 2.248 in. XTI top (ins) - 2.248 in. Pf bot (out) - 1.752 in. Pf bot (out) - 1.844 in. BFCD bot (out) - 1.750 in. BFCD bot (out) - 1.750 in. Rise bot (out) - 0.000 in. Rise bot (out) - 0.207 in. XBO bot (out) - 1.750 in. XBO bot (out) - 1.750 in. Pf bot (ins) - 1.998 in. Pf bot (ins) - 1.904 in. BFCD bot (ins) - 1.750 in. BFCD bot (ins) - 1.750 in. Rise bot (ins) - 0.000 in. Rise bot (ins) - 0.207 in. XBI bot (ins) - 1.998 in. XBI bot (ins) - 1.998 in. Bolt Spacing - 3.000 in. Bolt Spacing - 3.000 in. Controlling Mode : Thick Plate Controlling Mode : Thick Plate Angle top - 82.9 degrees Angle top - 97.1 degrees Angle bot - 90.0 degrees Angle bot - 82.9 degrees Left Side Conn Right Side Conn Controlling Moments Axial Shear Moments Axial Shear Load Combinations: (k-ft) (kips) (kips) (k-ft) (kips) (kips) ----------------------------- ------------------------------------------------- 30) 1.3663DL +1.3663COLL +3.5 -32.79 -1.02 3.29 -32.79 -1.02 3.29 31) 1.3663DL +1.3663COLL -3.5 32.26 1.17 -2.24 32.26 1.17 -2.24 Connection Design Summary: Bolt Unity Check (O.S.) = 0.3497 Plate Unity Check (O.S.) = 0.2078 Bolt Unity Check (I.S.) = 0.2818 Plate Unity Check (I.S.) = 0.2008 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 24 R-Frame Design Program - Version V7.04 Job : 78513A Cap Plate Summary File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- INTERIOR COLUMN 1 CAP PLATE AND BOLT DESIGN ============================================ Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4)- 0.500 in. Dia. A325N Bolts Bolt Gage : 2.500 in. Bolt Spacing : 2.500 in. Plate Size : 6.0000x 8.6250x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Bolt Tension 0.000 1.538 35.343 61 0.0435 Bolt Shear 1.494 0.000 21.206 57 0.0705 INTERIOR COLUMN 2 CAP PLATE AND BOLT DESIGN ============================================ Cap Plate and Bolt Design Sizes >> ---------------------------------- Use ( 4)- 0.500 in. Dia. A325N Bolts Bolt Gage : 2.500 in. Bolt Spacing : 2.500 in. Plate Size : 6.0000x 8.6250x 0.3750 in. (WidthxDepthxThickness) Controlling Forces for Cap Plate Bolt Design >> ----------------------------------------------- Shear Tension Allowable Load Check Loading Type (kips) (kips) (kips) No. Ratio ----------------------------------------------------------------- Bolt Tension 0.000 1.632 35.343 50 0.0462 Bolt Shear 1.777 0.000 21.206 55 0.0838 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 25 R-Frame Design Program - Version V7.04 Job : 78513A Knee and Stiffener Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- Left Knee Design ================ Knee Web Thickness : Use 0.1560 in. Thick Web Bearing Stiffener Type : Horizontal Bearing Stiffener at Knee : 2.2500 X 0.2500 in. Column Cap Plate : 5.0000 X 0.2500 in. Knee Panel Weld Sizes ===================== Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 9.070 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.1875 in. x 9.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 10.464 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 10.464 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 11.589 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. Right Knee Design ================= Knee Web Thickness : Use 0.1340 in. Thick Web Bearing Stiffener Type : Horizontal Bearing Stiffener at Knee : 2.2500 X 0.2500 in. Column Cap Plate : 5.0000 X 0.2500 in. Knee Panel Weld Sizes ===================== Required (Due to Weld Shear) Min. Fillet Welds, around the Knee Web Panel are: Column Cap Plate: 0.1875 in. x 9.070 in. GMAW on BOTH Sides (STD. WELD) Horizontal Stiffener: 0.1875 in. x 9.000 in. GMAW on NEAR Side (STD. WELD) Horizontal Stiffener: 0.1875 in. x 3.000 in. GMAW on FAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 10.464 in. SAW on NEAR Side (STD. WELD) Column Outer Flange: 0.1875 in. x 10.464 in. GMAW on FAR Side (STD. WELD) Column Connection Pl.: 0.1875 in. x 11.589 in. GMAW on BOTH Sides (STD. WELD) Knee Stiffener to Connection Plate Weld ======================================= 0.1875 in. x 2.250 in. GMAW Fillet Weld on BOTH Sides of Stiff. (STD. WELD) (STD. WELD)- Company Standard Weld was Designed and Checked as OK. RAFTER WEB STIFFENERS OVER INTERIOR COLUMNS =========================================== STIFF. CENTERLINE LOCATED FROM COL. STIFFENER THE CENTER NO. OF STIFF. STIFF. STIFF. NO. ORIENTATION OF THE COL. STIFF. WIDTH THICK. LENGTH ---- ------------ ----------- ------ (IN.) (IN.) (IN.) 1 VERTICAL 4.1250 IN. 4 2.2500 0.3125 8.5000 2 VERTICAL 4.1250 IN. 4 2.2500 0.3125 8.5000 Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 26 R-Frame Design Program - Version V7.04 Job : 78513A Flange Brace Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- GIRT SPACES - VERTICAL MEASUREMENTS LEFT COLUMN RIGHT COLUMN 1 @ 7'6 @ FLOOR 1 @ 7'6 @ FLOOR 1 @ 6'6 1 @ 6'6 1 @ 4'0 @ EAVE 1 @ 4'0 @ EAVE PURLIN SPACES - HORIZONTAL MEASUREMENTS LEFT RAFTER RIGHT RAFTER 2 @ 3'10-9/16" @ EAVE 2 @ 3'10-9/16" @ EAVE 3 @ 5'0 3 @ 5'0 1 @ 1'2-7/8" @ PEAK 1 @ 1'2-7/8" @ PEAK -------------------------------------------------------------------------------- MEMBER DISTANCE TO BRACE POINTS (Feet) - LEFT RAFTER : Measured along T.F. from left steel line - RIGHT RAFTER : Measured along T.F. from right steel line - EXT. COLUMNS : Measured along T.F. from base -------------------------------------------------------------------------------- LFT COLUMN 7.50 14.00 (N) (C) LFT RAFTER 3.91 7.82 12.86 17.90 22.94 (C) (N) (C) (N) (C) RGT COLUMN 7.50 14.00 (N) (C) RGT RAFTER 3.91 7.82 12.86 17.90 22.94 (C) (N) (N) (C) (C) -------------------------------------------------------------------------------- "N" Indicates that No flange braces are located at the brace point "C" Indicates that One 2"x2"x14 ga flange brace is located at the brace point -------------------------------------------------------------------------------- Star Building Systems, OKC, OK User: JMRodriguez Page: F2- 27 R-Frame Design Program - Version V7.04 Job : 78513A Primary Deflection Report File: frame_3.fra Date: 11/ 8/18 ms2 48./18./8.083 20./110./25. Start Time: 15:54:19 -------------------------------------------------------------------------------- COLUMN TOP DEFLECTIONS for LOAD COMBS. (Positive = X: Right Y:Upward) (Inches) ============================================================================== Ext. Left Col Int. Column-1 Int. Column-2 Ext Right Col X-Def Y-Def X-Def Y-Def X-Def Y-Def X-Def Y-Def ------------------------------------------------------------------------------ Pos. Max 3.442 0.002 3.446 0.003 3.450 0.003 3.447 0.002 Load Comb 133 123 133 129 133 123 133 129 Defl. H/ 59 H/ 64 H/ 66 H/ 58 ------------------------------------------------------------------------------ Neg. Max -3.520 -0.003 -3.523 -0.008 -3.525 -0.011 -3.521 -0.004 Load Comb 136 1 136 1 136 1 136 1 Defl. H/ 57 H/ 63 H/ 64 H/ 57 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #1. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.047 in. 6.60 ft. 0.039 in. 6.60 ft. Load Comb 135 134 Defl. L/999 L/999 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #2. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Left S.L. Y-Def. X-Dist. from Left S.L. ------------------------------------------------------------------------------ Max. Def -0.035 in. 21.66 ft. 0.009 in. 18.99 ft. Load Comb 121 123 Defl. L/999 L/999 ============================================================================== MAX RAFTER DEFLECTIONS for SPAN #3. (Positive = Y:Upw ard) ============================================================================== Max. Downward Deflection Max. Upward Deflection Y-Def. X-Dist. from Right S.L. Y-Def. X-Dist. from Right S.L. ------------------------------------------------------------------------------ Max. Def -0.080 in. 7.57 ft. 0.057 in. 7.57 ft. Load Comb 136 133 Defl. L/999 L/999 ============================================================================== PEAK DEFLECTIONS (Positive = Y:Upward) ==================== Y-Def -------------------- Pos. Max 0.008 in. Load Comb 125 Defl. L/999 -------------------- Neg. Max -0.030 in. Load Comb 121 Defl. L/999 ==================== Note: The reported horizontal deflections for the load combinations shown below have been amplified by the value of Cd (deflection amplification factor). LC# Cd Used ----- ------- 131 3.0 132 3.0 133 3.0 134 3.0 135 3.0 136 3.0 Vertical Clearance at the Left Knee is 16.4973 feet Vertical Clearance at the Right Knee is 16.4973 feet · · Drawing Index REVISEDDec 03, 2018 REVISEDDec 03, 2018 REVISEDDec 03, 2018 REVISEDDec 03, 2018 REVISEDDec 03, 2018 REVISEDDec 03, 2018 REVISEDDec 03, 2018 Frame Documentation A325 Connection Bolt Details 05-12-10 Jun '18 04 REVISEDDec 03, 2018 Nov 15, 2018 BASE PLATE AND ANCHOR ROD TOLERANCES ANCHOR ROD SETTING TOLERANCES AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS Nov 15, 2018 Nov 15, 2018 R1 06Apr '16 Erection Guide FIELD SERVICE PROCEDURES SHORT MATERIALS DAMAGED OR DEFECTIVE MATERIAL OIL CANNING IS NOT CAUSE FOR REJECTION EXCESSIVE MATERIAL INITIAL CLAIM AUTHORIZATION FOR CORRECTIVE WORK FINAL CLAIM THE "FINAL CLAIM" MUST INCLUDE: ** IMPORTANT NOTE ** SHIPMENT ARRIVAL TIME UNLOADING, HANDLING, AND STORING MATERIALS STRUCTURAL NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, 1'-0" FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE-DOWNS FOR LOADS THAT MAY HAVE SHIFTED DURING TRANSIT! REMEMBER, SAFETY FIRST! TEMPORARY SUPPORTS ROOF AND WALL PANELS UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY CAUTION: DAMAGE DURING CONSTRUCTION TYPES OF FINISHES SHOP PRIMED STEEL GALVALUME PRE-PAINTED PAINT AND COATING MAINTENANCE DAMAGE FROM CONDENSATION OR TRAPPED WATER SAFETY COMMITMENT ICE AND SNOW REMOVAL DEBRIS REMOVAL PERIODIC INSPECTION DRAINAGE ROOF MAINTENANCE GUIDELINES FOOT TRAFFIC DISSIMILAR METALS R1-01 R1-02 R1-03 R1-04 R1-05 R1-06 R1-07 R1-08 R1-09 R2 07Mar '17 Erection Guide AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS FIELD TOLERANCES COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES SUGGESTED METHOD OF PURLIN ATTACHMENT FOR BUILDING ACCESSORIES ROOF CURBS ROOF JACK INSTALLATION ROOF JACK INSTALLATION BUILDING ANCHORAGE BASE PLATE AND ANCHOR ROD TOLERANCES ANCHOR ROD SETTING TOLERANCES R3 05Apr '16 Erection Guide PRE-ERECTION NOTES: LAYOUT OF BUILDING COMPONENT GENERAL ERECTION NOTES TEMPORARY CONSTRUCTION BRACING PANEL CAUTIONS AND NOTES FASTENER INSTALLATION MASTIC SEALANT IMPORTANT NOTE: STEP 1: ERECT FIRST BAY WALL FRAMING STEP 2: ERECT FIRST BAY ROOF FRAMING CAUTION STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY STEP 4: ERECT REMAINING STRUCTURAL FRAMING EF07312 Mar '15 Bearing Frame Endwall - Outside Column Extension to Bridge Channel Between Purlins - Bypass 00 Page Date Rev By-Pass Girt to Column Standard Connection - Flange Brace FB4_ CF01124 Jan '14 01 By-Pass Girt to Column Standard Connection - Flange Brace FB6_ or FB7_ CF01127 Jan '14 01 Purlin to Rafter Standard Connection - Flange Brace FB4_ CF02036 Dec '10 00 Knock-In Bridging Installation Less Than 3:12 Single Row KB01001 May '12 02 Knock-In Bridging Roof Layout Single Row KB01006 Jun '15 02 Gable Building Single Slope Building KB01013 Nov '16 Tie Angles at Eave for Knock-In Bridging and Top and Bottom Angle (TBA) Bridging 04 Page Date Rev EF08360 Mar '15 Rigid Frame Endwall - Load Bearing Column Outside Column Extension to Bridge Channel - Between Purlins - Bypass 00 Page Date Rev PF04101 May '17 Rod Brace Attachment at Web 03 Page Date Rev BF01005 Apr '16 Column Base Angle Detail With Flush Column 00 Page Date Rev CF01120 Jun '16 Girt Connection At Bypass Column 02 Page Date Rev By-Pass Zee Installation CF01121 Dec '10 00 A Section A CF01122 Jul '17 Girt And Purlin Connection At Bypass Column And Rafter 03 Page Date Rev CF02030 Sep '17 Eave Strut Connection Flush / Bypass Column - Interior Bay Column - Roof Slope 41 2:12 Or Less 02 Page Date Rev CF02033 Sep '17 Eave Strut Connection Flush / Bypass Column - End Bay Column - Roof Slope 41 2:12 Or Less 04 Page Date Rev CF02035 Dec '14 Purlin with Anti-Roll Back-up Clip at Rafter 04 Page Date Rev EF03500 Jan '16 8" Sidewall Zee Girts and 8" Endwall Zee Girts at Bypass Corner Column with Variable Frame Setback 01 Page Date Rev 01 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Three and Four Sided Openings AC01220 Nov '11 01 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled - Base, Girt, Header, and Sill to Jamb AC01223 Nov '11 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled - Jamb/Sub Jamb to Zee/Cee Girt or Header/Sill AC01224 Jul '11 00 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framing Between Jambs AC01233 Mar '14 01 AC05110 Oct '16 Pre-Assembled Walk Door Anchor Placement 02 Page Date Rev GD06002 Feb '17 Single Skin Wall Panel Outside Closure Requirements at Eave 01 Page Date Rev GD06003 Feb '17 Single Skin Wall Panel Outside Closure Requirements at Rake 01 Page Date Rev PW02101 Apr '18 PBR Wall Panel Base Angle Without Panel Recess 02 Page Date Rev PBR Wall Panel Panel Side Lap PW05002 Mar '14 02 PW05003 Aug '15 PBR Wall Panel Fastener Location 04 Page Date Rev DoubleLok / UltraDek Roof - Cascading Northern Standard Gutter Fixed Low Eave Plate - Sheeted Wall CDL02013 May '16 03 End View DoubleLok / UltraDek Eave Gutter End Lap Installation CDL05002 Oct '16 03 DoubleLok / UltraDek - Northern Standard & Northern Large Low Eave Rake Corner with Eave Gutter - 11 4" Wall Panel CDL05007 Nov '16 03 CDL06008 Nov '17 Double-Lok / Ultra-Dek - Rake Section Northern Standard And Northern Large Cascading Trim Sheeted Wall 03 Page Date Rev PW03001 Nov '17 PBR Wall Panel Outside Corner - On Module 07 Page Date Rev DoubleLok / UltraDek Rake Trim End Lap Installation - 11 4" Wall Panel CDL06009 Oct '16 02 Backside View of Lap DoubleLok / UltraDek - Fixed Eave Rake Support at Building Rake - Start / Finish GDL01001 01Sep '15 DoubleLok / UltraDek Fixed Eave Plate GDL01003 00Dec '12 18" Wide Panel 24" Wide Panel GDL01010 Apr '18 DoubleLok / UltraDek Fastener Spacing at Trim to Outside Metal Closure 02 Page Date Rev GDL01011 Apr '18 DoubleLok / UltraDek Outside Closure 01 Page Date Rev GDL01012 Apr '18 DoubleLok / UltraDek Sealant at End Lap 01 Page Date Rev DoubleLok / UltraDek Tape Sealer at Low Eave GDL02040 Feb '15 01 GDL05023 Sep '17 Detail At Double-Lok / Ultra-Dek Rake - Low System Only Fastener #46 At Back Up Plate 02 Page Date Rev GDL05031 Jun '18 Ultra-Dek Panel Clip - Cold Formed / Long Bay Purlin / Bar Joist General Information 00 Page Date Rev GDL05040 Nov '17 Double-Lok / Ultra-Dek - Sheeting Layout Gable Building - One Panel Length 01 Page Date Rev Sign DoubleLok/UltraDek Expansion Ridge End Cap Assembly GDL06001 Mar '14 01 DoubleLok / UltraDek Expansion Ridge End Cap GDL06002 Oct '16 06 A A GDL07001 Apr '18 Double-Lok / Ultra-Dek Expansion Ridge 05 Page Date Rev GDL07002 Apr '18 Double-Lok / Ultra-Dek Expansion Ridge 07 Page Date Rev Roll Form Downspout Layout DP00001 Feb '16 02 DP00011 Feb '17 Downspout Strap Attachment PBR, RBR, AVP, Vistashadow, & IMP Fully Sheeted Wall 03 Page Date Rev PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim PW07022 03Sep '14 PBR Wall Panel - Three Sided Framed Opening Field Notch Panel at Head Trim PW07023 03Sep '14 03 PW07024PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch and Bend Tabs at Head Trim Sep '14 03 PBR Wall Panel - Three Sided Framed Opening Field Notch and Bend Tabs at Head Trim PW07025 Sep '14 PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details PW07027 02Nov '17 PBR Wall Panel - Three Sided Framed Opening "Optional" Channel Closure Trim PW07028 03Mar '15 PBR Wall Panel - Three Sided Framed Opening Jamb Trim Installation PW07029 03Nov '17 PW07030 Oct '17 PBR Wall Panel - Three Sided Framed Opening Head Trim Installation 02 Page Date Rev PBR Wall Panel - Walk Door & Glass-Front Walk Door Trim Installation with Field Notch Panel at Head Trim PW09022 May '14 01 PBR Wall Panel - Walk Door & Glass- Front Walk Door Field Notch Panel at Head Trim PW09023 Dec '11 00 PBR Wall Panel - Walk Door & Glass-Front Walk Door Trim Installation with Field Notch and Bend Tabs at Head Trim PW09024 May '14 01 PBR Wall Panel - Walk Door & Glass-Front Walk Door Field Notch and Bend Tabs at Head Trim PW09025 Dec '11 00 PBR Wall Panel - Walk Door & Glass-Front Walk Door Jamb Trim Field Cut Details PW09027 Nov '17 01 PBR Wall Panel - Pre-Assembled Walk Door & Glass-Front Walk Door Jamb Trim Installation PW09029 Nov '17 03 PBR Wall Panel - Pre-Assembled Walk Door & Glass-Front Walk Door Head Trim Installation PW09030 Mar '15 02 114" Wall Panel114" Wall PanelCDL00003 Feb '18 Perimeter Trim Reference DoubleLok / UltraDek Cascading Northern Standard Trim 05 Page Date Rev CDL00008 May '18 Perimeter Trim Reference DoubleLok / UltraDek Cascading Trim Fastener and Sealants 07 Page Date Rev G000004 Jul '17 Fasteners 05 Page Date Rev G000005 Oct '15 Tape Sealant and Tube Sealant 03 Page Date Rev Wall Fasteners Roof Fasteners Long Life (Optional at Wall) Optional Roof or Wall Fasteners Stainless Steel Cap G000006 Mar '17 PBR, PBU, AVP, Vistashadow Panel Fasteners 08 Page Date Rev G000007 Jul '17 Fasteners BattenLok HS / SuperLok and Double-Lok / Ultra-Dek 08 Page Date Rev G000009 Nov '16 Various Fasteners 11 Page Date Rev AC00821 May '17 DBCI Roll Up Door - Series 2500 Thru 5250 - Non Drive Side Large Mounting Plate / Mounting Bracket Header Attaches to Jamb Extending Above Framed Opening Height 00 Page Date Rev AC00822 May '17 DBCI Roll Up Door - Series 1900 Thru 5250 - Drive Side Large Mounting Plate / Mounting Bracket Header Attaches to Jamb Extending Above Framed Opening Height 00 Page Date Rev R1 06Apr '16 Erection Guide FIELD SERVICE PROCEDURES SHORT MATERIALS DAMAGED OR DEFECTIVE MATERIAL OIL CANNING IS NOT CAUSE FOR REJECTION EXCESSIVE MATERIAL INITIAL CLAIM AUTHORIZATION FOR CORRECTIVE WORK FINAL CLAIM THE "FINAL CLAIM" MUST INCLUDE: ** IMPORTANT NOTE ** SHIPMENT ARRIVAL TIME UNLOADING, HANDLING, AND STORING MATERIALS STRUCTURAL NOTE: PIECE MARKS ARE STENCILED ON PRIMARY STRUCTURAL MEMBERS AT LOWER END, 1'-0" FROM END. INSPECT ALL SHIPMENTS PRIOR TO RELEASING THE TIE-DOWNS FOR LOADS THAT MAY HAVE SHIFTED DURING TRANSIT! REMEMBER, SAFETY FIRST! TEMPORARY SUPPORTS ROOF AND WALL PANELS UNDER NO CIRCUMSTANCES SHOULD PANELS BE HANDLED ROUGHLY CAUTION: DAMAGE DURING CONSTRUCTION TYPES OF FINISHES SHOP PRIMED STEEL GALVALUME PRE-PAINTED PAINT AND COATING MAINTENANCE DAMAGE FROM CONDENSATION OR TRAPPED WATER SAFETY COMMITMENT ICE AND SNOW REMOVAL DEBRIS REMOVAL PERIODIC INSPECTION DRAINAGE ROOF MAINTENANCE GUIDELINES FOOT TRAFFIC DISSIMILAR METALS R1-01 R1-02 R1-03 R1-04 R1-05 R1-06 R1-07 R1-08 R1-09 R2 07Mar '17 Erection Guide AISC CODE OF STANDARD PRACTICE TOLERANCES FOR SETTING ANCHOR RODS FIELD TOLERANCES COLUMN ALIGNMENT TOLERANCES MEZZANINE BEAM HEIGHT TOLERANCE PLAN VIEW ALIGNMENT TOLERANCE FOR MEMBERS WITH FIELD SPLICES SUGGESTED METHOD OF PURLIN ATTACHMENT FOR BUILDING ACCESSORIES ROOF CURBS ROOF JACK INSTALLATION ROOF JACK INSTALLATION BUILDING ANCHORAGE BASE PLATE AND ANCHOR ROD TOLERANCES ANCHOR ROD SETTING TOLERANCES R3 05Apr '16 Erection Guide PRE-ERECTION NOTES: LAYOUT OF BUILDING COMPONENT GENERAL ERECTION NOTES TEMPORARY CONSTRUCTION BRACING PANEL CAUTIONS AND NOTES FASTENER INSTALLATION MASTIC SEALANT IMPORTANT NOTE: STEP 1: ERECT FIRST BAY WALL FRAMING STEP 2: ERECT FIRST BAY ROOF FRAMING CAUTION STEP 3: ERECT ENDWALL GIRTS AND FIRST INTERIOR BAY STEP 4: ERECT REMAINING STRUCTURAL FRAMING EF07312 Mar '15 Bearing Frame Endwall - Outside Column Extension to Bridge Channel Between Purlins - Bypass 00 Page Date Rev By-Pass Girt to Column Standard Connection - Flange Brace FB4_ CF01124 Jan '14 01 By-Pass Girt to Column Standard Connection - Flange Brace FB6_ or FB7_ CF01127 Jan '14 01 Purlin to Rafter Standard Connection - Flange Brace FB4_ CF02036 Dec '10 00 Knock-In Bridging Installation Less Than 3:12 Single Row KB01001 May '12 02 Knock-In Bridging Roof Layout Single Row KB01006 Jun '15 02 Gable Building Single Slope Building KB01013 Nov '16 Tie Angles at Eave for Knock-In Bridging and Top and Bottom Angle (TBA) Bridging 04 Page Date Rev EF08360 Mar '15 Rigid Frame Endwall - Load Bearing Column Outside Column Extension to Bridge Channel - Between Purlins - Bypass 00 Page Date Rev PF04101 May '17 Rod Brace Attachment at Web 03 Page Date Rev BF01005 Apr '16 Column Base Angle Detail With Flush Column 00 Page Date Rev CF01120 Jun '16 Girt Connection At Bypass Column 02 Page Date Rev By-Pass Zee Installation CF01121 Dec '10 00 A Section A CF01122 Jul '17 Girt And Purlin Connection At Bypass Column And Rafter 03 Page Date Rev CF02030 Sep '17 Eave Strut Connection Flush / Bypass Column - Interior Bay Column - Roof Slope 41 2:12 Or Less 02 Page Date Rev CF02033 Sep '17 Eave Strut Connection Flush / Bypass Column - End Bay Column - Roof Slope 41 2:12 Or Less 04 Page Date Rev CF02035 Dec '14 Purlin with Anti-Roll Back-up Clip at Rafter 04 Page Date Rev EF03500 Jan '16 8" Sidewall Zee Girts and 8" Endwall Zee Girts at Bypass Corner Column with Variable Frame Setback 01 Page Date Rev 01 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Three and Four Sided Openings AC01220 Nov '11 01 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled - Base, Girt, Header, and Sill to Jamb AC01223 Nov '11 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled - Jamb/Sub Jamb to Zee/Cee Girt or Header/Sill AC01224 Jul '11 00 Welded Clips - Framed Opening Connections Cold Form and Hot Rolled Cee - Framing Between Jambs AC01233 Mar '14 01 AC05110 Oct '16 Pre-Assembled Walk Door Anchor Placement 02 Page Date Rev GD06002 Feb '17 Single Skin Wall Panel Outside Closure Requirements at Eave 01 Page Date Rev GD06003 Feb '17 Single Skin Wall Panel Outside Closure Requirements at Rake 01 Page Date Rev PW02101 Apr '18 PBR Wall Panel Base Angle Without Panel Recess 02 Page Date Rev PBR Wall Panel Panel Side Lap PW05002 Mar '14 02 PW05003 Aug '15 PBR Wall Panel Fastener Location 04 Page Date Rev DoubleLok / UltraDek Roof - Cascading Northern Standard Gutter Fixed Low Eave Plate - Sheeted Wall CDL02013 May '16 03 End View DoubleLok / UltraDek Eave Gutter End Lap Installation CDL05002 Oct '16 03 DoubleLok / UltraDek - Northern Standard & Northern Large Low Eave Rake Corner with Eave Gutter - 11 4" Wall Panel CDL05007 Nov '16 03 CDL06008 Nov '17 Double-Lok / Ultra-Dek - Rake Section Northern Standard And Northern Large Cascading Trim Sheeted Wall 03 Page Date Rev PW03001 Nov '17 PBR Wall Panel Outside Corner - On Module 07 Page Date Rev DoubleLok / UltraDek Rake Trim End Lap Installation - 11 4" Wall Panel CDL06009 Oct '16 02 Backside View of Lap DoubleLok / UltraDek - Fixed Eave Rake Support at Building Rake - Start / Finish GDL01001 01Sep '15 DoubleLok / UltraDek Fixed Eave Plate GDL01003 00Dec '12 18" Wide Panel 24" Wide Panel GDL01010 Apr '18 DoubleLok / UltraDek Fastener Spacing at Trim to Outside Metal Closure 02 Page Date Rev GDL01011 Apr '18 DoubleLok / UltraDek Outside Closure 01 Page Date Rev GDL01012 Apr '18 DoubleLok / UltraDek Sealant at End Lap 01 Page Date Rev DoubleLok / UltraDek Tape Sealer at Low Eave GDL02040 Feb '15 01 GDL05023 Sep '17 Detail At Double-Lok / Ultra-Dek Rake - Low System Only Fastener #46 At Back Up Plate 02 Page Date Rev GDL05031 Jun '18 Ultra-Dek Panel Clip - Cold Formed / Long Bay Purlin / Bar Joist General Information 00 Page Date Rev GDL05040 Nov '17 Double-Lok / Ultra-Dek - Sheeting Layout Gable Building - One Panel Length 01 Page Date Rev Sign DoubleLok/UltraDek Expansion Ridge End Cap Assembly GDL06001 Mar '14 01 DoubleLok / UltraDek Expansion Ridge End Cap GDL06002 Oct '16 06 A A GDL07001 Apr '18 Double-Lok / Ultra-Dek Expansion Ridge 05 Page Date Rev GDL07002 Apr '18 Double-Lok / Ultra-Dek Expansion Ridge 07 Page Date Rev Roll Form Downspout Layout DP00001 Feb '16 02 DP00011 Feb '17 Downspout Strap Attachment PBR, RBR, AVP, Vistashadow, & IMP Fully Sheeted Wall 03 Page Date Rev PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch Panel at Head Trim PW07022 03Sep '14 PBR Wall Panel - Three Sided Framed Opening Field Notch Panel at Head Trim PW07023 03Sep '14 03 PW07024PBR Wall Panel - Three Sided Framed Opening Trim Installation with Field Notch and Bend Tabs at Head Trim Sep '14 03 PBR Wall Panel - Three Sided Framed Opening Field Notch and Bend Tabs at Head Trim PW07025 Sep '14 PBR Wall Panel - Three Sided Framed Opening Jamb Trim Field Cut Details PW07027 02Nov '17 PBR Wall Panel - Three Sided Framed Opening "Optional" Channel Closure Trim PW07028 03Mar '15 PBR Wall Panel - Three Sided Framed Opening Jamb Trim Installation PW07029 03Nov '17 PW07030 Oct '17 PBR Wall Panel - Three Sided Framed Opening Head Trim Installation 02 Page Date Rev PBR Wall Panel - Walk Door & Glass-Front Walk Door Trim Installation with Field Notch Panel at Head Trim PW09022 May '14 01 PBR Wall Panel - Walk Door & Glass- Front Walk Door Field Notch Panel at Head Trim PW09023 Dec '11 00 PBR Wall Panel - Walk Door & Glass-Front Walk Door Trim Installation with Field Notch and Bend Tabs at Head Trim PW09024 May '14 01 PBR Wall Panel - Walk Door & Glass-Front Walk Door Field Notch and Bend Tabs at Head Trim PW09025 Dec '11 00 PBR Wall Panel - Walk Door & Glass-Front Walk Door Jamb Trim Field Cut Details PW09027 Nov '17 01 PBR Wall Panel - Pre-Assembled Walk Door & Glass-Front Walk Door Jamb Trim Installation PW09029 Nov '17 03 PBR Wall Panel - Pre-Assembled Walk Door & Glass-Front Walk Door Head Trim Installation PW09030 Mar '15 02 114" Wall Panel114" Wall PanelCDL00003 Feb '18 Perimeter Trim Reference DoubleLok / UltraDek Cascading Northern Standard Trim 05 Page Date Rev CDL00008 May '18 Perimeter Trim Reference DoubleLok / UltraDek Cascading Trim Fastener and Sealants 07 Page Date Rev G000004 Jul '17 Fasteners 05 Page Date Rev G000005 Oct '15 Tape Sealant and Tube Sealant 03 Page Date Rev Wall Fasteners Roof Fasteners Long Life (Optional at Wall) Optional Roof or Wall Fasteners Stainless Steel Cap G000006 Mar '17 PBR, PBU, AVP, Vistashadow Panel Fasteners 08 Page Date Rev G000007 Jul '17 Fasteners BattenLok HS / SuperLok and Double-Lok / Ultra-Dek 08 Page Date Rev G000009 Nov '16 Various Fasteners 11 Page Date Rev AC00821 May '17 DBCI Roll Up Door - Series 2500 Thru 5250 - Non Drive Side Large Mounting Plate / Mounting Bracket Header Attaches to Jamb Extending Above Framed Opening Height 00 Page Date Rev AC00822 May '17 DBCI Roll Up Door - Series 1900 Thru 5250 - Drive Side Large Mounting Plate / Mounting Bracket Header Attaches to Jamb Extending Above Framed Opening Height 00 Page Date Rev