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HomeMy WebLinkAboutPlans00.1 GENERAL NOTES: THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED FOR THE LOADS AND CONDRIONS SHOWN ON THESE DRAWINGS, CONSULT H&C STEEL. CORP. BEFORE ANY ALTERATION TO THE STRUCTURAL SYSTEM 15 DONE OR REMOVAL OF ANY COMPONENT PARTS, OR THE AOOTTION Of OTHER CONSTRUCTION MATERIALS QR LOADS. B&C STEEL WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS THAT ARE NOT INDICATED, THIS METAL BUILDING 15 DESIGNED IN ACCORDANCE WITH STANDARD PRACTICES WHICH ARE BASED UPON PERTINENT PROCEDURE AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS & CODES: 1. THE AMERICAN INSiTTUTE OF STEEL Gp.:siv CflO IFCIFICATION FOR THE DESIGN. FABRICATION & EREQTION OF STRUCIURAL STEEL OI BUILDINGS , AMERICANy IRON c4 S?FE7 /N5T/TlLI • SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS A META! BOWING MANUFACTURER R ASSGCNTION. "LOW RISE SYSTEM BUILDING MANUAL.' MATERIAL PROPERTIES OF STEEL PLATE AND SHEET USED IN THE FABRICATION OF PRIMARY RIGID FRAMES AND ALL PRIMARY STRUCTURAL. FRAMING MEMBERS (OTHER r-tmi COLD -FORMED SECTIONS) HAVE A MINIMUM YIELD PONT OF 50 10.5.1, FOR FLANGE & WEB AS RECD. BY DESIGN. MATERIAL PROPERTIES OF HOT -ROLLED MEMBERS (WIDE FLANGE BEAMS, ETC.) SHALL BE MINIMUM 50 Ks.1.. MATERIAL PROPERTIES OF COLO -FORMED LIGHT OAOE STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM A-570. GRADE 55 WITH A MINIMUM YIELD POINT OF 55 K,5,1, STRUCTURAL JOINTS WITH A.S.T.M. A-325 HIGH STRENGTH BOLTS WHERE INDICATED ON THE DRAWINGS SHALL BE ASSEMBLED & THE FASTENERS TIGHTENED IN ACCORDANCE WITH "TURN -OF -NUT" METHOD AS DESCRIBED N THE SPECIFICATION FOR STRUCTURAL JOINTS USING A.S.T.M. A-325 OR A-490 BOLTS (11 -13 -BS) UNLESS OTHERWISE NOTED. ALL STEEL MEMBERS EXCEPT BOLTS & FASTENERS SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE CORROSION INHIBITIVE PRIMER (UNLESS SPECIFIED OTHERWISE IN THE CONTRACT DOCUMENTS). L 1 : • , 1 PANEL NOTES: FL4T SURFACES MAY DISPLAY SLIGHT WAVINESS. THIS PHENOMENON, KNOWN AS OIL CANNING" CAN BE CAUSED BY STEEL MILL PRODUCTION TOLERANCES FABRICATION TOLERANCES AND/OR FRAMING M15ALIGNMEN7; ANO IS NOT A GAUSS FOR REJECTION. INSTALLATION OF MATERIAL CONSTITUTES ACCEP7ANCE1 BU/LD/NG LOADS / DESCRIPTION: WIDTH: 41 LENGTH: 165 HEIGHT: 25 /28.42 (BUILDING DIMENSIONS ARE NOMINAL. REFER TO PLANS). BUILDING LOCATION: PARACHUTE, CO THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY : /8C 06 THE CONTRACTOR 15 TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD: 3.000 PSF (ROOF PANELS, PURLINS, ETC.) COLLATERAL LOAD: 2 PSF ROOF LIVE LOAD: 20.00 PSF ROOF SNOW LOAD: 40 PSF BASIC WIND SPEED: .90 MPH ,EXP: C SEISMIC DESIGN CAT: C SEISMIC COEF: 0.530 CRANE INFO (IF APPLICABLE) CRANE TYPE: TRE , CAPACITY: 10 THOUSAND POUNDS IMPORTANCE FACTORS: SNOW: 1.00 SEISMIC: 1.00 OTHER DESIGN CONSIDERATIONS: WIND: 1.00 PURCHASER RESPONS/B/L/T/ES.• APPROVAL OF B & C STEEL CORPORATION DRAWINGS INDICATE THAT B & C STEEL CORP. CORRECTLY INTERPRETED AND APPUED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. WHERE DISCREPANCIES EXIST BETWEEN THE B & C STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (SECT. 4.2.1 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY B & C STEEL CORPORATION ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN B & C STEEL CORPORATION UNLESS SPECIFICALLY INDICATED. BY SIGNING THE APPROVAL DRAWINGS WITH EITHER THE "APPROVED° OR 'APPROVED AS NOTED" CHECKED IN THE BOX BELOW, IT 15 UNDERSTOOD THAT B&C STEEL CORPORATION WILL PROCEED WITH THE FABRICATION OF THE BUILDING AND IT IS FURTHER UNDERSTOOD THAT THE PURCHASER ACCEPTS THE TERMS AND CONDITIONS OF THE CONTRACT DOCUMENTS AND THE PURCHASER RESPONSIBILITIES LISTED ABOVE. SIDING & ROOF/NG PANEL STORAGE INSTRUCTIONS: SIDING &• ROOFING PANEL BUNDLES EXPOSED TO MOISTURE SHOULD BE EL.ET+ATED ON ONE END FOR DRAINAGE BUNDLES EXPOSED TO MOISTURE FOR EA7ENDEO PERIODS OF TIME SHOULD BE TARPEO. COMMON ABBREWA T/ONS & P/ECE MARKS: 1. EW = 2. SW = 3. SIM. _ 4. TYP. 5. B5 6. NS 7. FS = 8. SL 9. CL 10. MF = 11. LT = 12.WF = 13. RF - ENDWALL) SIDEWALL SIMILAR TYPICAL BOTH DES) NEARSIDE) FARSIDE) STEEL LINE) CENTERLINE) MAIN FRAME) LEAN-TO) WIND FRAME) RIGID FRAME) 4. QTY = 5. QNT = 6. EL = 7 ELEV = 8. F.F. = 9. T.O.B. = 20. DIA. = 21. CA. = 22. EC- = 23. ER- = 24. RF1- = 25. N/A = 26. 0.C. = QUANTITY) QUANII ELEVATION ELEVATION FINISHED OOR) TOP OF BEAM) DIAMETER) CACE) EN0WA J COLUMN) ) RIGID FRAME) NOT APPLICABLE) ON CENTER) 27. G- - 28. P- 29. E- 30. J- = 31. H- 32. DJ - 33. DH- = 34. WJ- = 35. WH- = 36. LOC = 37. REO`D= 38. EXIST.= 39. CONC.= GIRT) PUR N) EAVE STRUT MISC. JAMB MISC. HEAD ) DOOR JAMB) 0008 HEADER WINDOW JAMB WINDOW HEAD R) LOCATION) REQUIRED) EXISTING) CONCRETE) BUILD/NG PANEL & COLOR SCHEDULE DESCRIPTION TYPE COLOR GAGE ROOF PANEL B ot C - 'PEW?' Tan 26 WALL PANEL B & C - 'PBR' Ton 26 SOFFIT PANEL Ton `OTHER (SPECIFY) LINER PANEL PARTITION PANEL FACIA FRONT PANEL LFACIA BACK PANEL , (NOTE: SOFFIT PANEL COLOR WILL BE WALL PANEL COLOR /F NOT SPECIFIED BU/LD/NG TRIM COLOR SCHEDULE DESCRIPTION COLOR GABLE / RAKE Tan EAVE TRIM Ton GUTTER TRIM PAN/C DEV/CE DOWNSPOUTS F/ELD LOCATED 4o3o THERMAL SL/DER WINDOW CORNER TRIM Ton FRAMED OPENINGS Ton `OTHER (SPECIFY) (NOTE.' DOWNSPOUT COLOR WILL BE WALL PANEL COLOR /F NOT SPECIFIED ACCESSOR/ES /NCL UDED: "1 QTY: DESCRIPTION: 3 F/ELD LOCATED 3o7o4I SF WALKDOOR KIT 3 DOOR CLOSER 3 PAN/C DEV/CE 13 F/ELD LOCATED 4o3o THERMAL SL/DER WINDOW 10 4' x 4' FIXED LOUVERS PANTED TAN 16 10' FIBERGLASS SIM/TES PURCHASER: T.P./ PROJECT: WP / WHEELER STAT/ON JOB NUMBER: 5397 • • 8t. STEEL P.O. BOX 1099 - SCOTTSBLUFF, NEBRASKA 69363-1099 PH: (308) 632-6188 FAX: (308) 632-7172 NOTE: APPROVAL IS NOT COMPLETE UNLESS THE "NEED COLOR" STATEMENTS ARE REPLACED WITH A COLOR. ttttt►1r1i11�rrpyl� 303 APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTIONS GARFIELD COUNTY ZBUILDING DEPARTMENT FIELD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE REVIEWED 13y Richard T Smith at 7:55 pm, Apr 20, 2010 Th Page of 5 'It 165'-1 1/21:UT—TO—OUT OF CONCRETE 14'-8" 30'--0" 30'-1:1" E � Li 0" '-0" X—Bracing —tool 5 1/2. e To a a Ole 0 E <Center—Center of Outer Set of Bolts> L C 0 e a s O aye oma p J C J q e a R� J J me E E K C J4T QJ 11 e e C JgIHp1J J�g e 0 as ANCHOR BOLT PLAN NOTE: All Base Plates 0 100'—O" (U.N.) 00111111011101 0,43 REG/ ..d./.40j• j $ 44s/ANAL - - + REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 Low Eove 4" 4.. High Eove 0 4 1 V TEE 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. REFER TO SHEET A2 (Be A3 /F READ) FOR REACTIONS & DETAILS. 2 DIMENSIONS AT OPEN/NCS ARE TO FACE OF JAMBS. SEE DETAILS. 1 ANCHOR BOLTS TO BE SET TO t 1/8' IN LOCATION & ELEVA710N. <CI WP / WHEELER STATION BY: JH DATE: 4/ 7/10 CK: DATE: JOB #- 5397 DWG #: Al Dia= 3 4 "z N N 8 1/4" I 0 ( I 1 0 0 1 1 1/2" 2" 14" -I DETAIL A CO Dia DETAIL B Dia= 3/4" CO DETAIL F SW DETAIL G Via= 3/4" 8" See Plan 2" DETAIL M 2" SW Diu- 3 4 8" See Plan DETAIL C Da= 1/2" I 3" 0 0 Lj rry 1 1/2" See Plan DETAIL J SW Sw Dia= N CD DETAIL D Dia= 3/4" 2„ 1'-8" 1 1 0 10 I 0 10 SW DETAIL K 1::";.ot t 7:55 pm, Apr 20, 2010J Dia= 3 4 8" See Plan 2" 2" DETAIL E Dia= 3/4" 8" T 0Ii0 +ail® N z 2" See Plan DETAIL L Nc„N Iu1II,N� ''ppu REG/jf 361 REVIEWED By Richard T Smith SW Sw 1,2 STEEL (GIRT) LINE PERIMETER SHEETING NOTCH DETAIL OMIT AT OVERHEAD DOORS, WALKDOORS AND AT OTHER LOCATIONS AS SHOWN ON THE ANCHOR BOLT SETTING PLAN. o) o� D D 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES 1. Anchor Bolts and other embeded items ore not by B&C STEEL. 2. Foundation and other Concrete Design is not by B&C STEEL. 3. Consult o loco/ engineer for Concrete & Foundation Design. c/� WP / WHEELER STATION PARACHUTE, CO BY: DATE: JH 4/ 7/10 CK: DATE: JOB #: 5397 DWG #: A2 FRAME LINtS: Q(i)_ 1 ® _ COLUMN LINE H H H IIV V tV RIGID FRAME: MAXIMUM REACTIONS Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin 1 A 14 2.7 6.2 6 -1.7 -0.9 11 1.8 16.9 4 -1.2 -1.6 1 C 7 1.5 -0.2 13 -2.1 13.6 12 -1.6 15.8 10 -0.8 -1.2 1 B 5 0.0 -1.5 5 0.0 -1.5 1 0.0 9.3 ENDWALL COLUMN: MAXIMUM REACTIONS Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin 1 B * 17 4.3 -3.2 18 -3.9 -2.2 1 0.0 9.7 17 4.3 -3.2 *See Rigid Frame Interior Column Reactions FRAME LINES: H 2 3 4 5 6 7 IC? COLUMN LINE H 1v v RIGID FRAME: MAXIMUM REACTIONS Column Reactions (k )-- r Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin 2 * A 3 7.2 21.0 6 -6.6 -6.1 15 5.1 40.3 8 2.5 -11.3 2 * C 7 5.9 -3.8 2 -5.7 17.9 16 -5.0 40.5 9 -1.9 -9.1 2* Frame lines: 2 3 4 5 6 7 NOTES FOR REACTIONS 1. All loading conditions are examined and only maximum/minimum H or V and the corresponding H or V are reported. 2. Positive reactions ore as shown in the sketch. Foundation loads are in opposite directions. 3. Bracing reactions are in the plane of the brace with the H pointing away from the braced bay. The vertical reaction is downward. 4. Building reactions are based Width (ft) Length (t) Eove Height (ft) Roof Slope (rise/12 Dead Load psf ) Collateral Load (psf Live Load (psf ) Snow Load (psf Wind Speed (mph ) Wind Code Exposure Closed/Open Importance Wind Importance Seismic Seismic Design Category Seismic Coeff (Fa*Ss) on the following building data: • 41.0 • 165.0 = 25.0/ 28.4 = 1.0 ▪ 3.0 2.0 = 20.0 = 40.0 = 90.0 = IBC 06 ▪ C ▪ C = 1.00 = 1.00 = C 0.53 5. Loading conditions are: 1 DL+CL+SL+Slide 2 DL+CL+0.75SL+0.75WL1 3 DL+CL+0.75SL+0.75WR1+0.75SIide 4 0.60DL+WL1 5 0.60DL+WR1 6 0.60DL+WL2 7 0.60DL+WR2 8 0.60DL+LnWnd1+LWINDI_L2E 9 0.600L+LnWnd1+LWINDI_R2E 10 0.60DL-LnWnd 1 +LWIND 1 _R2E 11 DL+CL+0.75SL+Slide+F1CRANEA2 12 DL+CL+0.755L+Slide+F1CRANEA3 13 DL+WL1/2+F1CRANEA3 14 DL+WR1/2+FICRANEA4 15 DL+CL+0.755L+F2CRANEA2 16 DL+CL+0.75SL+Slide+F2CRANEA3 17 0.60DL+WL2+WS 18 0.60DL+WP+LnWnd1 WIND BENT REACTIONS j H v 4v ---Wall-- Loc Line F_SW C F_SW C t Reactions Col Wind(k ) Line Horz Vert 4- f 1.9 3.7 5 1.9 3.7 Seismic(k ) Horz Vert 2.7 5.3 2.7 5.3 BRACING REACTIONS ± Reactions (k ) --Wall-- Col --Wind--- -Seismic- Loc Line Line Horz Vert Horz Vert LEW 1 F_SW C R_EW 7 B_SW A Rigid Frame At Endwall Wind Bent In Wall Rigid Frame At Endwall 5 ,4 3.6 2.8 5.4 4.2 Panel Shear (Ib/ft) LOADING NOMENCLATURE DL CL LL SL WL1 WR1 WL2 WR2 LnWnd1 LnWnd2 WP WS SeisL SeisR LnSeis E = Dead = Collateral = Live = Snow = Wind Left (with +Gpi) = Wind Right(with +Gpi) = Wind Left (with -Cpi) = Wind Right cwith -Gpi) = Longitudinal Wind, case 1 = Longitudinal Wind, case 2 = Wind Pressure = Wind Suction = Seismic Left = Seismic Right = Longitudinal Seismic PAT_LL = Endwoll Pattern Live PAT_SL = En dwell Pattern Snow UNB_SL_L = Endwall Unbalanced Snow Left UNB_SL_R = Endwall Unbalanced Snow Right PAT_LL = Rigid Frame Pattern Live PAT_SL = Rigid Frame Pattern Snow UNB_SL_L = Rigid Frame Unbalanced Snow Left UNS_SL_R = Rigid Frame Unbalanced Snow Right El-- Endwall number Left endwall 2 - Right endwall Crane loading F# - Frame number A - Auxiliary load Id F#CRANEAl= ANCHOR BOLT SUMMARY Qnt Loc Dia (in) O 24 O 4 181 56 O 8 DJ EW RF WF 1/2" 3/4" 3/4" 3/4" Type Proj (in) A307 A307 A307 A307 2.50 3.00 3.00 3.00 rr� p yivb.% NOM Emss REVIEWED By Richard T .Smith at 7:55 pm, Apr 20, 2010 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. Anchor Botts and other embeded items ore not by B&C STEEL. 2. Foundation and other Concrete Design is not by B&C STEEL. 3. Consult o local engineer for Concrete & Foundation Design. < < WP / WHEELER STATION PARACHUTE, CO BY: JH DATE: 4/ 7/10 CK: DATE: JOB #: 5397 DWG #: A3 SPLICE PLATES & BOLTS Splice Mark SP -1 SP -2 Quan Top/ Bat/ Int Type Bolt Dia Length 4 4 0 A325 3/4" 2 1/4" 4 4 0 A325 3/4" 2' ' 'FLANGE BRACES: FBxx (1 or 2) xx=length(in) (1) Dne Side, (2) Two Sides A - 2x2x3/16 /r1" 12 Plate Size Width Thick Length 8" 5/6" 1'-11 3/4" 6" 1/2 V-11 3/4 1'-6 7/16" 1.-o" 0 CAP PLATE BOLTS Col Mark EC -1 Qnt Type Dia Length 4 A325 5/8" 1 3/4" MtMHtH Silt lAtiLt Gni MARK RF1-1 RF1-2 RFI -3 EC -1 WEIGHT 676 847 587 415 WEB DEPTH WEB 'LATE START/END 12.0/12.0 12.0/12.0 12.0/12.0 16.0/16.0 16.0/16.0 16.0/16.0 16.0/16.0 12.0/12.0 12.0/12.0 12.0/12.0 W8x15 THICK 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 0.188 LENGTH 4'-6 1/8" 9'-11 9'-11" 9'-11" 9'-11" 9'-11" 9'-3 3/16' 9'-11" 7'-10 1/16" OUTSIDE FLANGE W x Tx LENGTH 6 x 1/4 x 24'-3 1/8" 8 x 1/4" x 1'-0 1/4' 5 x 1/4" x 38'-10 13/16" 5 x 1/4" x 1'-0 1/4" 5 x 1/4° x 27'-8 1/16" 41'-1 11 16 '-6 1/4" RF 1--2 "i111-11-11-11-11111-711111.11 � 35'6° Crone S°on G-3 0-5 G-2 DH -1 r G-5 G-5 a G-4 G-5 L BA -200 4030 Field 3 -0" 2'-0" SA -12 C 3a7a 6'-4" EC -1 20-3 1/2" s Clearance + 21'_4" 18'-7 1/2" Clearance +/- 19'-8" "-0 1/2� 41'-0" OUT -TO -OUT OF STEEL FRAME CROSS SECTION FOR FRAME LINE(S): 1 tn 4 in 1 1 4 INSIDE FLANGE W x T x LENGTH 8 x 1/4" x 22'-8 1/4" 5 x 1/4" x 38'-10 13/16" 5 x 1/4" x 25'-11 1/8" REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES:: I. 5huct40121 joints *ilh ASS EM Af25 Bods shod be assembled and tightened according to the Tum of the Ad Method" os descnbed in the Specr?"Ketion for Slruclurvl deints using A.125 or A4g0 Bolls 2. Flange Brace hales in girls al sidewall (7 regit) must be field located os regal See detail sheets for mare rnlormob'o. < < WP / WHEELER STATION PARACHUTE, CO BY: ✓H DATE: 4/ 7/10 CK: DATE: JOB #: 5397 DWG #: El SPLICE PLATES & BOLTS Splice Mark Chian Bolt Top/ Bot/ Int Type Dia Length Plate Size Width Thick Length SP -1 SP -2 4 4 2 A325 3/4" 2 1/4" 4 4 2 A325 3/4" 2" 6" 5/6" 3;-1 7/8" 6" 1/2' 3-1 7/8" ''FLANGE BRACES: FBxx (1 or 2) xx=length(in) (1) One Side; (2) Two Sides A - 2x2x3/16 /f1" 12 1'-6 7/16" 0 N MARK RF2--1 RF2-2 RF2-3 WEIGHT 710 1350 710 MEMbLN SILL IA1iLL On! WEB DEPTH WEB PLATE START/END 12.0/13.5 13.5/17.9 17.9/22.9 22.9/23.0 30.0/30.0 30.0/30.0 30.0/30.0 30.0/30.0 30.0/30.0 23.0/19.9 19.9/15.5 15.5/12.0 THICK 0.188 0.188 0.188 0.250 0.250 0.250 0.188 0.250 0.250 0.188 0.188 0.188 LENGTH 3'-0" 8'-6 1/16" 9'-11" 3'-0" 9'-11" 5'-5 5/16" 8'-10 3/8" 9'-11" 3'-1 9/16" 9'-11" 9'-11" 7'-10 1/18' OUTSIDE FLANGE W x T x LENGTH 5 x 1/4" x 24'-3 1/6" 5 x 1/4" x 1'-11 5/16" 5 x 1/4" x 15'-1 13/16" 5 x 3/8" x 8'-10 3/8" 5 x 1/4" x 13'-O 9/16" 5 x 1/4" x 1'-11 5/16" 5 x 1/4" x 27'-8 1/16" INSIDE FLANGE W x T x LENGTH 5 x 3/8" x 21'-7 5/16" 5 x 1/4" x 37'-0 3/4" 5 x 1/4" x 24'-8 5/16" D 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 35'-6" Crane Span N L) r-1 w31 • r REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 ►►i►rite o10 a _ :-11 5j8" 37'-0 7/8" 1'-11 142' - Clearance +/- 41'-0" OUT -TO -OUT OF STEEL 11. FRAME CROSS SECTION FOR FRAME LINE(S): 2 3 4 5 6 7 \m 4 NOTES. t. Structural joints Frith AST A325 Bolls shall be assemEded and lightened according to the 7wn of the Nut Method' as described in the Specikcotbn for Structural Joints using 4373 or AM Bolls 2 flange Brace holes in gds of sidewall (if req'I) must be liield located as req'd See oelad sheets for more ,nlormotion. PROJECT WP / WHEELER STATION O C.) 2E mqc0 v Si; <G PURCHASER: T.P.I. PROJECT WP / WHEELER STATION O C.) 2E mqc0 v Si; BY: ✓H DATE: 4/ 7/10 C K: DATE: JOB #: 5397 DWG #: E2 165'-0" OUT -TO -OUT OF STEEL JULi EAULt FRAME LINE C 84 A LOCATION 0UAN TYPE DIA LENGTH WF -1 - WF -3 WF -2 - WF -3 WF -1 - RF2-3 WF -2 - RF2-3 425 14'-8" 30'-0" E-2 30'-0" 2 0-6 0-9 0-6 G-8 0-6 0-6 SZ G-6 V� $TJ m G-5 SA -12 I3 C I RF1-3 3070 PC -1 Field 4O3o Field 5'-9" I RF2-3 DH -6 BA -200 25-0" FT. sx SZ G-9 0-8 s2 sz. s.� sa_ 30'-0" 1G E-2 14 1:14°. /f/fffAMMO'ff/Tffffffff/f, � ■mss G- 0 IMF DH --6 JAMB CUP BOLTS TO I 3 RF2-3 t0 N DH -6 25'-0" I WIND FRAME CLIPS (TYP.) C IHS RF2-3 29'-8" E-4 30'-0" E-5 25'-0" 165.-0" OUT -TO -OUT OF STEEL 3V-0" E-5 I RF2-1 4030 Feld TYP. 11 PLCS. RF2-1 RF2-1 I RF2-1 30'--0" 29'-8" 4" E-3 0-9 0-8 I G-131 0-12 I 52 CHI RF2-3 N I 2 DH -6 25'-0" m xa. sa si. C I 3 RF2-3 If OH -6 25' -0" C FRAME LINE C G-18 G-9 G-9 30'-0" E-5 30'-0" E-5 8 A325 1 1/4" 3 1/2" 8 A325 1 1j4" 3 1/2" 4 A325 5/8" 1 3/4" 4 A325 5/8" 1 3/4" LOOSE CLIPS / ANGLES FRAME LINE C & A MARK/PARI E3 ID 2 3 4 5 6 CH -24 GCA -2 CEP -1 ZA-7 WFC -1 JC -L JC -R LEI HEADER EL 25-0' a —'-0" FM Locoto LOUVER OPENING TYP. 5 PLCS. (SIN. AT MND FRAME) C I RF2-3 �.�►'''►`►O IREGj'''�. .� ff, Q�D S 'RA T. �S;4l"tp;`. `a '4•1,64/ONAL ► a���tlllllu`IH►►►� 3y0.1 REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 14'- `--'14 f E-6 1 G-181 0-16 } Q-13 0-181 0-9 I — w e 1 — �G422 (-2CB=2 -}- — C-21 — -' -- _ --- -1-- 2/CB-2 0-9 G-6 1 G-9 { I G-13 • `��`� �2j- - IfFrc.9 . 1 L ii G-20 G 9 XF- I G -1'S. G-19 •0-t3 1 R. �1/ I r R NQ) 11 • 4j 0-9 e I 1 BA -200-\4 -1 0-17 ,z' 251 0-91 1 G-17 G-15 1 13 IF. 0-15 R R1 L {j75 ea G-17 i W SA-12 I RF2-1 4030 Feld TYP. 11 PLCS. RF2-1 RF2-1 I RF2-1 30'--0" 29'-8" 4" E-3 0-9 0-8 I G-131 0-12 I 52 CHI RF2-3 N I 2 DH -6 25'-0" m xa. sa si. C I 3 RF2-3 If OH -6 25' -0" C FRAME LINE C G-18 G-9 G-9 30'-0" E-5 30'-0" E-5 8 A325 1 1/4" 3 1/2" 8 A325 1 1j4" 3 1/2" 4 A325 5/8" 1 3/4" 4 A325 5/8" 1 3/4" LOOSE CLIPS / ANGLES FRAME LINE C & A MARK/PARI E3 ID 2 3 4 5 6 CH -24 GCA -2 CEP -1 ZA-7 WFC -1 JC -L JC -R LEI HEADER EL 25-0' a —'-0" FM Locoto LOUVER OPENING TYP. 5 PLCS. (SIN. AT MND FRAME) C I RF2-3 �.�►'''►`►O IREGj'''�. .� ff, Q�D S 'RA T. �S;4l"tp;`. `a '4•1,64/ONAL ► a���tlllllu`IH►►►� 3y0.1 REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 14'- `--'14 f E-6 1 G-181 I G-6 G-6 0-9 I — 1 e G-6 G-9 { I © G-9 0-17 C-17 VIE IfFrc.9 0-9 0-6 0-17 0-24 }I MI -2 -1 0-17 ,z' 251 Il y 1 13 I RF2-1 I RF2-1 3 CI 3a7a RF1-1 geld 2 FOR CABLE BRACING DETAILS REFER TO DETAIL DRAW/NG SHEETS. Field Louie. LOUVER OPENING TYP. 5 PLCS. 3 F/ELD SLOT FLUSH MOUNT GINS FOR CABLE BRAC/NG AS REQ' WP / WHEELER STATION PARACHUTE, CO BY: JH DATE: 4/ 7/10 CK: DATE: J0B # 5397 DWG #: E3 P-5 G-20 G-20 G-20 I EC -1 I PC -2 OFFICE PARTITION AT FRAME LINE B PC -2 20,-0. 111 z OFFICE PARTITION AT FRAME LINE 1.6 .-0: "f111H1i101►1 "not, RE€0;rrff 31 REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 1 etE STEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. Shwctura, joints with AS T.M.. A925 Balls shod he assembled and tightened occarding to the iam of the Nat Method' as descnbed in the Specification for Structure/ Joints using AJ25 or A190 Bolls 2 Flange Brace holes in gists at sidewo// (if req df must be field located as req'd. See deloi/ sheets for more informadan. 1• ,/- 6 Ili G-5 G-5 M I 1 1 , H nn PC -2 20,-0. 111 z OFFICE PARTITION AT FRAME LINE 1.6 .-0: "f111H1i101►1 "not, RE€0;rrff 31 REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 1 etE STEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. Shwctura, joints with AS T.M.. A925 Balls shod he assembled and tightened occarding to the iam of the Nat Method' as descnbed in the Specification for Structure/ Joints using AJ25 or A190 Bolls 2 Flange Brace holes in gists at sidewo// (if req df must be field located as req'd. See deloi/ sheets for more informadan. ,/- a BY: JH DATE: 4/ 7/10 CK: DATE: JOB #: 5397 DWG #: E4 SPLUAL iUu a RVC PLAN 14'-8" 30'-0" E-6 E-5 1 30'-0" 165'-0" OUT -TO -OUT OF STEEL 30'-0" E'-5 az1 E-5 P-2 Typ P-3 30'-0" 2V-8` oio DUAN TYPE 0IA LENGTH WAFT 4 A325 , /2" 1 1 /4" YP 1 L E-5 E-4 P-2 Typ PURLIN LAP ! M11 NM 1111 11 11 11 E-2 3'-1 3/4", 3'-1 3/4" 3'-1 3/41 3'-1 3/4° 3'-1 3/41 3,-1 3/4" E-2 ROOF FRAMING PLAN 3'-1 3/4" 1 E-2 G BA -200 3'-1 3/4" E-3 F10111N1111/00 `ti.• ,�,pq REq/s7 - 44/m►eu111111►o 0 RF2-2 REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 SKYLIGHTS ROOF SHEETING PANELS: 26 Go. B&C -R Ton 0 D 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR /NDMDUAL FRAMING DETAILS REFER TO DETAIL DRAWING SHEETS. 2 FOR CABLE BRACING DETA/LS REFER TO DETAIL DRAWING SHEETS. J. FIELD SLOT FLUSH MOUNT GIRTS FOR CABLE BRAC/NG AS RE40 C` W Q WP / WHEELER STATION caLe PARACHUTE, CO BY: JH CK: DATE: 4/ 7/10 DATE: JOB #: 5397 DWG #: E5 Tr 3L HS -1 HS -1 7r 3L TL 3L HS -1 ,a HS -1 Py 1 T -1L` R_ _J3 1111 3I HS -1 HS -1 4 17 J3 HS FT LHS 473 J3 HS -1 H -I Si GF -5 H5-1 4 HS -1 itr-1 PPL,ti J# H 1 HS --1 FRONT SIDEWALL SHEETING ELEVATION © FRAME LINE C PANELS: 26 Ga. B&C -R - Tan 17 J3 4 HS -1 17 J3 J -i F-1 17 J3 45-1 3�L H5 17 J3 BACK SIDEWALL SHEETING ELEVATION © FRAME LINE A PANELS: 26 Ga. B&C -R - Tan H5-1 7 T— ;:LJ3 H i H5-1 Q 44.445111446 iutjun RE VIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 L: .41 @ilEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR /NDMDLAL SHEETING & TRIM DETAILS REFER TO DETAIL SHEET'S 1. PANEL START DIMENSION IS CENTER OF f7RST HI -RIB TO SEELZ LINE. i IF NO PANEL START D/MENSION SHOWN 7 -HEN START AT S1EEZ LINE. 4. FOR FASTENER SIZES & LOCATIONS REFER TO THE DETAIL SHEETS <7<7 WP / WHEELER STATION LIJC) PARACHUTE, CO BY: JH DATE: 4/ 7/10 CK: DATE: JOB #: 5397 DWG #: E6 U HS -1 N LEFT ENDWALL SHEETING ELEVATION ® FRAME LINE 1 PANELS: 26 Ga. B&C -R - Tan W 1 L RIGHT ENDWALL SHEETING ELEVATION ® FRAME LINE 7 CP -1 001111110n, o.c, 41;,:( 3061 1 "1\ 12 1 1 CF -1, ZA-10 NVONAMe REAMED By Richard T Smith at 7:55 pm, Apr 20, 2010 iez[ SiTEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 h o�¢o 4,1 CD ti O p i " P 0 W 0 W N BY: JH DATE: 4/ 7/10 CK: DATE: JOB # 5397 DWG #: E7 4' 4" 14.-8" 7l 4> RB --1 Ktl-1 115> 165'-0" OUT -TO -OUT OF STEEL 30'-0" T 30' -0" RB -3 ov. 3 0 r _ _ 4 RB -3 30'-0" 30'-0" MtM11Ehi IAEU PART MARK R>1--1 RB -2 RB -3 RB -4 RB -5 Wi8x35\C12x20.i Wi 8x35\C 12x20.7 W18x50\C 12x20.7 W18x50\C 12x20.7 W18x50C12x20.7 ANGLE TABLE oil} LENGTH 14.927 14.927 29.979 29.927 29.927 MARK LENGTH 1 2 3 4 5 CA -1 CA -2 CA -3 CA -4 CA -5 3.792 1.584 1.583 0.777 0.887 ea[ 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 LJ29' 4> 14'-8" 30'-O' 30'-0" R8-3 CRANE PLAN 30' -0" Crane System 1 Elevation: 19'-6 ® R9-4 29'-8" a V.... /O. 45)511bilik tta �l�1lW REVIEWED By Richard T Smith of 7:55 pm, Apr 20, 2010 Low Eave 4" 4" High Eave NOTES.: 1. Siructuraf joints with Asf.M A325 Betts shall be assembled and fighlened according to the lam of the Nut Method" as &seabed in the Spec kation for Structural Joints using A325 or A1.90 &'1s. 2 flanggee Brace holes in girls al sidewoll Cf req d) must he field located as req'd See MO sheets far mare enfermoUan. << WP / WHEELER STATION Q cL BY: JH DATE: 4/12/10 CK: DATE: JOB #: 5397 DWG #: E8 a- 16" 16" 16" 16" 16 EXTERIOR PANELS 16" 16" 16 LINER PANELS 9' 14 x 7/6" S.D.S. PANEL to PANEL) 16" 16" ETC T 12 x 1-1/4" S.D.S. (PANEL to RED IRON) 14 x 7/8" S.D.S. (PANEL to PANEL) r #14 x 7/8" SOS TAPE MASTIC $ CAPILLARY (ROOF ONLY)! GROOVE PANEL SIDELAP DETAIL PANEL to PANEL (STITCH SCREWS) DOOR CHANNEL CH -24. NOTCHED LEGS ATTACH TO OUTSIDE OF GIRT AND THE CHANNEL FITS INSIDE OF DOOR FRAME. ATTACH w/#10 x 1" PANCAKE HEAD SCREWS. GIRT SELF -FRAMING WALKDOOR KIT #10 x 1" PANCAKE HEAD SCREW FLAT SIDE OF GIRT CH -24 CLIP FIELD CUT GIRT �— SELF -FRAMING WALKDOOR KIT #10 x 1" PANCAKE HEAD SCREW DOOR CLIP DETAIL AC1 GIRT TO DOOR FRAME MAKE SURE DOOR FRAME IS PLUMB AND SQUARE BEFORE ATTACHING ALL SCREWS ON CH -24 CLIP. SELF—FRAMING WALKDOOR DETAIL RE.' ROOF FR6dG PLAN FOR LAP DIMENSION (8) 1/2" x 1 1/4" A325 BOLTS ® LAP RE ROOF nwe PLAN FOR LAP D/MENSIQN "CEE" PURLINS LAP _Li BACK - TO - BACK JL FRAME RAFTER FLANGE BRACE - SEE FRAME CROSS SECTION 1/2" BOLT - EA. END SECTION @ PURLIN LAP w/FLANGE BRACE 9 - SCREWS PER PANEL .—#12 x 1 1/4" S.D.S. (Typ.)TIII FASTENER SPACING FOR ROOF PANEL TO EAVE STRUT, FASTENER SPACING FOR WALL PANEL TO BASE ANGLE. 6 - SCREWS PER PANEL L T FASTENER SPACING FOR WALL nziEL TO Ems STRUT. FASTENER SPACING FOR ROOF PANEL TQ PEAK Or HIGHSIQE) PURLIN, FASTENER SPACING FOR THE END OF SOFFIT PANELS. J - SCREWS PER PANEL L* 7 FASTENER SPACING FOR AU. JNTERMEDIATE PURLINS, FASTENER SPACING FOR ALL INTERMEDIATE OPTS, FASTENER SPACING FQR ALL LOCATIONS AT LINER/PARTITIQN PANELS. FASTENER SPACING FQR ALL INTERMEDIATE SOFFIT PURLINS. PANEL to RED—IRON FASTENER SPACING MAIN FRAME ENDWALL RAFTER PURLIN NOTE: CUP IS ON THE DOWN SLOPE SIDE OF THE COLUMN 819 (2) 5/8" x 1 3/4' A325 BOLTS HAND TIGHTEN AND CRIMP THREADS TO ALLOW DEFLECTION OF FRAME RAFTER NON -SUPPORTING ENDWALL COLUMN OR ENDWALL JAMB ENDWALL COLUMN TO RAFTER 1/2" BOLT - EA. END FLANGE BRACE - SEE FRAME CROSS SECTION (IF REQUIRED) FRAME COLUMN 1/2" x 1 1/4" BOLTS GIRT (Typ) SHOP WELDED CLIP (Typ) NOTE• FIELD DRILL HOLES IN GIRT FOR FLANGE BRACES H6 SECTION @ GIRTS TO MAIN FRAME COLUMN EAVE STRUT PURUN #12 x 1 1/4" 5D #12 x 1 1/4" 5D #12 x 1 1/4" GIRT PURLIN BRIDGING ANGLE (BA -200) GIRT BRIDGING ANGLE (BA -200) NOTE: BRIDGING (SAG) ANGLE AT ENDWALLS IS TO ATTACH TO GIRT AS SHOWN AND ATTACH TO THE NEAREST PURLIN ABOVE. PURLIN / GIRT BRIDGING (BA -200) DETAIL 1/2" X 1 1/4" A325 BOLTS ENDWALL COLUMN 0 C6 GIRT ENDWALL GIRT TO COLUMN CUP: WFC -1 w/ (4) 5/5" x 1 3/4 A325 BOLTS. H10 SEE SIDEWALL FRAMING PLAN FOR CONNECTION BOLT REQUIREMENTS WIND -BENT RAFTER WIND -BENT COLUMN SIDEWALL GIRT ZEE ANGLE - ZA-7 or ZA-10, ATTACH TO WEB OF WIND -BENT COLUMN w/#5-TEK SCREWS. WEB OF BUILDING FRAME COLUMN. WIND BENT TO COLUMN CONNECTION USE: SA -12 AT STANDARD GABLE DETAIL USE: CH -100 AT GABLE EXTENSION DETAIL USE: LA -100 AT OPEN ENDWALL DETAIL (NOTE: SA -12 IS SHOWN) 12 X 1 1/4" 505 (AT EACH PURLIN) ROOF PURLIN (2) 1/2" X 1 1/4" A325 BOLTS MAIN FRAME ENDWALL RAFTER A10 FLANGE BRACE w/ (2) 1/2" x 1 1/4" A325 BOLTS (Typ) SECTION THRU FRAME ENDWALL RAFTER SIDEWALL—NN GIRT #5-TEK SCREWS ZEE ANGLE: ZA-10 {FIELD CUT) [$ATTACH ONE NEAR ASE OF COLUMN ALs0) D13 1/2" x 1 1/4" A325 BOLTS RIGID FRAME CORNER COLUMN T - ENDWALL GIRTS TO RIGID FRAME CORNER COLU EAVE STRUT A325 BOLTS/4" ��►►►►nlrrrru�y�� ��1,ti•�4pp0 R ... 3501 GIRT ►dam;. (REVIEWED By Richard T Smith at 7:55 pm, Apr 20, 2010 @ EEO= 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 ► � 1-5: 1_ FOR INDMDUAL FRAM/NG DETAILS REFER TO DETAIL DRAWING S//HJ5. 2. FOR CABLE BRACING DETAILS REFER TO DETAIL DRAW/NG SHEETS. 3. HELD SLOT FLUSH MOUNT GIRTS FOR CABLE BRACING AS REDO <G SHOP WELDED CUP (OUTSIDE) SECTION CLIP: CEP -1 (INSIDE) MAIN FRAME COLUMN ELEVATION SPECIAL EAVE STRUT CONNECTION V j PARACHUTE, CO O V BY: ✓H DATE: 4/ 7/10 CK: DATE: JOB 5397 DWG #: D1 EAVE STRUT A325 BOLTS/4" MAIN FRAME COLUMN SECTION ELEVATION (FLUSH MOUNT GIRTS) EAVE STRUT TO RIGID FRAME L6 SECTION GIRT 1/e X 1 1/4" A325 BOLTS CLIP: GCA -2 JAMB JAMB TO GIRT WALL PANEL 12 X 1 14' 5 (3 -PER FT.) INSIDE CLOSURE ELEVATION TAPE MASTIC ANGLE: SA -12 FOUNDATION FASTENER (BY OTHERS) (BY OTHERS) (REFER TO ANCHOR BOLT PLAN FOR NOTCH SIZE) SECTION THRU WALL PANEL AND CONCRETE FOUNDATION — EAVE STRUT ,- 1/2" X 1 1/4" A325 BOLTS 2 — MAIN FRAME COLUMN SECTION ELEVATION (FLUSH MOUNT GIRTS) ® EAVE STRUT TO RIGID FRAME SECTION HEADER 1/2" X 1 1/4" A325 BOLTS JAMB HEADER TO JAMB SLOPE 1:12 2 9/16" 2:12 3 3/16" 3:12 3 3/4" 4:12 4 5/16" 5:12 5" 6:12 5 5/8" TRIM: EF -1 #12 X 1 1/4' (2 -PER FT.) #14 x 7/8" 5D5 (12" O.C.) OUTSIDE CLOSURE WALL SHEET ELEVATION TR -1 STANDARD EAVE DETAIL INSIDE CLOSURE #12 X 1 1/4" SDS (3 -PER FT.) ROOF SHEET TAPE MASTIC EAVE STRUT JAMB 1/2" X 1 1/4" A325 BOLTS ®.: GIRT TO JAMB CABLE CABLE GRIP ON CABLE II I II 11 .„,mmogi°1 t I It !I Q1 GIRT COLUMN OR RAFTER WEB SLOT IN WEB TO INSERT BRACE EYE BRACE EYE DIAGONAL CABLE, BRACE EYE END #14 X 7/8" SDS (12" O.C.) TAPE MASTIC ROOF SHEET OUTSIDE CLOSURE #12 X 1 I/4" SO (2 -PER FT.) EAVE STRUT WALL SHEET TR -7 TRIM: GF -2 #14 X 7/8" SDS (12" 0.C.) OUTSIDE CLOSURE HIGH SIDE EAVE TRIM DETAIL SECTION COLUMN JAMB COLUMN FG 1 (GIRT) 1/2" X 1 1/4' A325 BOLTS COLUMN TO JAMB CABLE GRIP ON CABLE CABLE EYEBOLT SLOT IN WEB TO INSERT EYEBOLT Q2 ELEVATION EAVE TRIM (or CUTTER) DIMENSION "A" EXTEND GABLE FLASHING PAST EAVE FLASHING THEN CUT GABLE FLASHING BACK TO EAVE FLASHING LEAVING TOP PORTION OF GABLE FLASHING TO COVER ROOF PANEL DIMENSION "B" NOTCH BOTTOM LEG ONLY OF GABLE FLASHING BACK (APPROX. 1") TO EAVE FLASHING NOTE: BOTTOM LEG OF EAVE FLASHING MUST BE NOTCHED SIMILARLY. TR -14 COLUMN OR RAFTER WEB HILLSIDE WASHER NUT w/FLAT WASHER 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 FRAMING DETAILS REFER TO DETAIL DRAWING SHEETS 1. FOR INDN/ Cf art 2 FOR CABLE BRACING DETAILS REFER TO DETAIL DRAWING SHE 1 HELD SLOT FLUSH MOUNT G/RTS FOR CABLE BRAC/NG AS RE00 REVIEWED ROOF PANEL By Richard T Smith at 7:65 pm, Apr 20, 2010 DIAGONAL CABLE, EYEBOLT END GABLE TRIM CP -1 CORNER PIECE (CP -1) BEHIND GABLE & EAVE TRIM. CP -1 CORNER PIECE DETAIL V BY: ✓H DATE: 4/ 7/10 CK: DATE: JOB #: 5397 DWG #: D2 REVIEWED By Richard 7 Smith at 7:55 pm, Apr 20, 2010 THIS OETAIL IS SHOWN STARTING ROOF SHEETING WITH THE CENTERUNE OF FIRST PANEL HIGH -RIB AT STEEL LINE (END OF PURUNS). REFER TO THE SHEETING PLANS FOR PANEL OFFSET IF REQ'D. (UNE -UP ROOF & WALL PANEL HIGH -RIBS). TRIM: GF -2 14 X 7/8" SOS (12" O.C.) TAPE MASTIC ROOF SHEET 112-12 PER X 1 FF1 .)4 SDS ( 14 -PER FFTT.) 7/8" 5DS (2 OUTSIDE CLOSURE WALL SHEET TR -18 STANDARD GABLE DETAIL WALL SHEET #12 X 1 I/4" SO or POP -RIVET TRIM: WJF 1 FIELD TRIM SHEET ® OPENING AS REQUIRED TR -31 JAMB TRIM DETAIL OPENING THIS DETAIL IS SHOWN STARTING ROOF SHEETING WITH THE CENTERLINE OF FIRST PANEL HIGH -RIB AT STEEL UNE (END OF PURUNS). REFER TO THE SHEETING PLANS FOR PANEL OFFSET IF REVD. (UNE -UP ROOF & WALL PANEL HIGH -RIBS). 14 X 7/8" 505 (12" 0.C.) TAPE MASTIC ROOF SHEET 12 X 1 1/4" SOS (12" O.C.) #14 X 7/8" 565 (12" 0.C.) TRIM: SR -1 TR -19 GABLE DETAIL © OPEN WALL WALL SHEET (.12 X 1 1/4" SDS 3 -PER FT.) INSIDE CLOSURE TRIM: H5-1 TR -33 HEADER TRIM DETAIL ENDWALL SHEET 14X 7/8" SDS (12" O.C.) TRIM: CF -1 5_ THIS DETAIL SHOWS ENDWALL & SIDEWALL PANEL HIGH -RIBS CENTERED ON STEEL (GIRT) LINE. REFER TO THE SHEETING PLANS FOR PANEL OFFSET (IF REVD). TR -26 (J14X O.C.) 7/8" SDS 12" SIDEWALL SHEET STD. OUTSIDE CORNER DETAIL WINDOW SILL TRIM: HS -1 (USE HS -2 AT SILLS THAT ARE ABOVE 6'-0") INSIDE CLOSURE WALL SHEET TR -34 1 WINDOW SILL TRIM DETAIL #148 7/5" SOS (12" 0.'.) TRIM: CF -1 PANEL MAY NEED TO BE - TRIMMED OFF FOR CF -1 TO FIT AGAINST ZA-10 ZEE ANGLE: (2A-10) MAY RE FLIPPED IN OPP. DIRECTION TQ CONCEAL TRIM SCREWS. TR -27 GIRT 5-TEK SCREWS 12" 0.C.) CORNER COLUMN 12 x 1 1/4" SDS (24" O.C.) CORNER DETAIL © OPEN ENDWALL S;A• .y ,mss •. ..�� 351 1 1 SINEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES.' 1. FOR INDMDUAL FRAMING DETAILS REFER TO DETAIL DRAWING SHEETS 2 FOR CABLE BRACING DETAILS REFER TO DETAIL DRAWING SHEETS. I FIELD SLOT FLUSH MOUNT GIRTS FOR CABLE BRACING AS READ <(< WP / WHEELER STATION PARACHUTE, CO BY: JH CK: DATE: 4/7/10 DATE: JOB #: 5397 DWG #: D3