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DESIGN CALCULATIONS
i NuC0R SCANNED BUILDING SYSTEMS GR6U8tL1JC1eCdU4J/ 305 Industrial Parkway Ph: (260) 837-7891 1200 Whetstone Road Ph: (803) 568-2100 Fax: (260) 837-7384 Waterloo, IN 46793 Swansea, SC 29160 Fax: (803) 568-2121 600 Apache Trail Ph: (972) 524-5407 Terrell, TX 75160 Fax: (972) 524-5417 lations Project Name: classic Truss Project Number: S430148A Location: FORT PIERCE (SAINT LUCIE), FL Customer Name: Steel Building Services, Inc. Drwgs Sealed By: Corey Norris, PE A/B Engineer: BDz Date: 3/11/04 Design Engineer: BDz Date: Check Engineer: Date: 3 4 iy4- Revisions --> By: Date: By: Date: Contents Description Pages General Building Information.j.............................................. t.? BuildingLoads............................!.............................................. CraneData Sheet......................;.............................................. Mezzanine Data Sheet........................................................... AnchorBolt Design ............. ....... .............................................. Roof Framing System ............................................................... �—� Y � . Primary Framing System......................................................... Sidewal.l Framing System ....................................................... Endwall Framing System ......... ................................................ CraneSupport System........................................................... Mezzanine Framing System .................................................. _ Fascia Framing System............................................................. Other: ....................................... Other: Other: Other: Column Base Reactions......... ® ���° •®° ��... 0 Appendix (Not For Detailing). - ' -��4- 1 IVUI.UK bUILUIINU 3TJI tIVIJ S430148A PAGE: 1 of: Design Calculations Bld A 9• BY. BDZ Date. 3/11/04. Classic Truss CHK: Date: General Building Information I Dimensions Width: 90.0000 ft.1 Roof Configuration: Gable Length: 300.0000 f . Eave Height --> Left: 18.0000 ft: Right: 18.0000 ft: Roof Slope --> Left: 1.00:�2 . Right: 1.00:12 Bay.Spacing (Left to Right): 12@25' Frames Left Endwall Half Load I Straight Columns Required: N Line: - 1 Type: EMG Modules: 3@30' -- Wind Column Spacing: Interior Straight Columns Required: N Line(s): 2-12 Type: RCG Modules: 90.0000 ft. Line(s): Type: None Modules: Right Endwall Half Load Straight Columns Required: N Line(s): 13 ., . Type: EMG Modules: 3@30' Wind (Column Spacing: Wall Framing & Panel Information Sidewall Grid Line: B No Girts - Special 9' Offset Sidewall Grid Line: E No Gi I s - Special N Offset Endwall Grid Line: 1 No GI - Special Offset Its Endwall Grid Line: 15 No Glrss - Special Offset Panel: Not By Nucor Roof Framing & Panel Information Framing: Purlins - 8" Depth i General Seaming Panel: Classic (RPB) Option: ----- 26 ga Wall Bracing j i Sidewall Grid Line: B Angle I Sidewall Grid Line: E Angle I Endwall Grid Line: 1 Rod in Roof Endwall Grid Line: 15 Rod w Roof I. NUCOR BUILDING SYSTEMS Design Calculations Dimensions S430148A Bldg. B Classic Truss PAGE: 2 of: BY: BDZ Date: 3/11/04 CHK: Date: General. Building. Information Width: 16'-8" Roof Configuration: Single -Slope Length: 27'-8" Eave Height --> Left: 16'-5 5/16" Right: 18.0000 ft. Roof Slope --> Left: 1.00 JI 12 Right: N/A Bay Spacing (Left to Right): 27'-8" i Frames Left Endwall Half Load I Straight Columns Required: N Line: 3 Type: LTO Modules: 16'-8" Wind Column Spacing: Interior Straight Columns Required: N Line(s): Type: Noe Modules: 16'-8" Line(s): Type: None Modules: Right Endwall Half Load Straight Columns Required: N Line(s): 4 Type: LTO Modules: 16'-8" Wind IColumn Spacing: Wall Framing & Panel Information Sidewall Grid Line: A No Gil s -Special _ Offset Sidewall Grid Line: B No Gi'rts -Special Offset Endwall Grid Line: 2.9 No Girts -Special Offset Endwall Grid Line: 4.1 No Girts - Special Offset Panel: Not By Nucor Roof Framing & Panel Information Framing: Purlins - 8" DIepth i General Seaming Panel: Classic (RPB)". Option: ----- i 26 ga I Wall Bracing Sidewall Grid Line: A None (Torsional) i Sidewall Grid Line: B Angle. Endwall Grid Line: 2.9 Rigid Frame 1 Endwall Grid Line: 4.1' Rigid Frame r I. . NUCOR BUILDING SYSTEMS Design Calculations S4JO148A Classic Truss BUII'LDING* LOADS Bldg. End Use .................................. Design Code ..................................... MBMA Occupancy Category .............. Roof Dead Load ................................ [Primary Structural not included.] Collateral Load ................................. Roof Live Load ................................ -C Reducible as per Code. 0 N PAGE: ✓ OF: BY: BDZ DATE: 3/11/04 CHK: DATE: REV: DATE: ......... I ........... 3A - Manufacturing -Production / Office ......................... : ................................ F:Rr 2nn1 .................................... . Primary ........ • Secondary.... ......................................................... Reducible 11-96 2.5 psf 5.0 psf 5.0 psf 20.0 psf RoofSnow Load ............................... I ............................................................ 0.0 psf Exp. Factor, Ce: 1 0.90 Ground Snow: 0.0 psf Thermal Factor, Ctl 1.00 Snow Importance Factor, Is: 1.00 Slope Factor, Cs: 1 1.00 WindVelocity ............................ ................................................... 130 mph Exposure: B Wind Importance Factor, Iw: 1.00 Is a UL 90 Warrantv Reauired? 0 Yes * No SeismicZone ...................................I.................................................... N/A Analysis Procedure: Equivalent Lateral Force Method Design Sds / Sd1: Basic SFRS: Ordinary Steel Moment Frames & Seismic Use Group: Ordinary Steel Concentrically- Site Class: Braced Frames Seismic Design Category: Design Base Shear: 0.00 kips Mezzanine............ . Dead Load ........................................................................ N/A - Collateral Load ... .............................................................. N/A - Live Load ........ ................................................... N/A Nucor building cause s es snowdrift loading on existing building. F-1 Nucor building loaded by existing st'ucture. ❑ Nucor building loads the existing structure. ❑ Nucor building is designed for futures expansion loading. CLASSIC TRUSS S4J0148A Anchor Bolt Plan . � 3 1 2 -44� 5 6 7 8 9 10 11 12 13 i o co o o i o ( o 0 0 0 ! o o 1 0 ! co o co o o f o 0 0 0 o I o I L6 , CI) Ln CO ui LO Sri Lo Lo Lo Lo ! L6 {. ( N ! N N N N i N N N N N N N ! A. ---= _ _ 18-.6-7—i I i B MHO ©©OHS 30.00 i I. ! C 15.Ob { 15.00 i E 30.00 F IH I H �i x .'�' , A 3/ � x ' " Bpl.; � I -I o A307 Bolts © " x I " x " Bpl.;�-�" o A307 Bolts BZEIGLER 3/11 /04 -P CLASSIC TRUSS S4J0148A Roof Plan A -16to(o�- B 30.00 ' 15.00 15:00 D 30..00. E . 16.00 BZEIGLER 3/1.1 /04 I Z 4m It 1 0 O / 8 zi IU 1 1 14 13 O co CDr� ' CD O O CDO O O O LO co LO co I ui LO LO LO LO LO LO1 Sri 1 - 13 2.9 - 4.1 8 - 13 8 - 13 N, N f N N f N N N N N N N N USE 08ZO2b PURLINS W/_A5�LAP UNO USE USE WELDEDty Qlo"re" = 1 @ 2.98 -1 @ 2.74 3 @ 4.00 —1 i:gq — 1 @ 1.33 =1 @ 1.33 7 @ 5.00 =1 0IM 7 @ 5.00 _3. 8 Hi --1(d-&, s py = 1 @ 1.33 3 @ 4.00 =1 @ ZIC w B01 S4J0148A Roof Plan 1 2 3 4 5 6 7 8 9 10 11 12 13 BZEIGLER 3/11 /04 25.00 25.00 25.00 25.00 25.00 1 25.00 1 25.00 1 25.00 ' 25.00 1 25.00 25.00 25.00 A o 18.67 XRB6 B'=--------------' --••--...----0 . ..... - ..... £------- -........ £>---------- .......... ------ p--------- -_ --_--' - ------- 0--- -------- --------- 0-------- _ _ O ........ RBO RBO RBO 30.00 C 15.00 O-•---- ---- RB6� �6 R 'RIB16- RB6 15.00 ---•- --- --------------- ---- ------ ------------- RBO RBO 30.00 C RBO - 1-1/4 ROD RB6 - 3/4 ROD 0 - P8.148 - PIPE ----------------------------- ------------- ----- —----------- —---- — --- --- — —--------- ---------------------- ----------------------------=------ 14 Al, PAGE' OF NUCOR BUILDINGSYSTEMS BY. 1~5DS DATE 3f l'710� DESIGN CALCULATIONS. .. CHK DATE REV DATE Campy De,gn L—Side, AtZam Canopy. .CANOPY STRUCT. "(AT EAVE) REQ.D AT LINES: STD. BOLTED CLIP. ) EAVE STRUT (IF WALL IS SHEETED) W/(6) 1 /2 A325 O.C.) ' CEE CHANNEL/ - ROOF LINE r` SPACER (IF REQ'D) EAVE STRUT (SEES NOTE) I CONN2 CANOPY BEAM (IF BYPTSS� BMEPL J i * - >cOnn 6 , O �JR'u i (A) 12' X _ _ THK �. ENDPLA OR _ I TRIM S ORT. n; c �CONN1 IOPP. CONRAC WELD ' f 3I STFWB1 loop (B) HORIZONTAd PROJECTION . GIRT COND. EXTEND ENDPLATE %" IF FWD_ IS REQUIRED. EXTEND ENDPLATE & O.F. %" IF FWD- WELD IS i REQUIRED. IF ` ENDPLATE & O.F. CANNOT BE EXTENDED, USE CJP2 WELD. CJP2 WELD REQUIRED IF EAVE STRUT IS USED. IF EAVE PURLIN IS USED.. 'EXTEND ENDPLATE UP 3" CANOPY BEAM: ❑ BUILT-UP TOTAL DEPTH _ MINIMUM DE{P�TTH� AT 'END = AND USE. FWD- WELD. { ; CEE CHANNEL IS STD. STRAIGHT BEAM (PARALLEL FLANGES) FLANGES SLOW = r� i WEB = �S TAPERED BEAM: (HORIZ. BOTTOM FLANGE) ❑ WIDE FLANGE = AND REQ'D IF CANOPY IS SOFFITED: IF CANOPY IS NOT CANOPY SPACER IF REQ'D : ( ) GENERAL CANOPY INFORMATION _ SOFFITED, AN EAVE STRUT MAY USED. ❑ SA MATERIAL AS CANOPYM B �DG. GIRT COND.: ,. (CIRCLE NE) CANOPY BRACING LOCATION: ❑ BUILT- TOTAL H: _ ` " ❑ FLUSH D. INSET BYPASS 8�" / 10"' FLANGES - WEB = ❑ CLEAR UNDER CANOPY BEAM: (A) IN CANOPY RAFTER I](B) IN. COLUMN � . WIDE F E- NOTE:. A ASONRY CON . IONS & UNSHEETED WALL NDITIONS, SPACER GENERALLY HORIZONTAL ROOF PROJECTION: I SLOPE (STD 1:12) I -� i •' BEAM END PLATE: RE N REQUIRED.. (CHECK :SP IFIC: Gr BMEPL v REQUIREMENTS WITH DETAILING). ouramn = ; X DDAC3010 ...... DATE 10731/2002 PAGE: 3, NUCOR BUILDING SYSTEMS DESIGN CALCULATIONS Campy Co",«mn Campy C—h.lm—al- PAGE BY CHK. , REV M VI OF DATE oc f DATE DATE. CANOPY 1ONNECTION INFORMATION REQUIRED AT FR. AI LINES: E PQ-d CONN. 1 & CONN. 2 2 BOLT FLUSH INSET END WALL INSET BLW & @EAVE GAGE EXTEND IF REQ'D. FLG. Pf, CANOPY wi = PACERS JREQ'D.;-'o- CONNPLI �pER CONNPLI PACERS 2 HK. 12'W x 3 8• THK D 3Ar0• FLG• oP & BO o DETAIL CONNPLI & SPACERS SYMMETRICAL WHEN POSSIBLE 4 BOLT FLUSH INSET HIGH EAVE HORZ. INSET BU HR GAGE EXTEND IF REQ'D. �.. ' r STEEL LINE H RZFT Pf, Pb' (4) Im W1 A325 BOLTS CONNPLI W2 CONNPLI �R --------- PACERS 12"W x 3/8" THK 0. FLG. 12'W x 3/B' THK 0. FLG. ENDPLATE EXTEND DOWN 3' DETAIL CONNPLI & SPAC S SYMMETRICAL WHEN POSSIBLE DETAILER NOTE: CHECK BOLT LENGTH 4 BOLT EXTENDED INSET LOW EAVE HORZ. INSET CF GAGE EXTEND IF REQ'D... STEEL CEE LINE HORZ - f, Pb, FGCO1 CUP W1 CONNPLI RWOMPRY CONNPLI PACERS lk W2 --------- 0. FLG. 12V x 3/8" THK 0. FLG. NOTE: 12'W x 3/e' THK EI(TEND DOWN 3- ENDPLATE MAY INTERFERE WITH GUTTER ��L CCOONNNPIL11 &HEN SPACERS MAILER NOTE: CHECK BOLT LENGTH POSSIBLE CONN 1 & 2 INFORMATION: W (CANOPY SPACER TO 'COL. W1 BYPAS /INSET. GIRTS) 04 STFW81 (NS/FS) =_7 ..n W3=_ ENDPLATE INFO: (SEE CHOICE ABOVE) (1) CONNPLI,= IF 1" INSET CONDITION USE: (1) 12" x 3/8" & (1) c 5/8" SPACER PLATES. (WIDTH NO MALLER THAN COLUMN FLANGE)' BOLT SIZE = 4 . 0 A325 BOLT GAGE _ S } g� Pf = I . L . Pb = Z S W1= w W2= P1 DDAC3000. DATE. 10/31/2002 PAGE: z t Web Depth Length on Slope Left/Top Flange Web Right/Bottom Flange Horizontal Tail Dim. Purlin Offset: 8.0 4 36A0 5 24.00 179.74 162.00 F6.38 F5.25 W200 W175 F6.38 F5.38 18.0933 RAF01 B 1.00 r 2 1 50 129 131 W313 2 30.00 COL01 .175.01 F8.50 W200 14.52 F8.38 1 16.00 Left Eave Height: 18.00 Left Girt Offset: 8.0 Frame Wt: 4400 Tntal Width- 9n nn 1 6 24.00 CT 162.00 7 24.00 8 24.00 CT 162.00 162.00 9 24.00 179.74 10 36.00 F5.25 F5.25 F5.25 F6.38 W150 W125 W175 W200 F5.25 F5.25 F5.38 F6.38 45.0000 71.9067 RAF012 RAF03 ' RAF04 1 86.83 Max Wind dx: H/168 Max dx: H/129 Max dy: U258 ---1 1.00 1 2 129 50 Location Code 1 P 2 3 4 M 5 M 6 7 M 8 9 M 10 M Left Plate - 4x0.375 8x0.312 8x0.625 6x0.500 - 6x0.500 - 6x0.500 8x0.625 Right Plate 8x0.500 - - 8x0.625 6x0.500 - 6x0.500 - 6x0.500 8x0.625 Bolt Quantity -Diameter 6-1.250 - 8-1.000-S 8-0.625-S - 8-0.625-S - 8-0.625-S 8-1.000-S Pf/Pb - - - 1.500/3.5001.125/2.625 - 1.125/2.500 - 1.125/2.6251.500/3.500 Top Welds UR FWS3/FWS - W1-STD FWD4/FWD FWD5/FWD - FWD3/FWD - FWD3/FWD FWD5/FWD Bottom Welds UR - - W3-FWS4 FWD5/FWD FWD5/FWD - FWD3/FWD - FWD5/FWD FWD5/FWD Web Welds UR FWS3 - W4-FWB3 WP13/WP1 WP13/WP1 - WP13MP1 - WP13/WP1 WP13/WPi Connection Code BHFCNA - - KVEUEU SPEUEU - SVEUEU - SPEUEU KVEUEU Job Number:.S4J0148A File: F01 Title: F01 FRAME LINE 2-12 Designer: BZEIGLER Print Date: 3/19/04 Pag.e: . Web Depth 10 36.00 Length on Slope Left/Top Flange Web. Right/Bottom Flange Horizontal Tail Dim. Purlin Offset: 8.0 _ —12.00 1.00 13 W313 fi 12 30.00 175.01 F8.38 14.52 W200 F8.50 11 16.00 Right Eave Height: 18.00 Right Girt Offset: 8.0 Frame Wt: 4400 Total Width: 90.00 Max Wind dx: H/168 Location Code 10 M 11 P 12. 13 Left Plate . 8x0.625 - 4x0.375 8x0.312 Right Plate 8x0.625 8x0.500 - - Bolt Quantity -Diameter 8-1.000-S 6=1.250 - - Pf/Pb 1.500/3.500 - - - Top Welds UR FWD5/FWD FWS3/FWS - W1-STD Bottom Welds UR FWD5/FWD - - W3-FWS4 Web Welds UR WP13MP1 FWS3 - W4-FWB3 Connection 'Code KVEUEU BHFCNA - - Max dx: H/129 Max dy: U258 Job Number: S4J0148A File: F01 Title: F01 _FRAME LINE_2-12. Designer: BZEIGLER - Print Date: 3/19/04 Page: Web Depth 4 12.00 Length on Slope 204.71 Left/Top Flange F5.25 Web' W125 Right/Bottom Flange F5.25 Horizontal Tail Dim. Purlin Offset: 8.0 A RAF01 12.00 1 1.00 F 3 W125 121 12.00 Lc COL01 16.15 14.87 178.91 F5.25 . W125 F5.25 1 12.00 Left Eave Height: 16.44 18.67 Left Girt. Offset: 8.0 Right Eave Height: 18.00 Frame Wt: 602 Max dy: U828 Total Width- 18-67 Location Code- 1 P 2 PA 4 5 Left Plate - - Right Plate. 8x0.375 - - Bolt Quantity -Diameter 4-0.750 -0 00-S - - Pf/Pb - - - Top Welds UR FWS3/FWS3- - - Bottom Welds UR - - - - Web Welds UR FWS3 - - - Connection Code BHFCNA CHFCNA - - Job Number:-S4J0148A File: F02 -Title: F02 LEAN TO Designer: BZEIGLER- Print -.Date: 3/-17/04 Page: NUCOR BUILDING SYSTEMS S4J01,48A DESIGN CALCULATIONS I. Classic Truss Connections at Frame Lines: PAGE:. BY:' BDZ CHK: REV: 3-4 l OF: DATE: 3/11 . DATE: DATE: i Lean—to Rafter to' Lean—to Rafter to Main.EProvide Stub on Main Col. Column Attachment As shown: (Req'd if wall is sheeted full height) Column. Attachment Bracing FWB slot (NSNs/Fs) 1 6" 10" Max. I PL1 Bracing ; Slot NSIMI1 Std. Bolts I I Bolts = = - a See Frame ENDPL PL3 0 Output for kPL Cap Plate. =======I�1 PL2 See CAD S detail section Depth WELD "AC" for Std A A Low Eave q � Refer to Prod. Masonry dtlsP PLI P� Assembly Manual, PL3 a Note PD068 for 57M Weld Information 'A' Weld Ref. Is listed below. Column to Rafter Conn.: Rafter to Main Frame Conn.: Column Cap Plate: _ _ _ Rafter Endplate: __ __ Col flg width X 0.375" X Col d pth Raf fig width X 0.375" x 8A0" (0.375" Min.) (min. 0.375") (max. 2/3 raf. depth) 'A' ENDPL Weld: 0.1875" i Bolts: (4)- 5/8 0 A32 Bolts: (4) - 5/8 '. Centered in cap plate. **-Detail Plate Symmetrical when possi e. I STFWB: (Ns/Fs) Bracing Slots: I 3 x 0.25 x Half Iepth Locate in Rafter 0 Locate' in Column* i (min. 0.1875") I * Please be sensitive to erection in relation to wall panel,. Notes: I etc. that must be modified. 1) Minimum Col. Depth = 8" 2) No stiffener is required in the main frame column opposite the connection. 3) Back -weld. opposite the conrac weld is required in the main frame column centered on the connection: Weld: *OF 0 IF 0 Both Weld Length: .8.00 [(No. of rows of bolts). X 4 inches] CLASSIC TRUSS S4J0148A Sidewall Elevations - Bldg. A 18.00 F Front Sidewall 25.00 1 25.00 1 25.00 1 25.00 1 25.00 1 25.00 1 25.00 1 25.00 1 25.00 1 25.00 ; 25.00 25.00 1 2 3 4 5 6 7 8 9 10 11 12 13 OPEN USE ANGLE BRACING SEE PAGE _NOTE ON DRAWING: FIELD WORK OF COLUMN FLANGE BRACES WILL BE REQUIRED WHEN GIRTS AND SHEETING ARE INSTALLED IN FUTURE Back Sidewall 18.00 - B, 25.00 1 25.00 1 25.00 25.00 1 25.00 1 25.00 1 25.00 1 25.00 1 25.00 1 25.00 25.00 1 25.00 13 12 11 10 9 8 7 6 5 4 3 2 1 ,i NOTE ON DRAWING: FIELD WORK OF COLUMN FLANGE BRACES WILL _ BE REQUIRED WHEN GIRTS AND SHEETING ARE INSTALLED IN FUTURE BZEIGLER 3/11 /04 i PAGE OF NUCOR BUILDING SYSTEMS I BY DATE !� DESIGN CALCULATIONS I CHK DATE'—" REV DATE Sb9f, Annie "dnq of 9rsce Sbuls SI GLE ANGLE BRACING AT BRACE.STRUTS I �- BRACE STRUT SIZE .I 1 MIN. —� THICK PLATE � I \�\ ANGLE BRACES Min. Edge — Dist. 1�2 � m. Edge ---- Dist. MIN. EDGE DIST. �1tPlz i% A325 BOLT A325 BOLTS \ ; w m w 0 w z 41 z w U i I WP & �- OF COLUMN CLASSIC TRUSS �S4,10148A- Sidewall Elevations - Bldg. B Front Sidewall 18.00 OPEN FOR SELF SUPPORTING 1, ' BL ................. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................. . . 13.83 > . . . . . . . . . . . . . . . . . ................. ................. ................. ................. ................. .................. . . . . . . . 13.83 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . B ................... ................... 27.67 2.9 4.1 'OPEN Back Sidewall 16.44 OPEN ................... ................... ................... ................... ............. ............. ................... FOR SELF SUPPORTING CBL ................... ................... ................... ................... . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ................... 13.83 ................... ................... ................... A 27.67 .4.1 2.9 OPEN. BZEIGLER 3/11/04 CLASSIC TRUSS S4J0148A Endwall Elevations - Bldg. A 21.75 — .18,00 — B. 30.00 C Left Endwall 30.00 Right Endwall 30.00 30.00 E 1 1 30.00 C F B BZEIGLER 3/11 /04 CLASSIC TRUSS S4J0148A Endwall Elevations - Bldg. B Left Endwall 18.00 16.44 - 2.91 1 18.67 A B Right Endwall 18.00 — ' OPEN CBL 16.44— ........ ........................ .......................... ......................... ......................... ......................... .......................... .......................... ............. ......... 18.67.......... i ........................ . . . . . . . . . . . . . . . . . . . . . �. 4.1 18.67 B A BZEIGLER 3/11 /04 Web Depth Length on Slope Left/fop Flange Web Right/Bottom Flange Horizontal Tail Dim. Purlin Offset: 8.0 518.00 618.00 1CT 361.25 180.62 WF818 WF818 45.0000 RAF01 L E � 1 Left ,Eave Height: 18.00 LeftGirt Offset: 8.0 Frame Wt: 3308 Tntal Width- qn nn 30.00 15.00 Max Wind dx: H/4936 Max dx: 1-1/3072 Max dy: U204 Location Code 1 P 2 P 3 P 4 P 5 6 7 M Left Plate - - - - - - 6x0.375 Right Plate 8x0.375 - 8x0.375 - - - 6x0.375 Bolt Quantity -Diameter 4-0.750 4-0.500-S 4-0.750 4-0.500-S - - 8-0.500-S Pf/Pb - - - - - - 1.000/2.375 Top Welds UR FWS3/FWS3 - FWS3/FWS3 - - - FWD4/FWD Bottom Welds UR - - - - - - FWD4/FWD Web Welds UR FWS3 - FWS3 - - - WP13MP1 Connection Code BHFCNA CHFCNA BHFCNA CHFCNA - - SVEUEU 171 8.001 Job Number: S4J0148A-File: -E01- Title: E01 FRAME LINE 1 - Designer: BZEIGLER Print- Date:_ 3/17/04-- -- Pag.e: _ Web Depth 71 8.00 1218.00 1 CT 13 8.00 Length on Slope 180.62 361.25 Leftffop Flange WF818 WF818 Web Right/Bottom Flange Horizontal Tail Dim. Purlin Offset: 8.0 RAF02 1 1 1 12.00 1 1.00 _ 1 ol 9 1 COL03 COL04 19.16 16.72 WF824 WF818 8 10 15.00 30.00 Right Eave Height: 18.00 Right Girt Offset: 8.0 Frame Wt: 3308 Max Wind dx: H/4936 Max dx: H/3072 Max dy: U204 Tntni Width- 9O.00 . Location'Code 7 M 8 P 9 P lop 11 P 12 13 Left Plate 6x0.375 - - - - - - Right Plate 6x0.375 . 8x0.375 - 8x0.375 - - - Bolt Quantity -Diameter 8-0.500-S 4-0.750 4-0.500-S 4-0.750 4-0.500-S - Pf/Pb 1.000/2.375 - - - - To Welds UR FWD4/FWD FWS3/FWS - FWS3/FWS - - - Bottom Welds. UR FWD4/FWD - - - - - - - Web Welds. UR WPI3NVP1. FWS3 - FWS3 - - - Connection Code SVEUEU BHFCNA CHFCNA BHFCNA CHFCNA - - Job ' Number:.S4J0148A Filer E01 Title: E01 FRAME LINE 1 Designer: BZEIGLER Print Date: 3/17104 Page: Web Depth . Length on Slope Left/Top Flange Web Right/Bottom Flange Horizontal Tail Dim. Purlin Offset:.8.0 51 28.00 208.72. F6.25 W175 . F6.25 RAF01 6128.00 1 qVII 28.00 75.82 F6.25 W 175 F6.25 23.6295 COL02 15.06 .� �� WF818 6 17.33 6.30 Left Eave Height: 16.67 Left Girt.Offset: 8.0 Frame Wt: 5381 Max Wind dx: H/1254 Max dx: H/1032 Total Width: 122.00 Location Code 1 P 2 P 3 P 4 P 5 6 7 M Left Plate - - If - - - - 6x0.375 Right Plate * VQXO.37 8x0.375 - - - 6x0.375 Bolt Quantity- D iamete r 4 .7 0 ' . 4- 0-S 4-0.750 4-0.500-S - - 8-0.500-S Pf/Pb - - - - 1.000/2.250 Top Welds UR FWS / S3 FWS3/FWS - - - FWD3/FWD Bottom Welds UR - - - - - - FWD3/FWD Web Welds UR S3 FWS3 - - - WP13/WP1 Connection Code BHFCNA CHFCNA BHFCNA CHFCNA - SPEUEU Max dy: U313 �i a Job Number: S.4J0148A File: E02 Title: E02 FRAME LINE 13 Designer: BZEIGLER Print Date: 3/17/04 Page: Web Depth 7 28.00 12 28.00 1 CT 13 28.00 15 28.00 141 28.00 1 CT Length on Slope 269.38 180.62 180.62 269.38 Left/Top Flange F6.25 F6.25 F6.25 F6.25 :Web W175 W175 W175 W175 Right/Bottom Flange F6.25 F6.25 F6.25 F6.25. Horizontal Tail Dim. 61.0000 98:3705 Purlin Offset: 8.0 RAF02 RAF03 Lj 9-!:> 12.00 1 1 1 1 12.00 1-.00-r- --1 1 1 � 1.00 1 180 - 180 268 .268 9 11 COL03 47 AL 4- Al COL04 WF824 WF824 8 10 22.37 30.00 Frame Wt: 5381 Max Wind dx: H/1254 Max dx: H/1032 Max dy: U313 Total Width; 199.00 Location Code 7 M 8 P 9 P lop 11 P 12 13 M 14 15 M Left Plate 6x0.375 - - - - - 6x0.375 - 6x0.375 Right Plate 6x0.375 8x0.375 - 8x0.375 - - 6x0.375 - 6x0.375 Bolt Quantity -Diameter . 8-0.500-S 4-0.750 4-0.500-S 4-0.750 4-0.500-S - 8-0.500-S - 8-0.500-S Pf/Pb 1.000/2.256 - - - - - 1.000/2.250 - 1.000/2.250 Top Welds UR FWD3/FWD FWS3/FWS3 - FWS3/FWS3 - - FWD3/FWD - FWD3/FWD Bottom Welds UR FWD3/FWD - - - - - FWD3/FWD - FWD3/FWD Web Welds UR WP13/WP13 FWS3 - FWS3 - - WP13/WP1 - WP13/WP1 Connection Code SPEUEU BHFCNA CHFCNA BHFCNA CHFCNA - SPEUEU - SPEUEU 22.37 "Job -Number: S4J01.48A File: ,E02 Title: E02 -FRAME LINE 13 -- - Designer: BZEIGLER Print Date: 3/17/04 Page: Web Depth 15 28.00 120128.00 1 CT 21 28.00 Length on Slope 75.82 208.72 Left/Top Flange F6.25 F6.25 Web W175 W175 Right/Bottom Flange F6.25 F6.25 Horizontal Tail Dim.' Purlin Offset: 6.0 RAF04 — --- 12.00 1 ___1 1.00 1 1 1 1 75 _ 192 . 17 L05 • 15.06 WF818 6.30 17.33 Right Eave Height: 16.67 Right Girt Offset: 8.0 Frame Wt: 5381 Max Wind dx: H/1254 Max dx: H/1032 TntnI Width- 199 on Location Code 15 M 16'P 17 P 18 P 19 P 20 21 Left Plate 6x0.375 - - - - - - Right Plate 6x0.375 .8x0.375 - 0.37 - - - Bolt Quantity -Diameter 8-0.500-S 4-0.750 4-0.500-S 4- .7 0 -0.5 -S - - Pf/Pb. 1.000/2.250 - - - - Top Welds UR FWD3/FWD FWS3/FWS - FWS / S - - Bottom Welds UR FWD3/FWD - - - - - - Web Welds UR WP13MP1 FWS3 - S - - - Connection Code SPEUEU BHFCNA CHFCNA HFCNA CHFCNA . - 11 Max dy: U313 Job Number: 84J0148A File: E02 Title: E02 FRAME LINE 13 Designer: BZEIGLER - Print Date: 3/17/04 'Page: NUCO.R BUILDING SYSTEMS. GR UP 305 Industrial Parkway Ph:. (260) 837-7891 200 whetstone Road Ph: (803) 568 .100 600 Apache Trail Ph: (972) 524-5407 Waterloo, IN 46793 Fax: (260) 837 7384 Swani lea, SC 29160 Fax: (803) 568-2121 Terrell, TX 75160 Fax: (972) 524 5417 Page R1 of Date: 3/1.1 /04 GENERAL INFORMATION FO 0 PRELIMINARY D� O FOR CONSTRUCTION Job Name: Classic Truss Nucor Job Number: S4J0'148A Customer: Steel Building Services, Inc. _ Nucor Engineer: Barney Zeigler Column base reactions are included in this packet for a building designed by Nucor Building Systems. These reactions result from frame analysis done by a Nucor Engineer for this specific job. They reflect all loading to which the building may be subject, per the appropriate building code and loading information provided to Nucor B l ilding Systems at the date of design. Reaction packets marked "PRELIMINARY" are subject to change and are usually provided at the request of the customer, although the Nucor Engineer believes he is working with undefined,. incomplete or assumed information. .� Reactions are provided by load case in order to aid the foundation engineer in determining the appropriate load factors and combinations fo be used with either Working Stress or Ultimate Strength design methods. Wind load cases are given for each primary wind direction, and the case which produces the largest reaction at al particular column should be used for design. Sign conventions for computer generat d frame reactions are as follows and should be taken in the sense of the frame sketch given on the eactions sheets. GLOBAL X GLOBAL Y GLOBAL Z ( + to right) ( + upward) ( + counter -clockwise) + X Anchor bolt diameter, grade, location a bolt embedment lengths and types are is closely related to the complete founc Professional Engineer familiar with the +Y +Z d. projection is provided on the Anchor Bolt Plan. Anchor not provided by Nucor Building Systems. This Information ation design which should be done by a Registered local site conditions and.'construction practices: NUCOR BUILDING.SYSTEMS I Jobs#: S4J014.8A Page: Frame E01 FRAME LINE 1 By: BZEIGLER Date: 03-11-04 Job Name: CLASSIC TRUSS File: E01 FRAME LINE 1 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** y 30.00 30.00 30.00 Z / ' x 12.00 1.00 F 12.00 21.75 18.00 I 18.00 COL01 COL02 COL03 COL04 X Y Z X Y Z Member (kips) (kips) (kip-ft)i Member (kips) (kips) (kip-ft) ------------------------------------ LOAD CASE 1 - DEAD ---------------------------------------------------------- I LOAD CASE 6 - WIND CASE 2 TO RIGHT COLO1 0 1 0 COL01 0 -1 0 COL02 0 3 0 COL02 0 -3 0 COL03 0 3 0 COL03 0 -7 0 COL04 0 1 0 COL04 0 -3 0 ---------------------------------------------------------------------------------------------------------- LOAD CASE 2 - COLLATERAL I LOAD CASE 7 - WIND CASE 2 TO LEFT COL01 0 1 0 COL01 0 -3 0 COL02 0 3 0 COL02 0 -7 0 COL03 0 3 0 COL03 0 -3 0 COL04 0 1 0 COL04 0 -2 0 LOAD CASE 3 - ROOF LIVE I LOAD CASE 8 - LONG. WIND 1 TO BACK COL01 0 4 0 COL01 -3 -6 0 COL02 0 9 0 COL02 -5 -15 0 COL03 0 9 0 COL03 -5 -15 0 COL04 0 4 0 COL04 -3 -6 0 LOAD CASE 4 - WIND CASE 1 TO RIGHT I LOAD CASE 9 - LONG. WIND 1 TO FRONT COL01 0 -2 0 I COL01 3 -6 0 COL02 0 -6 0 COL02 6 -15 0 COL03 0 -6 0 COL03 6 -15 0 COL04 0 -2 0 COL04 3 -6 0 LOAD CASE 5 - WIND CASE 1 TO LEFT -------------------------- COL01 0 -3 0 COL02 0 -6 0 COL03 0 -6 01 COL04 0 ---------------------------------------- -3 0 ------=----------------------------------------- ------------------ NUCOR BUILDING SYSTEMS Job #: S4J0148A Frame FO1 FRAME LINE 2-12 By: BZEIGLER Job Name: CLASSIC TRUSS . FAME LINE 2-12 *** DESIGN SUMMARY- FRAME REACTIONS BY LOAD CASE *** 18.00 COL01 12.00 1.00 F X Y Z Member (kips) (kips) (kip-ft) ------------------------------------------ LOAD CASE 1 - DEAD COLO1 3 8 0 COL02 -3 8 0 ------------------------------------- LOAD CASE 2 - COLLATERAL COLO1 5 9 0 COL02 -5 9 0 ------------------------------------------- LOAD CASE 3 - ROOF LIVE COLO1 9 23 0 COL02 -9 23 0 ------------------------------------------ LOAD CASE 4 - WIND CASE 1 TO RIGHT COLO1 -9 -31 0 COL02 4 -30 0 90.00 12.00 Page: 0;T Date: 03-11-04 File: FO1 18.00 COL02 X Y Z Member (kips) (kips) (kip-ft) ------------------------------------------------------- LOAD CASE 5 - WIND CASE 1 TO LEFT COLO1 -4 -29 0 COL02 9 -32 0 ------------------------------------------------------- LOAD CASE 6 - WIND CASE 2 TO RIGHT COLO1 -7 -26 0 COL02 1 -29 0 ------------------------------------------------------- LOAD CASE 7 - WIND CASE 2 TO LEFT COLO1 1 -29 0 COL02 7 -26 0 ------------------------------------------------------- LOAD CASE 8 - LONG. WIND 1 TO BACK COLO1 -13 -16 0 COL02 13 -16 0 NUCOR BUILDING SYSTEMS Job #: S4JO148A Page: Frame E02 FRAME LINE 13 By: BZEIGLE,R Date: 03-11-04 Job Name: CLASSIC TRUSS File: E02 FRAF E LINE 13 *** DESIGN.SUMMARY - FRAME REACTIONS BY LO CASE *** E D c g y �jO.00 30.00 30.06 Z X 12.00 1.00 �. 12.00 21.75 J-_ COL02 COL03 COL04 COL05 X Y Z X Y Z Member --------------- (kips) -------------------------- (kips) (kip-ft) -=--------------------------------------------------------------- Member (kips) (kips) (kip-ft) LOAD CASE 1 - DEAD I LOAD CASE 5 - WIND CASE 1 TO LEFT COL02 0 3 U COL02 0 -7 0 COL03 0 2 0 COL03 0 -4 0 COL04 0 2 0 COL04 0 -4 0 COL05 0 3 0 COL05 0 -7 0 LOAD CASE 2 - COLLATERAL ---------------------------------------------------------------- LOAD CASE 6 - WIND CASE ; 2 TO RIGHT COL02 0 3 0 COL02 0 -2 0 COL03 0 2 0 I COL03 0 -3 0 COL04 0 2 0 COL04 0 -6 0 COL05 ---------------------------------------------------------------------------------------------------------- 0 3 0 COL05 I 0 -7 0 LOAD CASE 3 - ROOF LIVE COL01 0 0 0 COL02 0 10 0 COL03 0 7 0 COL04 0 7 0 COL05 0 10 0 COL06 --------------------------------- 0 0 0 LOAD CASE 4 - WIND CASE 1 TO RIGHT LOAD CASE 7 - WIND CASE 2 TO LEFT COL02 0 -8 0 COL03 0 -5 0 COL04 0 -2 0 COL05 0 -3 0 COL02 0 -6 0 COL03 0 -5 0 COL04 0 -5 0 COL05 ----- ------------------------- 0 -6 ---------------------- 0 i k LOAD CASE 8 - LONG. WIND 1 TO BACK COL02 -3 -16 0 COL03 -5 -12 0 COL04 -5 -12 0. COL05 -3 -16 0 ------------------------------------------------------ NUCOR BUILDING SYSTEMS Job.: S4J0148A Frame E02 FRAME LINE 13 By: BZEIGLER Job Name: CLASSIC TRUSS FRAME LINE 13 *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Page: Date: 03-11-04 File: E02 � D C y �•� 30.00 30.E 2 X 12.00 1.00 F 12.00 i -1 1.00 COL02 I COL03 X Y Z Member (kips) (kips) (kip-ft) LOAD CASE 9 - LONG. WIND 1 TO FRONT L COL02 4 -16 0 COL03 6 -12 0l COL04 6 -12 OI COL05 4' -16 01 Member COL04 COL05 X Y Z (kips) (kips) (kip-ft) NUCOR BUILDING SYSTEMS Jobl#: S4J0148A Frame F02 LEAN TO By: BZEIGLER Job Name: CLASSIC TRUSS I4 LEAN TO *** DESIGN SUMMARY - FRAME REACTIONS BY LOAD CASE *** Y A 18.67 X Z 12.00 1.001. 16.44 COL01 X Y Member (kips) (kips) (1 ---------------------------- ------ LOAD CASE 1 - DEAD COLO1 0 1 ------------------------ LOAD CASE 2 - COLLATERAL COLO1 0 1 LOAD CASE 3 - ROOF LIVE COLO1 0 3 -------------- LOAD CASE 4 - WIND CASE 1 TO RIGHT COLO1 -2 -2 ----------------------------------- Page: Date: 03-11-04 File: F02 i 18.00 COL02 X Y Z Member (kips) (kips) (kip-ft) --------------------------------------- LOAD CASE 5 - WIND CASE 1 TO LEFT COLO1 2 -3 0 ------------------------------------------------------ LOAD CASE 6 - WIND CASE 2 TO RIGHT COLO1 -2 -1 0 LOAD CASE 7 - WIND CASE 2 TO LEFT COLO1 2 -3 0 ------------------------------------------------------ LOAD CASE .8 - LONG. WIND 1 TO BACK COL01 2 -3 0 Nucor Building Systems Design Calculations Sidewall "X" Bracing H VI Wind: H = 50.0 kips V = 36.0 kips Seismic: H = 0.0 kips V = 0.0 kips S4JO148A CLASSIC TRUSS Sidewall "X" Bracinr PIM Page: Of:. By:' BDZ Date: 3/11/04 ' Chi: Date: Rev Date: I NUCOR BUILDING SYSTEMS S4J0148A PAGE:. OF:. DESIGN CALCULATIONS BY:.BDZ DATE:-3/11/04 CHK: DATE: Classic Truss REV: DATE: I i PPENDIX THIS IS FOR DESIGN USE ONLY, NOT FOR DETAILING. PAGE DESCRIPTION Version 2.1, CDN 11/5/03 Use Only Length £ 300 00 � FE Width b 90 00 "Alt. RI Distance To Ridge=.45 OQ ,O `:,Ft. M Distance to ridge equals Width if single slope. Basic Wind Speed E1`,30W Mph Expo Typical purlin trib. Sidewall girt trib. Endwall girt trib. Sidewall wind column Endwall column Typical roof panel trlb. Typical wall panel trib. Typical Fastener trib. PRIMARY FRAMING: 18.0 Ft. h qh 25.74 Psf 1 1.00 Kh 0.700 Kzt 1.00 Kd 0.85 GCPIi 0.00 GCpi2 0.00 FtA2 FtA2 FtA2 FtA2 FtA2 ASCE7=98 r Primary and Secondw Job a S4Jo1a6A.6 Buildings � 60 Ft In Height Engr l „zEIGLEIa""' Date: 3M 6/04 INPUT.ECHO cress "Command" and""= keys to fill in spread sheet_ eft Eave Height: `�18,00 „ Ft: Left Roof Slope 1„ 00 ) / 12 Iht Eave Height: 18.00 Ft. Right Roof Slope:,-_' _ 1 00 / 12 can Roof. Height: 19,88 Ft. 'Right Slope ignored if Single Slope 1996 MBMA Occupancy Category? (1,2,3 or 4) 2 ire. B Open,. Partially, or Enclosed: (0/P/E) O , "See Section 6.2 for Definitions MBMA criteria I p a qh * ((GCpf)-(GCpi)] per Table 6-1 Mean roof height, or eave height If roof slope less than 10 degrees. Basic velocity pressure. Wind load Importance factor. Per Table 6-2. Velocity pressure coefficient. Eq. C3a: Kz - 2.01 x (z / zg)A(2 / Alpha) at height 'z', z Z 15. Topographic Factorlr NBS assumes this value to be 1.00 (unless specified otherwise). Directionality factor. Per table 6-6- 'internal pressure coefficient for INTERNAL BURSTING. Internal pressure coefficient for INTERNAL SUCTION. "Note: For values of Alpha and zg, see. Commentary Table C6-2. GCpi2 GCpf3 GCpf2 GCpf3 12 87 -12.87 ,� -5.15 -15.45 Perpendicular to Ridge: Fig. 6-4 GCpf1 0.75 0.75 GCpf1 GCpf4 GCpf1 �/ GCpf4 GCpf2 -0.50 -0.20 � , POSITIVE GCpi A----~ NEGATIVE GCpi s GCpf3 -0.50 -0.60 19.31 (internal bursting) -19.31 19.31 (internal suction) -19.31 GCpf4 -0.75 -0.75 -12�8 I PO (intirn -19.3 (side GCpf5 0.75 GCpf5 GCpf6 -0.50 y GCpf7 -0.50 19.31 GCpf8 -0.75 GCpf9 -0.75 Reign-[ Psf 15.00 24.86 VALUES AR *Wind Pressure 7 7 GC f6,7 SITIVE G/Cpf6,7 -12.87 i GCpi al bursting) GCpf8 A-*' GCpf5 NEGATIVE GCpi GCpf8 ~ (internal suction) 1 -19.31 19.31 -19.31 -19.31 walls) (sidewalls) J1 GCpf9 GCp119 E PSF. POSITIVE VALUES INDICATE NET INWARD LOAD - qz = 8.80256 H Kz H Kzt H I H U-2 Coefficients W1R W11- W211 W21- W5B W6B . til 0.75 -0.75 0.75 -0.75 -0.75 -0.75 C2 -0.50 -0.50 -0.20 -0.60 -0.50 -0.50 C3 -0.50 -0.50 -0.60 -0.20 -0.50 -0.50 C4 -0.75 0.75 -0.75 0.75 -0.75 -0.75 MOH Pressure, PSF 25.74 3/16/04 ASCE7-98� Wind Loads for Primary and Second= Job # S4,1014ea . Use Only For Buildings F 60 Ft in Height . Engr: • ZEIGLER RESULT Date: 3t16104 General L ading and Building Parameters Length: 300.00 Ft. !left Eave Height: 18.00- Ft: Left Roof Slope. 1.00 / 12 Width: 90.00 Ft. Right Eave Height: 18.00 Ft. Right Roof Slope: 1.00 / 12 Distance To Ridge: 45.00 Ft. M n Roof Height: 19.88 Ft. Ht. for calculations: 18.0 h Open, Partially, or Enclosed: (0/P/E) O Basic Wind Speed: 130. Mph Expos re: B 1996 MBMA Occupancy Category? (1,2,3 or 4) 2 SECONDARY FRAMING: p - qh*((GCp)-(GCpi)] C&C Exposure C Use Exposure C for Components & Cladding h 18:0 Ft, Mean roof height, or eave height If roof slope less than 10 degrees. qh 25.7 Psf Basic velocity pressure. I 1.00 Wind load Importance factor. Kh 0.88 Velocity pressure. coefficient, evaluated at height "h". GCpl1 0 Internal pressure coefficient for INTERNAL BURSTING. GCp12 0 Internal pressure coefficient for INTERNAL SUCTION. a 7.20 Ft. Width f edge strip. ROOF I�x� tpl t. l WALLS � �� Go,..ci�t-(tot1•.�. Purlins 10.00 PSF - Pressure - ALL S.W. Girls 19.31 PSF - Pressure - ALL 35.33 PSF - Suction - ZONE (1) 19.31 PSF - Suction - ZONE (4) 35.33 PSF - Suction -ZONE (2) 19.31 PSF - Suction - ZONE (5) 20.59 PSF - Suction - ZONE (3) E.W. Girls 19.31 PSF - Pressure - ALL 19.31 PSF - Suction - ZONE (4) 19.31 PSF - Suction - ZONE (5) Roof Panel 10.00 PSF - Pressure - ALL 43.31 PSF - Suction - ZONE (1) Wall Panel 19.31 PSF - Pressure - ALL 43.31 PSF - Suction - ZONE (2) 19.31 PSF - Suction - ZONE (4) 63.01 PSF - Suction - ZONE (3) 19.31 PSF - Suction - ZONE (5) Wall Fasteners 19.31 PSF - Suction - ZONE (4) 19.31 PSF - Suction - ZONE (5) Roof Fasteners 43.76 PSF - Suction - ZONE (1) 43.76 PSF - Suction - ZONE (2) S.W. Wind Column 19.31 PSF - Pressure - ALL 72.08 PSF - Suction - ZONE (3) 19.31 PSF - Suction - ZONE (4) 19.31 PSF - Suction - ZONE (5) E.W. Column 19.31 PSF - Pressure - ALL OVERHANGS 19.31 PSF - Suction - ZONE (4). 19.31 PSF - Suction - ZONE (5) Purlins 10.00 PSF - Pressure - ALL 35.33 PSF-Suction-ZONE(1) 20.59 -. PSF Suction .11� - �- C-a `i>=-i�[OG cn� C k). I� � - - ZONE (3) Roof Panel 10.00 PSF - Pressure - ALL 43.31. 43.31 PSF - Suction - ZONE PSF Suction (1) �j'� U-+ CLX>^ (DZ-P531F - - ZONE (2) . 63.01 PSF - Suction - ZONE (3) Roof Fasteners 43.76 PSF - Suction - ZONE (1) 43.76 PSF - Suction - ZONiE (2) 72.08 PSF - Suction - ZON (3) BDZ 3/16/04 . NUCOR BUILDING SYSTEMS Section Title: 'Roof And Wall Sheel Classic RPB Roof Panel Galvalutt 26 Gage FJ 'ENGINEERING DESIGN MANUAL - Section No. 06 Top in -Bottom in Compression ' Compression - .Gage Thk. Yieldt W . ix* Se Ma* Sx Ma* I In. Ksi Psf In 4 Ina In -Kip in 3 1 In -Kip 1 60 0.86 11 0.15 0.1582 1 4.176 .0.441 1 5.388 GravityLoadsf) -Rib in compression Span Sim le Span 1 2 Equal Spans 3 EqualSpans Ft.- Stress L11 80 U2401 Stress U180 U240 Stress U180 I U240 lei �11640_1 M&M tl;��,, 3.5 76 n/c 98 n/c n/c 118 n/c n/c F, 7,6 4.5 46 n/c 36 59 n/c n/c 72 n/c 68 26 5.5 31 26 162 40 n/c n/c 48 n/c 37 gz3 n Z 6.5 22 16 12 26 34 30 23 ONE, ry 572?1.Ifk, il HUE _21jM41_EK 7.5 16 10 rZe 8 21 n/c 17 26 20 15 7— 2 NA — Ev 'M 8.5 13 7 5 17 16 12 20 13 10 a-o 9.5 10 5 4 1 13 11 8 16, 10 7 Wind Pressure Loads,( sf) - Ribs In co pression, includes 1/3 Increase Span Sim ple Span 1 2 Equa[ Spans 3 EqualSpans Ft. Stress U180 U240 Stress U180 U240 Stress U180 U240 MW 7`72-57 7= , �, IMMAM" TknJ4 ", 295�.% 3.5 101 n/c 130 n/c n/c 158 n/c n/c 3, 4.5 61 n/c 48 79 n/c n/c 95� n/c 91 zg,&P 9. Ok E MWI 5.5 41 35, 26 53 n/c n/c 64 n/c 50 Z`IZ32 W.-ky, 111 6.5 29 21 1' 38 n/c 35 46 40 30 EM 1nj 3 mwo� 112 1011LATER MH 7.5 � 22 14 10 28 11,3�1� n/c 23 34 26 20 131 8.5 T1 17 9 ,1&-� 4%1 7 22 21 I M 16 27 "32 18 ,1, 13 9.5 14 7 5i 18 15 11 21 13 10 72T IT" 'i§ W ,XW1 , I 13A N04 1 117 , T Wind Suction Loads Pan In compression, Includes 1/3 Increase Span Sim pie Span 1 2 Equal Spans 3 EqualSpa s Ft. Stress I U1 80 U240 Stress U180 U240 Stress U180 U240 1A 7 tdk ]ILARt, 7 77 3.5 130 n/c 102 101 n/c 126 n/c n/c 24-1 9W"Ill,0,F F- 11 , mMMifffi M mM2 g 4.5 1 V MOmo 61 n/c n/c <E� 76 n/c n/c MW om0,00 7n/c "S 5.5 53 35. 26 41 n/c n/c 51 n/c 50 21722 211114 6.5 38 21 16 29 n/c n/c ;E_011 37 n/c 30 7.5 -28 14 10 22 n1c n/c 27 26 20 L 24 8.5 22 9 17 17 n/c 16' 21 18 13 7E5 31Z 0100 i- 'm 2 2,1117-, RAM 9.5 18 .7 5 14. r 11 17 17- - 13 10 i nese vaiues are caicuiatea per panel wiatn,xi: Tar au panels excepi Lor-K wnicn is ZT[. n/c = value would not controlj(i�e, value greater than controlling stress value). t This value is reduced per AISI Sec. A3.3.2 for A 792-96 Gr 80 steel to 75% of the actual Fy = 80 ksi. By.. SAR I Chk# Curr Rev., 6/2/02] 'Last Rev: 4111/02 . , Q NUCOR BUILDING SYSTEMS BRACING.P-ROGRAM P�j Job Name: Job Number: S4J0148A Designer: BZEIGLER Date: .3/11/04 File: B01 -------------- --------------------- S T R U C T U R A L G E O M E T R Y ------------------------------------ Number of Boxes:. 2 Information for Box MS: Width: 90.00 Ft. Length: 300.00 Ft. Left Eave Ht.: 18.00 Ft.. Left Roof Slope: 1.00 12 Right Eave Ht.: 18.00 Ft. Right Roof Slope: 1.00 12 Girt Offset: 8.00 In. Purlin Offset: 8.00 In Ridge Location: 45.00 Ft. Main Frame Spans: 90.0000 Bay Spacing: 12@25.0000 Endwall Spacing --> Left: 30.0000,2@15.0000,30.0000 Right: 30.0000,2@15.00 0,30.0000 Girt Elevations --> BSW: 7.5000,13.5000 FSW: 7.5000,13.5000 Purlin Spacing --> RP1: 1.3333,8@5.000013.8227 RP2: 1.3333,8@5.0000;3.8227 _ Information for Box AS1: Width: 18.67 Ft. Length: 25.00 Ft. Left Eave Ht.: 16.44 Ft. Left Roof Slope: 1.00 12 Right Eave Ht.: 18.00 Ft. Right Roof Slope: -1.00 12 Girt Offset: 8.00 In. Purlin Offset: 8.00 In Ridge Location: 18.67 Ft. Main Frame Spans: 18.6667 Bay Spacing: 25.0000 Endwall Spacing --> Left: 18.6667 Right: 18.6670 Girt Elevations --> BSW: 7.5000,13.5000 FSW: 7.5000,13.5000 i Purlin Spacing =-> RP1: 1.3333,3@5.0000,2.3982 RP2:-17.3936 --> The FSW of Box AS1 attaches to the BSWIof Box MS with an offset of 225.0000 ft. ------------------------------------------ ----------------------------------------- L O A D I N G C O N D I T I O N S F_a Building Code & Year: IBC - 2000 Wind Speed: 130 MPH Exposure Condition: B Importance Factor, Iw: 1.00 Coastal?: No Enclosure Condition: Open MRH Pressure: 25.76 PSF Wind Coefficients --> Load Front_ Back Case Wall Wall W5B 0.40 -0.29 W5F -0.29 0.40 Wind Pressures --> To Interior Zone Exterior Zonl Elev. W5B W5F W5B W5F (Ft.) (PSF) (PSF) (PSF) (PSF) 21.8 10.31 10.31 10.31 10.131 Leeward ------------------------------------------- 1996 MBMA Occupancy Cat.: 2 Seismic Zone: 0 Seismic Ss / S1: 0.000 / 0.000 Performance Category: 0 R Factor: 5.0 Roof Snow: 0.00 PSF Seismic Dead Weight: 10.50 PSF Total Seismic Wt, W: 10.50 PSF Roof Seismic Factor: 0.011 --- -7.47 -7..47 -7.47 -7.147 User -Applied Loads --> Load Roof/ Load Load Frame Roof Wall Case Wall Dir. Magnitude Line Grid Elevation Description (=D) (ID) (S,Y) (Kips) (ID) (ID) (Ft.) Load Combinations --> NUCOR BUILDING SYSTEMS Job #:,S4J0 48A Page: PW Building.' BO1 By BZEII3LER Date: 3 11 04 -.BRACING DESIGN SUMMARY REPORT -- BY CONTROLLING LOAD COMBINATION BRACES Memb. Frame Grid/ ID Lines Top Elev.- Orie ------------- B1 ----------------- 2-3 B-C B2 2-3 B-C B3 2-3 C-0 B4 2-3 C-O B5 2-3 O-D B6 2-3 O-D B7 2-3 D-E B8 2-3 ' D-E B9 3-4 A-B B10 3-4 A-B BI1 4-5 B-C B12 4-5 B-C B13 4-5 C-0 B14 4-5 C-0 B15 4-5 O-D B16 4-5 O-D B17 4-5 D-E B18 4-5 D-E B19 7-8 B-C B20 7-8 B-C B21 7-8 C-0 B22 7-8 C-0 ` B23 7-8 O-D B24 7-8 O-D ` B25 7-8 D-E B26 7-8 D-E B27 2-3 B 18.00 B28 2-3 B 18.00 ` B29 7-8 B 18.00 B30 7-8 B 18.00 B31 2-3 E 18.00 B32 2-3 E 18.00 B33 7-8 E 18.00 B34 7-8 E 18.00 Mat. !nt. code --- -- RBO, 1 RBO RB6 RB6 RB6 RB6 RBO RBO RB6 RB6 RBO. RBO RB6 RB6 RB6 RB6 RBO RBO RBO RBO RB6 RB6 RB6 RB6 RBO RBO RBO RBO RBO RBO RBO RBO RBO RBO - -------------------- M mber Load Axial 3esc'-. comb. (k) 1- ------------------- 1/4 ROD 2 20.71 1i1/4 ROD 1 19.57 3/4_ROD 2 6.68 3/4_ROD 1 4.23 3/4_ROD, 1 3.04 3/4 ROD 2 5.25 1 1174 ROD 1 20.82 111/4 ROD 2 22.12 3/4 ROD 2 6.43 314 ROD 1 6.43 1 T 174 ROD 2 18.73 1 1/4 ROD 1 18.81 3/4 ROD 2 5.71 3%4_ROD 1 5.88 3/4 ROD 1 4.37 3�4_ROD 2 4.45 1-1/4 ROD 1 20.28 1L1/4 ROD 2 26.03 1L 1/4 ROD 2 22.91 1L 1/4 ROD 1 23.96 3%4 ROD 2 3.74 3(4 ROD 1 5.98 3%4_ROD 1 5.19 3V4 ROD 2 2.96 1-174 ROD 1 24.98 1L1/4 ROD 2 23.92 1L 1/4 ROD 1 59.53 1L 1/4 ROD 2 50.08 1L1/4 ROD 1 42.39 11-1/4 ROD 2 51.83 1�-1/4 ROD 1 41.04 ,1- 1/4 ROD 2 34.41 11-1/4 ROD 1 33.98 1,1-1/4_ROD - 2 40.60 ------------------------------------------------ STRUTS --------------- --------------------------- r----- Memb. Frame Grid/ Mat. Member ID Lines Elev. code desc. ------------------------------------------ L----- SlL 1-2 C -1.28 8ZS105 ZeeStrut S1R 1-2 C 3.71 8ZS105 ZeIeStrut S2L 1-2 O -1.33 BZS105 ZeeStrut S2R 1-2 O 1.33 BZS105' ZeeStrut S3L 1-2 D -3.71 BZS105 ZeeStrut S3R 1-2 D 1.28 8ZS105 ZeeStrut S4 2-3 C 0.00 P8.148 PIPE S5L 2-3 O -1.33 BZS105 ZeeStrut S5R 2-3 0 1.33 8ZS105 ZeeStrut S6 2-3 D 0.00 P8.148 PPE S7 3-4 B 0.00 BZS105 ZeeStrut SBL 3-4 C -1.28 8ZS105 ZeeStrut S8R 3-4 C 3.71 PUR S9L 3-4 0 -1.33 PUR S9R' 3=4 O 1.33 PUR S10L 3-4 D -3.71 PUR S10R 3-4 D 1.28 BZS105 ZeeStrut S11L 4-5 C -1.28 8ZS105 ZeeStrut S11R ,.4-5 C 3.71 PUR S12L 4-5 O -1.33 8ZS105 ZeeStrut S12R 4-5 0 1.33 8ZS105 ZeeStrut S13L 4-5 D -3.71 PUR S13R 4-5 D 1.28 H S105 ZeeStrut S14L 5-6 C -1.28 BZS105 ZeeStrut S14R• 5-6 C 3.71 PUR S15L '5-6 0 -1.33 PUR S15R 5-6 0 1.33.PUR S16L 5-6 D -3.71 PUR S16R 5-6 D 1.28 8ZS105 ZeeStrut S17L 6-7 C -1.26.8ZS105 ZeeStrut S17R 6-7 C 3.71 PUR S18L 6-7 0 ..-1.33 PUR S18R 6-7, 0 1.33 PUR' .. S19L 6-7 D -3.71,PuR: S19R 6-7 D 1:28 8ZS105.,ZeeStrut SUL 7-8 C. -1.28 8ZS105 ZeeStrut Axial Allowed Min tw j �At, ViAL.,L- 22.48---0.4921 SST' EQuA%�( 22.48 0.463 / �� 7.84 0.119 -'AbK. 7.84 0.074 3 7.84 7.84 0.053 0.0.93. = 20�aC 22.48 22.48 .0.495 0.528 �; ��j� G 22415K 7.84 0.133 7.84 0.133 22.48 0.44 22.48 0.444 , 7.84 0.101 7.84 0.104 7.84 0.077 7.84 0.078 22.48 0.481 -'- - - 22.48 22.48 0.475 0.548� 22.48 0.576 7.84 0.065 7.84 0.106 7.84 0.092 7.84 0.051 22.4E 0.602 22.48 0.575 _ 22.48 1.324 22.48 1.061 22.48 0.864 22.48 1.107 wtoLs 22.48 0.831 LpLaD Wilt-7-" ►Ss ER- 22.4E 0.675 rXGV%L- EA S 22.4E 0.665 To 22.48 0.820 C;P►.e :'+g1L39 ---------------------- Load Axial Axial comb. ---------------------- (k) Allowed 1 -13.62 15.42- 1 -4.69 15.42 1 -6.50 15.42 1 -6.50 15.42 1 -4.75 15.42 1 -13.79 15.42 1 -21.86 41.22 1 -6.47 15.42 \��Q 1 -6.47 15.42 j Y� 1 -21.30' 41.22 2 -10.87 15.42 1 -5.44 15.42 Af 1 -1.88 1 -3.99 `S' 1 -3.99 1j�i t'(J��,L� 1 1 -1.75 -5.07 ,1,, 15.42 6.�.�"`q 2 -7.71 15.42 2 -2.66 1 -4.63 15.42 1 -4.63 15.42 2 -2.86 2 -8.30 15.42 2 -4.12 .15.42 2 -1.42 2 -3.56. ' 2 -3.56. • 2 -1.84 2 -5.34 15.42 2 -4.27 15.42 w 2 -1.47 . 2 -3.58. 2 .. -3.58 2 -1..78 2 -5.15 ' 15•.42 2. -15:25 15.42 S20R 7-8 C 3.71 8ZS105 ZeeStrut 2 -5.25 1542 S21L 7-8 0 -1.33 BZS105 ZeeStrut 2 -6.48 15..42 S21R 7-8 0 1.33 .8ZS105 ZeeStrut 2 -6.48 15.42 S22 7-8 D .0.00 P8.148 PIPE 2 -22.11 41.22. 523E 8-9 C -1.28 BZS105 ZeeStrut 2 -12'.93 15.42 S23R 8-9 C 3.71 8ZS105 ZeeStrut 2 -4.46 15.42 S24L 8-9 0 -1.33' BZS105 ZeeStrut 2 -6.50 15.42 1 S24R 8-9 0 1.33 BZS105 ZeeStrut 2 -6.50 15.42 S25L 8-9 D =3.71'8ZS105 ZeeStrut 2 =4.98 15.42 /I S25R 8-9 D 1.28 8ZS105 ZeeStrut 2 -14.46 15.42 S26L .9-10 C -1.28 8ZS105 ZeeStrut 2 -13.09 15.42 S26R 9-10 C 3.71 8ZS105 ZeeStrut 2 -4.51 15.42 S27L 9-10 0 -1.33 8ZS105 ZeeStrut 2 -6.51 15.42 S27R 9-10 0 1.33 BZS105 ZeeStrut 2 -6.51 15.42 S28L 9-10 D -3.71 8ZS105 ZeeStrut 2 -4.92 15.42 S28R 9-10 D 1.28 BZS105 ZeeStrut 2 -14.28 15.42 S29L 10-11 C -1.28 8ZS105 ZeeStrut 2 -13.26 15.42 S29R 10-11 C 3.71 BZS105 ZeeStrut 2. -4.57 15.42 S30L 10-11 0 -1.33 8ZS105 ZeeStrut 2 -6.52 15.42 S30R 10-11 0 1.33 8ZS105 ZeeStrut 2 -6.52 15.42 S31L 10-11 D -3.71 BZS105 ZeeStrut 2 -4.86 15.42 S31R 10-11 D 1.28 BZS105 ZeeStrut 2 -14.11 15.42 S32L 11-12 C -1.28 8ZS105 ZeeStrut 2 -13.43 15.42 S32R 11-12 C 3.71 BZS105 ZeeStrut 2 -4.63 1542 \ S33L 11-12 0 -1.33 8ZS105 ZeeStrut 2 -6.52 15..42 S33R 11-12 0 1.33 8ZS105 ZeeStrut 2 -6.52 15.42 p4 S34L 11-12 D -3.71 BZS105 ZeeStrut 2 -4.80 15.42 J S34R 11-12 D 1.28 BZS105 ZeeStrut 2 -13.94 15.42 S35L 12-13 C -1.28 8ZS105 ZeeStrut 2 -13.60 15.42 S35R 12-13 C 3.71 8ZS105 ZeeStrut 2 -4.69 15.42 S36L 12-13 0 -1.33 8ZS105 ZeeStrut 2 -6.52 15.42 S36R 12-13 0 1.33 8ZS105 ZeeStrut 2 -6.52 15.42 S37L 12-13 D -3.71 8ZS105 ZeeStrut 2 -4.75 15.42 S37R 12-13 D 1.28 8ZS105 ZeeStrut 2 -13.77 15.42 S38 1-2 B 0.00 8E076B4 EaveStrut 1 -10.77 13.35 S39 2-3 B 18.00 P8.148 PipeStrut 2 -32.86 44.63 S39 2-3 B 18.00 8E076B2 EaveStrut S40 4-5 B 18.00 P6.134 PipeStrut 1 -11.46 18.11 S40 4-5 B 18.00 8E076B2 EaveStrut S41 5-6 B 18.00 P6.134 PipeStrut 1 -11.45 18.11 S41 5-6 B 18.00 BE076B2 EaveStrut S42 6-7 B 18.00 P6,.134 PipeStrut 1 -11.41 18.11 S42 6-7 B 18.00 BE016B2 EaveStrut S43 7-8 B 18.00 P8.148 PipeStrut 1 -26.73 44.63 S43 7-8 B 18.00 8E076B2 EaveStrut S44 8-9 B 0.00 8E076B4 EaveStrut 2 -10.64 13.35 S45 9-10 B 0.00 BE076B4 EaveStrut 2 -10.67 13.35 S46 10-11 B 0.00 8E076B4 EaveStrut 2 -10.71 13.35 S47 11-12 B 0.00 BE076B4 EaveStrut 2 -10.74 13.35 S48 12-13 B 0.00 8E076B4 EaveStrut 2 -10.77 13.35 S49 1-2 E 0.00 BE076B4 EaveStrut 1 -10.79 13.35 S50 2-3 E 18.00 P8.148 PipeStrut 1 -24.13 44.63 S50 2-3 E 18.00 8E076B2 EaveStrut S51 3-4 E 0.00 8E076B2 EaveStrut 2 -6.01 6.68 S52 4-5 E 0.00 8E076B2 EaveStrut 2 -6.10 6.68 S53 5-6 E 0.00 8E076B2 EaveStrut 1 -3.64 6.68 S54 6-7 E 0.00 BE076B2 EaveStrut 1 -3.66 6.68 S55 7-8 E 18.00 P8.148 PipeStrut 2 -26.19 44.63 S55 7-8 E 18.00 BE076B2 EaveStrut S56 8-9 E 0.00 8E076B4 EaveStrut 2 -10.87 13.35 S57 9-10 E 0.00 8E076B4 EaveStrut 2 -10.85 13.35 S58 10-11 E 0.00 8E076B4 EaveStrut 2 -10.83 13.35 S59 11-12 E 0.00 8E076B4 EaveStrut 2 -10.81 13.35 S60 12-13 E 0.00 8E076B4 EaveStrut 2 -10.79 13.35 S61 3-4 A 0.00 8E076B2 EaveStrut 2 -3.42 6.68 ----------------------------------------- COST & WEIGHT SUMMARY ---------------------------- IN DOLLARS & LBS ---------------------------=------------- Cables Rods ---------------------------- Angles Pipe! Purlin Portals Total Struts Struts ---------------------------------------- COST 0 1657 0 1282 ---- -------------------- 1296 0 4235 WEIGHT 0 3099 0 3041 6823 0 12964. 0 'NUCOR BUILDING SYSTEMS Job #: S4J0 48A Page: Building: B01 By BZEI LER Date: 3 11 04 ^" REACTION REPORT --.BY LOAD COMB NATION REACTIONS. COMB _1 ----. -------_.--------------I�--_-------------- Frame. Grid Horizontal Vertical .Moment Line Line + = right, + up +. counterclockwise ------------------------------------------- ------------------ 1 B -0.01 -0.01 0.00 1 E -0.00• -0.01 0100 2 B -48.32 34.78, 0.00 2 E -33.31 -23.98 0.00 3 A -0.80 -1.05 0 00 3 B -0.00 34.79 0 00 3 E -0.01 23.98 0 00 4 A -0.80 1.05 0 00 4 B -0.01 -0.01 0 00 4 E -0.01 0.00 0.00 5 B -0:01 0.00 0100 5 E -0.01 0.00 0 00 6 B =0.01 0.00 0100 6 E -0.01 0.00 0100 7 B -34.41 -24.77 0100 7 E -27.58 -19.85 0100 8 B --• -0.01 24.77 01,00 8 E -0.01 19.85 0100 9 B -0.01 -0.00 0100 9 E -0.01 -6.00 0100 10 B -0.01 -0.00 0100 10 E -0.01 -0.00 0100 11 B -0.01 -0.00 0100 11 E -0.01 -0.00 0100 12 B -0.01 -0.00 0100 12 E -0.01 -0.00 0100 13 B -0.00 0.01 0100 13 E -0.00 0.01 0100 ' --------------------------------------- ----------------- Summation-145.35 0.00 ---- REACTIONS -- LOAD.COMB'2 -------------------------------------------------------- Frame Grid Horizontal. Vertical Moment Line Line + = right + = up + =1 counterclockwise -------------------------------------------------------------- 1 B 0.00 0.01 0100 1 E 0.00 0.00 0100 2 B 0.01 29.26 0.00 2 E 0.01 20.10 0100 3 A 0.80 1.05 0100 3 B 40.65 -29.27 0i00 3 E 27.93 -20.10 0100 4 A 0.80 -1.05 0100 4 B 0.01 0.01 0100 4 E 0.01 0.00 0100 5 B 0.01 -0.00 0100 5 E 0.01 -0.00 0100 6 B 0.01 -0.00 0100 6 E 0.01 -0.00 0100 7 B 0.01 30.28 0100 7 E 0.01 23.72 0100 8 B 42.07 -30.28 0100 8 E 32.96-23.72 0100 9 B 0.01 0.00 0100. 9 E 0.01 0.00 0100 10 B 0.01 0.00 0100 10 E 0.01 0.00 0.100 11 B 0.01 0.00 0100 11 E 0.01 0.00 0100 12 B 0.01 0.00 .0100 12 E 0.01 0.00 0100 13 B 0.01 -0.01 0100 13 E. 0.01 -0.01 0100 Summation 145..36. 0.00 ---=----------=--------------=----==---------------- ------ ---- REACTIONS--.- LOAD COMB 3 ---------------=------------- ------------------ Frame Grid Horizontal Vertical. Moment Line Line. + = right + = up +- counterclockwise -------------------------------------=----=-----=------------ 1 B -0.00_ -0.00 0.00 1 B -0.00-0..00- 0100 2 B 0.85.. -0.61 0100:. 2 E -0.81 -0.58. 0 00, 3 A -0.00 -0.00 0 00 3 B -0.00 0.61 0 00 3 E -0: 00 0.58 0 00 4 A -0.00 0.00 0 00 4 B -000 -0.00 0100 4 E -0..00 .-0.00 0100 5 B -0.00 0.00 V 00 5 E -0.00 0.00 0.00 6 B -0.00 0.00 0 00. 6 E -0.00 0.00 0 00 7 B -0.76 -0.55 0 00 7 E -075 -0.54 01.00 8 B -0..00 0.55 0.00 8 E -0.00 0.54 0.00 9 B -0.00 -0.00 0.00 9 E -0.00 -0.00 0.00 10 B -0.00 -0.00 0.00 10 E -0.00 -0.00 01.00 11 B -0.00 -0.00 0.00 11 E -0.00 -0.00 0.00 12 B -0.00 -0.00 0.00 12 E -0.00 -0.00 0.00 13 B -0.00 0.00 0.00 13 E -0.00 0.00 0:00 ----------------------------------------- Summation -3.17 0.00 --------- --------------'----------------------------------------------- REACTIONS -- LOAD COMB 4 ----------------------------------------- Frame Grid Horizontal Vertical -------------------- Moment Line Line + = right + = up + counterclockwise ----------------------------------------- I B 0.00 0.00 --------- 0.00 1 E 0.00 0.00 0.00 2 B 0.00 0.52 0.00 2 E 0.00 0.49 0.00 3 A 0.00 0.00 0.00 3 B 0.72 -0.52 0.00 3 E 0.69 -0.49 �0.00 I0.00 4 A 0.00 -0.00 4 B 0.00 0.00 10.00 4 E 0.00 0.00 10.00 5 B 0.00 -0.00 0.00 5 E 0.00 0.00 10.00 6 B 0.00 -0.00 0.00 6 E 0.00 -0.00 0.00 7 B 0.00 0.64 0.00 7 E 0.00 0.63 10.00 8 B 0.89 -0.64 10.00 8 E 0.87 -0.63 10.00 9 B 0.00 0.00 10.00 9 E 0.00 0.00 0.00 10 B 0.00 0.00 0:00 10 E 0.00 0.00 0.00 11 B 0.00 0.00 0.00 11 E 0.00 0.00 0.00 12 B 0.00 0.00 0.00 12 E 0.00 0.00 0.00 13 B 0.00 -0.00 0.00 13 E 0.00 -0.00 0.00 ----------------------------------------- Summation 3.17 0.00 1 ------------------- ANGLE BRACING CALL SHE! NUCC3.R' BUILDING SYSTEMS GRO A DIVISION OF NUCOR CORPORATION 305 Industrial Parkway - Waterloo, IN 46793 - Phone General Information: Overall Longitudinal Load,Po 41.50 No. of Braced Bays, Nb, = 1 Allowable Stress Factor, SF = 1.00 Bay Width, B,N = 25.00 Brace Height, Hy = 18.00 Column Section: Built Up Column Web Depth, d,N.= 16 Web Thickness, tN, = 0.2 Flange Width, bf = 8 Flange Thickness, tf = 0.375 Brace Selection: L 443/8 Brace Strength, Fy = 36. ksi 0 Single Angle 0 Double Angle No. of Bolts/Connection,Nb = 2 Bolt Spacing, S = 5.5 Bolt Diameter, �, = 1 1/4 Bolt Type = A325 Brace' Information: Overall Brace Length, L = 30.75 ft. Brace Tension; Tbr = 51.07 Kic No. of Angles, Na = 1 Material Information: Yield Strength., Fy = . 36 Ks, Ultimate strength, F„ _ . 58 Ks Bolt Shear, FV = 21 Ks Design Results:.. Allowable Tensile Capacity, F, _ 50.c Angle Shear Rupture, RBs = , 51. Bolt Shear Capacity, Fs .= 51.; Bearing Capacity in Angle, FBA Min. Splice Plate Thickness c ND Detailing Information for Angle(s):. End Distance, / 'V _ 2.25 Edge Distance, I h _ 2 Proj. No.:' 540148A : Page: Proj., Name: CLASSiC TRUSS. By: BDZ p Date: 3/17/04 Checked: Nucor 837-7891 • Fax: (219) 837-7384 • . :)n: v2.5, Date: 2/19/2002 Brace Location @ Kips ft. ft. in. in. in. in. W.P W.P Q Independent Crane Columns Side Wall Brace Struts S SS a1e�41VN.4\4i71k7Y1K 1S11V11TJi7Ar1Yi� •}�• z • '�� ,i Finish Floor x Bay Width, k in. Slenderness Ratio: in. Slenderness Ratio, Ur, = 234 Allowable Slenderness Limit 600 rr%Q.Jr_17: Slenderness Ratio is Acceptable Angle Information: Angle Depth, d = 4 in. s Angle Width, b = 4 in. Angle Thickness, t = 3/8 in. Gross Area, A9 = 2.860 in z Raduis of Gyration, rZ = ' 0.788 in. Net Area, A„ = 2.344. in z Effective Area, Ae =. 1.758 in z Unity Checks: Ole— i9 Kip Check, Tbr / Ft: 1:0 c 1.00 FAILS 8 Kip Check, Tb, / RBS:5 10 c• 0.994 PASSES I4 Kip Check, Tb, / FS < 1.0 c 0.991 PASSES 5 Kip Check, Tbd Fbr < 1.0 c 0183 PASSES /n. Min. Splice Plate Width c NIA ; in. RISC Dimensions Criteria: Minimum Spacing, 3*� _ . 3.75 ' in. - Minimum Edge Dist, 1'/Z*¢ _ ,1.875 : in. ANGLE BRACING CALL SHEET ,• Proj. No.:' .540148A . Page: N U C C3R Proj. Name: CLASSIC TRUSS By: BDz .BUILDING SYSTEMS G R O P Date: 3/17/04 : Checked:. Nucor A DIVISION OF NUCOR CORPORATION 305 Industrial Parkway - Waterloo, IN 46793 - Phone: ( 19) 837-7891 - Fax: (219) 837-7384 V6rsion: v2.5, Date: 2/19/2002 General Information: Angle Clearance @ Column = 1/2. in. Base Plate Thickness, tbp = 3/8 in. Base Plate Width, Ws = 8 /n. Gusset Plate Thickness, tg = 3/8 in. Override Gusset Length, Lg . Brace Load, P = 51.07 Kips Vert. Component.Load, Pv = 29.77 Kips Horiz.. Component Load, PH = 41.50 Kips Vertical Eccentricity, e. = 1.09 in. Horizontal Eccentricity, eh = 4.31 in. Brace Slope, 0 = 35.65 degr F.F. - s� Vertical Distance, y = 4.53 in. Horizontal Distance, x = 0.48 in. Weld Information: Moment, M = PH (e j + Pv (eh) 173.69 in.-k Moment of Inertia, IP = Ix + ly = 266.10 in. 3 *Section Modulus, S. = y= 35.61 in. *Flexure Force, fBH = M/ 2.44 k/in. X Resultant Force, fR = (fBH + f" )Z + (fB, + fv)z = ev 11.51 in. X . 5/16 V P. i i i Pv ; i CV P" jy Vertical Force, fv = Pv 2Lweld Horizontal Force, fH = P" 2Lweia *Section Modulus, Sy = yl *Flexure Force, fBH _ /Sy = 3.90 k / in. 0.7071 (Weld) (F„) > Resultant Force, fR; Where F, = 21 Ksi Required Weld Size, W.j, = 5/16 in. Design Results: Gusset Bending Capacity, Gb = 13. Gusset Net Shear Fracture, RNS = 79. Shear Capacity Gusset, G, _ 57, Bearing Capacity in Gusset, GBH = 65. Punching Shear @ Web; Gp = 4.1 0.94 k/in. 1.31 k/in. 556.34 in. z 0.16 k/in. Unity Checks: 03 Ksi Check, Gb / 0.6Fy < 1.0 c 0.603 PASSES 02 Kip Check, P / RNS < 1.0 c 0.646 PASSES 38 Kip Check, P / G, < 1 '0 c 0.758 PASSES 25 Kip Check,'P / GBH < 1.0 c- 0.783 PASSES 10 Kipfin.: Check, .fR / Gp < 1.0 c 0.975 PASSES NUCOR BUILDING SYSTEMS �rL Job # : S4JO148A Job Name: CLASSIC TRUSS Frame F01 FRAME LINE 2-12 Date 3/11/04. Designer: BZEIGLER.. File : FO1 -------------------- ------------ F R A M E D E S C R I P T I O N -------------------------------- Frame type : RCG Frame width : 90.00 Ft. Bay width : 25.00 Ft. LEFT RIGHT Dim to ridge 45.00 Ft. 45.00 Ft. Roof slope 1.00/12-1.00/12 Eave height 18,00 Ft. 18.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 5.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 90.0000 Supports / Spring Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace N N N Flange Brace 0 0 0 Location (ft): 7.5 12.5 15.2 WP2 Girt Brace N N N Flange Brace 0 0 0 Location (ft): 7.5 12.5 15.2 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------- L O A D I N G C O -----------------------------------------I N D I T I O N S 7 Building Code & Year : FLBC - 2!001 1986/1996 MBMA occupancy class : 1/2 L 0 A D S (Psf) Roof Dead load 2.50 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 0.00 Floor dead load _ 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce = 0.90 Seismic zone 0 Wind speed : 130.00 Mph Exp. B Wind pressure 25.76 Psf I Building is Open Wind pressure coefficients i Cl C2 C3 C4 W1R 0.750 -0.500 -0.500 I0.750 W11, -0.750 -0.500 -0.500 10.750 W2R 0.750 -0.200 -0.600 70.750 W2L -0.750 -0.600 -0.200 0.750 W5B -0.750 -0.500 -0.500 !0.750 Tributary Widths Panel Trib. Width (ft) WP1 1.00 WP2 1.00 RP1. 25.00 RP2 25.00 ------------------------- P R O G R A M- A P P L I E D L 0'A'D S Load On Start End Start End Case Panel Load Load Loc Loc Klf Klf Ft. Ft. RDL RP1 -0.062 -0.062 0.000 45.000 RDL RP2 -0.062 -0.062 45.000 90.000 COL RP1 -0.125 -0.125 0.000 45.000 COL RP2 -0.125 -0.125 45.000 90.000 RLL RP1 -0.300 -0.300 0.000 45.000 RLR RP2 -0.300. -0.300 45.000 90.000 W1R WP1 0.019 0.019 0.000 18.000 W1R WP2 0.019 0.019 0.000 18.000 W1R RP1 -0.322 -0.322 0.000 45.000 W1R RP2 -0.322 -0.322 45.000 90.000 W1L WP1 -0.019 -0.019, 0.000 18.000 W1L WP2 -0.019 -0.019 0.000 18.000 W1L RP1 -0.322 -0.322 0.000 45.000 W1L RP2 -0.322 -0.322 45.000 90.000 W2R WP1 -0.019 0.019 0.000 18.000 W2R WP2 0.019 0.019 0.000 18.000 W2R RP1 -0.129 -0.129 0.000 45.000 W2R RP2 -0.386 -0.386 45.000 90.000 W2L WP1 -0.019 -0.019 0.000 18.000 W2L WP2 -0.019 -0.019 0.000 18.000 W2L RP1 -0.386 -0.386 0.000 45.000 W2L RP2 -0.129 -0.129 45.000 90.000 W5B WP1 -0.019 =0.019 0.000 18.000 W5B WP2 0.019 0.019 0.000 18.000 W5B RP1 -0.322 -0.322 0.000 45.000 W5B RP2 -0.322 -0.322 45.000 90.000 ---------------------------------------- U S E --- -- - A P R--- - ---- P L I E ---- ---- D L O A ----- ----- D S --- � - ------ Load On Hor. Vert. Moment Loc Special Case Mem Kips Kips K-Ft. Ft. Load # Description RDL COL01 0.000 -2.100 26.950 17.000 C-1 Canopy RDL COL02 0.000 -2.100 -26.950 17.000 C-8 Canopy COL COL01 0.000 -2.000 19.633 17.000 C-2 Canopy COL COL02 0.000 -2.000 -19.633 17.000 C-9 Canopy RLL COL01 0.000 -8.000 78.633 17.000 C-3 Canopy RLR COL02 0.000 -8.000 -78.633 17.000 C-10 Canopy W1R COL01 0.000 14.100 -138.950 17.000 C-4 Canopy W1R COL02 0.000 14.100 138.950� 17.000 C-11 Canopy W1R SPAN1 4.580 0.000 -0.000 5.000 C-15 Tie -Back W1L COL01 0.000 14.100 -138.950 17.000 C-5 Canopy W1L COL02 0.000 14.100 138.9501 17.000 C-12 Canopy W1L SPAN1 -4.580 0.000 0.0001 30.000 C-17 Tie -Back W2R COL01 0.000 14.100 -138.950 17.000 C-6 Canopy W2R COL02 0.000 14.100 138.950 17.000 C-13 Canopy W2R SPAN1 4.580 0.000 -0.000 5.000 C-16 Tie -Back W2L COL01 0.000 14.100 -138.950 17.000 C-7 Canopy W2L COL02 0.000 14.100 138.9501 17.000 C-14 Canopy W2L SPAN1 -4.580 0.000 0.0001 30.000 C-18 Tie -Back -------------------------------- L 0 A D C O M B I N A T I O N S ASR Cases 1) 1.00 SW + RDL + COL + RLL + RLR 2) 1.00 0.60SW + 0.60RDL + W1L 3) 1.00 0.60SW + 0.60RDL +.W2L 4) 1.00 0..60SW +'0.60RDL + W1R 5) 1.00 0.60SW + 0.60RDL + W2R 6) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W1L 7) 1.00 SW + RDL + COL + 0.75RLL + 0175RLR + 0.75W2L 8) 1.00 SW + RDL + COL + 0.75RLL + 00 5RLR + 0.75W1R 9) 1.00 SW + RDL +_ COL + 0.75RLL + 0�75RLR + 0.75W2R 10) 1.00 0.60SW + 0.60RDL + W5B 11) 1.00 SW + RDL +'COL + 0.75RLL + 01.75RLR + 0.75W5B Job ,: S4J0148A CLASSIC TRUSS NUCOR BUILDING SYSTEMS Date: 03-19-04 Page: 1 Frame: F01 FRAME LINE 2-12 By BZEIGLER File: F01 - DESIGN SUMMARY REPORT Built Up Rafter - RAF01 T/L B/R ... T/L B/R Max _----_____-- SHEAR ______________ Flange Flange Web Load Axial Axia Moment Bend Bend Unity Load Force. Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio' Check Comb Lac Kips Ratio T/L B/R. ______________________________________________________---------- _____-____-------------------------------- ---------------------- ____ 1 F6.38 F6.38 W200 1 1 -16.4 0.0 -302.3 0.89 0.97 1.01 1 4a 17.70 0.82 _0.43 0.43 Chkpt 1 6 Depth 36.75 24.75 Section 1 --=--------------------------------------------------- -------------- ----------=---------------------------------------------------- width thick Fy ------------------------------------------------------ ----------------------------------------------------------------------------- T/L Flg 6.0 0.3750 55.00 Web 0.2000 55.00 _ B/R F1g 6.0 0.3750 55:00 -----------------=----------------------------------- ------------------------------------------------------------------------------ Built Up Rafter - RAF02 ' T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R -------------------------------------------- ---------------------------------------------------------------------------------------- 1 F5.25 F5.38 W175 7 7 -11.8 0.f8 71.1 0.52 0.66 0.76 1 7 13.40 0.70 0.37 0.47 2, F5.25 F5.25 W150 1 16 -14.2 0.11 89.4 0.80 0.74 0.07 1 13 5.75 0.48 0.16 0.16 Chkpt 7 12 13 17 Depth 24.62 _ _ 24.56 24.___ _50 I Section 1 '-1 1 2 --------------------------------------------------------------=--------------------------------------------------------------------- width thick Fy I width thick Fy T/L Flg 5.0 0.2500 55.00 I 5.0 1.2501 55.00 Web 0.1750 55.00 II 0.1500 55.00 B/R Flg 5.0 0.3750 55.00,5.0 0.2500 55.00 Built Up Rafter - RAF03 T/L B/R I T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R ----------------------------------------------------i--_---__-_------___---- ------------------------- 1 F5.25 F5.25 W125 1 19 -14.2 0.13 .89.8 0.87 0.78 0.94 1 22 5.76 0.84 0.17 0.17 2 F5.25 F5.38 W175 9 27 -11.6 0!17 -68.1 0.50 0.63 0.72 1 27 -13.41 0.70 0.37 0.47 Chkpt 18 22 23 27 Depth 24.50 24.56 24.62 Section - I___------ 1 - ---------2 ----------------- -------------------------------------------------------------------------------------------- width thick Fy I width thick Fy I I B/R Flg 5.0 0.2500 55.00 1 5.0 0.3750 5------------------------------------------------------------------------------------------------------------------------------------ 5.00 I 1 Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR-------------� Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R 1 F6.38 F6.38 W200 1 32 -16.4 0.06 -302.4 0.89 0.97 1.01 1 30b -17.70 0.82 0.44 0.44 Chkpt 28 32 Depth 24.75 36.75 Section 1 1 1 --------------------------------------------------- -------------------------------------------------------------------------------- width thick Fy ----------------------------------------------------i----------------------------------------7--------------------------------------- T/L Flg 6.0 0.3750 55.00 Web 0.2000 55.00 B/R Flg 6.0 0.3750 55.00 Built Up Column - COL01 T/L B/R T/L B/R Max _____________ SHEAR ______________ Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Lac 'Kips Ratio Ft -kip Ratio Ratio Check .Comb Lac Kips Ratio T/L B/R --------------------------------------------------- ---___ 1 F8.50 F8.38 W200 1 37 -35.8 I0.24 -184.3 0.47 0.69 0.83 1 37 -12.69 0.56 0.70 0.64 Chkpt 33 37 Depth 16.88 30.80 Section 1 1 1 --------------------------------------------------- ---------------------------------------------- ------------------ widththick Fy I ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 8.0 0.5000 55.00 Web Il ' 0.2000 55.00 B/R F] 8.0 0.3750 55.00 , ------------------------------------------------------------------------------------------------------------------------------------ Built Up Column - COL02 .T/L - B/R I T/L B/R Max ------------- SHEAR -------------- Flange Flange Web: Load Axial Axial Moment Bend . Bend Unity Load Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio . Ratio Check Comb Lac Kips Ratio T/L B/R -------------------------------------------------- --------------------------------------------------------------------------------- 1 F8.38 F8.50 W200 1 ,.42 -35.8 0.24 184.4 0.69 0.47- 0.83 1 42 12.69 0.56 0.64 0.70 Job : S4J0148A CLASSIC TRUSS NUCOR BUILDING SYSTEMS Date: 03-19-04 Page: 2 Frame: F01 FRAME LINE 2-12 By : BZEIGLER File: FO1 +++ DESIGN SUMMARY REPORT, **+ Chkpt 38 .42 " Depth 16.88 30'.88 " section 1 ------------------------`------------------------="=` " width thick Fy , --- ---- --------`-- T/L Flg ---- ----------`------------------`= 8.0 0.3750 95.00 - - -- '--` ' Web 0.2000 55.00 'B/R F1g-_--_ 8.0 0.5000 ------` ____________ 55.00 _"`-""`-_____ ---- __"""`"---- Frame Weight (lbs) = 3425 Deflections (in): 10 yr Wind dx = 1.04 = H/ 168 WIND CASE 2 0 RIGHT Maximum dx = 1.35 = H/ 129 O.60SW+0:60RDL+W2R Maximum dy = -4.01 = L/ 258 @ MOD 1, SW+RDL+COL+4L+RLR Max. Live dy = -2.34 = L/ 442 @ MOD 1, SW+RDL+COL+RLL+RLR NUCOR BUILDING SYSTEMS Job # : S4J0148A Job Name: CLASSIC TRUSS Frame F01A FRAME LINE 2-12 W/ FUTURE GIRTS Date 3/11/04 Designer:'BZEIGLER File F01A FRAME DE S.0 R I P T I O N Frame type RCG Frame width 90.00 Ft. Bay width 25.00 Ft. LEFT RI.GHT Dim to ridge 45.06 Ft. 45.00 Ft. Roof slope 1.00/12-1.00/12 Eave height 18.00 Ft. 18.00 Ft. Girt offset 8.00 In. 8.00 In. Typ. Girt spacing 5.00 Ft. Purlin offset 8.00 In. 8.00 In. Typ. Purlin spacing: 5.00 Ft. Col. spacing 90.0000 Supports / Spring "'Constants COL01 - Bottom V H COL02 - Bottom V H Column Bracing: WP1 Girt Brace Y Y N Flange Brace : 1 2 0 Location (ft): 7.5 12.5 15.2 WP2 Girt Brace Y Y N Flange Brace 1 2 0 Location (ft): 7.5 12.5 15.2 Other Braces: Column Left Brace Right Brace Location (ft): ----------------------------------------= I N G C O O A D ------ L --- -- - - - - - - - N D I T --- - - - -- I O N S ------ - - -- -- -- I - Building Code & Year : FLBC - 2001 1986/1996 MBMA occupancy class : 1/2 1 L 0 A D S (Psf) Roof Dead load 2.50 4 Roof Coll load 5.00 Roof Live load 12.00 Roof Snow load 0.00 Floor dead load 0.00 Floor live load 0.00 Ground Snow load: 0.00 Ce = 0.90 Seismic zone 0 Wind speed : 130.00 Mph Exp. : B Wind pressure 25.76 Psf Building is Enclosed Wind pressure coefficients C1 C2 C3 I C4 W1R 0.580 -0.510 -0.190 I -0.110 W1L =0.110 -0.190 -0.510 0.580 W2R 0.220 -0.870 -0.550 -0.470 W21, -0.470 -0.550 -0.870 0.220 W5B -0.270 -0.510 -0.190 -0.270 W5F. -0.270 -0.190 -0.510 -0.270 W6B -0.630 -0.870 -0.550 -0.630 W6F -0.630 -0.550 -0.870 -0.630 Tributary. Widths Panel Trib. Width (ft) WP1 25.00 WP2 25.00 RP1 25.00 RP2 25.06 P R O G.R A M- A P P LI E D' L O A D S ---=------------------------------------- Load On Start End Start Case Panel. Load Load Loc Klf Klf Ft. RDL RP1 70.062 -0.062 0.000 RDL RP2--0.062 -0.062 45.000 COL RP1 0.125 -0.125 0.000 COL RP2. -0.125 -0.125 45.000 RLL RP1 -0.300 -0.300 0.000 RLR RP2 -0.300 -0.300 45.000 W1R WP1 0.374 0.374 0.000 W1R WP2 0.071 0.071 0.000 W1R RP1 -0.328 -0.328 0.000 W1R RP2 -0.122 -0.122 45.000 W1L WP1 -0.071 -0.071 0.006 W1L WP2 =0.374 -0.374 0.000 W1L RP1 -0.122 -0.122 0.000 W1L RP2 -0.328 -0.328 45.000 W2R WP1 0.142 0.142 0.000 W2R WP2 0.303 0.303 0.000 W2R RP1 -0.560 -0.560 0.000 W2R RP2 -0.354 -0.354 45.000 W2L WP1 -0.303 -0.303 0.000 W2L WP2. -0.142 =0.142 0.000 W2L RP1 -0.354 -0.354 0.000 W2L RP2 -0.560 -0.560 45.000 W5B WP1 -0.174 -0.174 0.000 W5B WP2 0.174 0.174 0.000 W5B RP1 -0.328-0.328, 0.000 W5B RP2 -0.122 -0.122 45.000 W5F WP1 -0.174-0.,174 0.000 W5F WP2 0.174 0.174 0.000 W5F RP1-0.122. -0.122 0.000 W5F RP2 -0.329 -0.328 45.000 W6B WP1 -0.406 -0.406 0.000 W6B WP2 0.406 0.406 0.000 W6B RP1 -0.560 -0.560 0.000 W6B RP2 -0.354 -0.354 45.000 W6F WPi -0.406 -0.406 0.0001 W6F WP2 0.406 0.406 0.000, W6F RP1 -0.354 -0.354 0.000 W6F RP2 -0.560 -0.560 45.000 ----------------------------------------- U S E R- A P P L I E D L 0 A D S ----------------------------------------- Load On Hor. Vert. Moment Case Mem Kips Kips K-Ft.l RDL COL01 0.000 -2.100 27.125 1 RDL COL02 0.000 -2.100-27.125 1 COL COL01 0.000 -2.000 19.800 1 COL COL02 0.0.00 -2.000-19.800 1 RLL COL01 0.000 -8.000 79.300 1 RLR COL02 0.000 -8.000-79.300 1 W1R COLO1 0.000 14.100-140.125 W1R COL02 0.000 14.100 140.125 1 W1R SPAN1 4.580 0.000 -O.00b W1L COL01 0.000 14:100 140.125 W1L, COL02 0.000 14.10.0 140.125 1 W1L SPAN1 -4.580 0.000 0.000 W2R. COL01 0.000 14.100 140.1125 . W2R COL02' 0.,000 14.100 140H115 1 W2R SPAN1 4.580 0.000 -0.000 W2L COL01 0.000 14.100-140.1125 W2L COL02 0.000, 14.100 140.125 1 W2L SPAN1 -4.580 0.000 0.000 ---------------=----------------------�-- L 0 A D C O J4 B I' N A T I 0 N S --=------------- ------------------------- ASR .Cases .1) 1.00 SW +'RDL, + COL +,RLL +.RLR 2) 1.00 0.60SW + 0.60RDL + W1L 3) 1.00 0'.60SW + 0.,60RDL + W2L'' 4),.1..00 0.60SW +.0.60RDL'+..W1R 5) 1.00 D.60SW +.0:60RDL +'W2R End Loc Ft. 45.000 90.000 45.000 90.000 45.000 90.000 18.000 18.000 45.000 90..000 18.000 18.000 45.000 90.000 18.000 18.000 45.000 90.000 18.000 18.000 45.000 90.000 18.000 18.000 45.000 90.000 18.000 18.000 45.000 90.000 18.000 18.000 45.000 90.000 18.000 18.000 45.000 90.000 Loc Special Ft. Load # Description 7.000 C-1 Canopy 7.000 C-8 Canopy 7.000 C-2 Canopy 7.000 C-9 Canopy 7.000 C-3 Canopy 7.000 C-10 Canopy 17.000 C-4 Canopy 7.000 C-11 Canopy 5.000 C-15 Tie -Back 17.000 C-5 Canopy 7.000 C-12 Canopy 30.000 C-17 Tie -Back 17.000 C-6 Canopy 7...000 C-13 Canopy 5.000 C-16 Tie -Back 17.000 C-7 Canopy 7.000 C-14 Canopy 30.000 C-18 Tie -Back Ar+ Ar+ 6) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W1L 7) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W2L B) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W1R 9). 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W2R 10) 1.00 0.60SW + 0.60RDL + W5B 11) 1.00 0.60SW + 0.60RDL + W6B 12) 1.00 0.60SW + 0.60RDL + W5F 13) 1.06 0.60SW + 0.60RDL + W6F 14) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W5B 15) 1.00 SW + RDL + COL + 0.75RLL + 0.75RLR + 0.75W6B 16) 1.00 SW + RDL + COL + 0.75RLL + 0.75�R + 0.75W5F 17) 1.00 SW + RDL + COL + 0.75RLL + 0.75 R + 0.75W6F Job 'S4JO148A CLASSIC TRUSS NUCOR BUILDING SYSTEMS Frame: F01A FRAME LINE 2-12 W/ FUTURE GIRTS ' +++ DESIGN SUMMARY REPORT *++ - ---------------------------------------------------- - I------------------------ Built Up Rafter RAFO1 Date: 03-19-04 Page: 1 By : BZEIGLER File: F01A T/L B/R - T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend . Unity Load Force Shear Flow (k'/in) Section Mat'l Mat'l , Mat'l Comb Lac 'Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R ------------------------------------------------------ L----- =------------------------------------------------------- ---------------- 1 F6.38 F6.38 W200 1 1 -16.3 0.06 -302.3 0.89 0.96 1.01 1 4a 17.70 0.82 0.44 0.44 Chkpt 1 6 Depth 36.75 24.75 Section 1 ---- 1 1 ------------------------------------------------------I - ------------------ -------------------------------------- - widththick Fy T/L Flg I 6.0 0.3750 55.00 Web Il 1.2000 55.00 B/R F1g 6.0 0.3750 55.00 --------------------------- --------------------------------------------------------------------------------- ------------------------ Built Up Rafter - RAF02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Hat'1 Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R 1 F525 F538 W175 1 7 -15.1 0.23 -63.2 0.47 0.54 0.71 1 7 13.40 0.70 0.37 0.47 2 F5..25 F5..25 W150 1 16 -14.1 0.1 89.5 0.80 0.74 0.87 1 13 5.75 0.48 0.17 0.17 Chkpt 7 12 13 17. .50 Depth 24.62 24.56 24_ Section I =^1 I 2 -T - ------------------------------------------------------------------------------------------------------------------------------------ width thick Fy I width thick Fy T/L Flg I 5.0 0.2500 55.00 5.0 0.2500 55.00 Web I 0.1750 55.00 0.1500 55.00 B/R Flg 5.0 0.3750 55.00 5.0 0.2500 55.00 Built Up Rafter - RAF03 T/L B/R I T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l Nat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R ------------------------------------------------------------------------------------------------------------------------------------ 1 F5.25 F5.25 W125 1 19 -14.1 0113 89.8 0.87 0.78 0.94 1 22 -5.82 0.94 0.18 0.10 2 F5.25 F5.25 W175 1 27 -15.1 0!28 -64.0 0.50 0.74 0.94 1 27 -13.39 0.71 0.39 0.39 Chkpt 18 22 23 27 Depth 24.50 24.50 24.50 , section I 1 1 2 1 width thick Fy I width thick Fy ------------------------------------------------------------------------------------------------------------------------------------ B/R Flg 5.0 0.2500 55.00 5.0 0.2500 55.00 Built Up Rafter - RAF04 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web ' Load Axial ial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Hat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Rips Ratio T/L B/R ---------------------------------------------------- r.________________________-_____-_-_________-_-__-__-_---__--____________--___-__ 1 F6.38 F6.38 W200 1 32 -16.3 0.06 -302.3 0.89 0.96 1.01 1 30b -17.64 0.82 0.43 0.43 Chkpt 28 32 Depth 24.75 36.75 Section1 ---------- width thick Fy 1 --------------- ------------------------------------- ----------- -----------------------------------------------------------------------------------------------`------------------- T/L Flg 6.0 0.3750 55.00 Web 0.2000 55.00 B/R Flg_---- 6.0 0.3750 55.00 ------- -----------------------------------'-------------------------------------------------------------------------------- Built Up Column - COLO1 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load Force Shear Flow (k/in) Section Mat'l. Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio Ratio Check Comb Lac Kips Ratio T/L B/R ___________________________________________________-------------------------------------------------------------------------------- 1 F8.50 F8.38 W200 13 37 15.4 - I0.04 228.5 0.59 0.67 0.71 13 37 18.37 0.80 0.79 0.72 Chkpt 33 37 Depth 16.88 30.88 ' Section 1 1 1 I ---_7-------- ------------------------------------------------------- width thick Fy 7--------------------------------------------------------------- ------------------------------------------------------------------------------------------------------------------------------------ T/L Flg I 8.0 0.5000 55.00 Web 0.2000 55.00 II B/R Flg----- 8.0- 0.3750 55.00 ------- -------------------------------------------------------------------------------------------------------------------- Built Up Column - COL02 T/L B/R T/L B/R Max ------------- SHEAR -------------- Flange Flange Web Load Axial Axial Moment Bend Bend Unity Load ' Force Shear Flow (k/in) Section Mat'l Mat'l Mat'l Comb Lac Kips Ratio Ft -kip Ratio- Ratio Check Comb Lac Kips Ratio T/L . B/R ----------------- ----------------------------------------- 1 F8.38 F8.50 W200 11 42 . 15.4 !0.04 ------------------------------'----------------_ 227.2 0.67 0.58 0.70 11. 42 -------------------------- 18.28 0.80 0.72 0.79