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HomeMy WebLinkAboutPlansIMPROVEMENT LOCATION CERTIFICATE 4 &A(Bre DETAIL 1:.0 SO • STIMET ADDRESS: 586 COUNTY PEW 259 P?ca ERTY ocscsaanott mica 1: AI. OF INS APORTII"OFLOTS 4ANO 54FREPrci ir*LLY 'i 3AWWWf RECK AMR $6474 AS PCAT7€D AND F1tED {Ai GARFIEW 4011111Y COL0114D0 RECOM =WED IN Pf SW i/ J/4 elIF OF THE BTU P.AT„ a I NYR�ir IK COL O. A OF LAT) IS WI& FULLY DESCRIBED AS FOL OW 410410010 AT A > 1r� IFHE7VT.'E THE SOUTH 1/4 OF.6EC11I 25BEARS ,5 6.3"39'O4 W 957.43 FEET; Tim M 1'OO`DO. W 900.40 FEET TO A POINT ON THE NORTHERLY LINE OF SNO SW1/4SE1/k' THENCE N 89.26'4'6" E A NG THE NORMERLY LINE 4917.170 FEET 10 IHE NORTHEAST cower or SND SW7/4SEI/4; THENCE 5 OP53''42' E 94115.08 NST ALONG THE EASTERLY LINE OF SAD SMS, f4S£1/' THENCE N 762ror W 229.98 fart INCE $ 8056'12 W 26€.33 FEET, TO THE POINT OF BEGINNING MOWER IWIN A SEW (A NT CONSISTING OF A PYPE LINE MND LEACit l AT A POINT $ 84'56'12' tif rte FN4t1 FROM TIME SOUTH ASE POINT OF The ABOVE DE$CREED PARCEL OF LAND; »ONE SOUTH 75 FEET, W1771 71' EASEMENT BEING 5 FEET ON EACH WE [1F SAID COURSE TO A CORRAL FENCE CORNER THENCE 5 11`00' W ALONG SAID FENCE X 1.121 WITH 71E 11 EMENT BEING 5 FEET EASTERLY AND 40 Ftt; ilr,ESTEF.'#.?" OF SAID COURSE. PAROEL 2. A TRACT OF LAND SITUATE W THE SW1/4SWE1/4, SECTION 25 TOWNSHIP 5 SOUIJ ; RANGE 92 WEST OF THE 6111 P.M. BEING MORE PARTIUL4RLY DESCRIBED AS FOLLOWS' t BEGA"AVIRNG Ar A POINT CW THE SOUTH LIMF QF SAID SW1/4SE1/4, WHENCE 11E SWJII 1/4 CORNER OF SEMI 25 BEARS S 8922'02" w' 14 1-121; THBNCIF N 1'00'00" W 424.26 frttl; THENCE N 84'56'12" E 152.18 FEET; THENCE 5 76'27'877.1 229.96 FEET TD THE EAST UNE OF SAID SW1/4SE1/4; THENCE S 0'5342' F V9.671117 ftE7 ALONG S410 EAST UNE ID THE SOUTHEAST CORNER OF SAID SW1/45'E1 4; THENCE S 8922;02" W 373.71 1-W, THE SOUTH UNE OF SAID SWl/4SE1/4 TO THE I LINT OF BEGINNING 114.15' NOTE- NIS IMPROVEMENT LOC4T/ON CERTIFICATE NOT REPRESENT A 777LE SEARCH NOR WAS A TITLE SEARCH COMPLETED 6Y THIS S IMPROVEMENT LOCATION CERTIFICATE 1 HEREBY CERTIFY THAT THIS IMPROVEMENT LOCATION CERTIFICATE WAS PREPARED FOR ROBERT AND TRACY MAMAS, THAT THIS 1S tialT A LONA SURVEY PLAT 01? IMPROVEMENT SURVEY PLAT, AND THAT IT 1S NW TO BE RELIED UPON FOR THE ESTA&LISHIIDrT &' PENCE, BUILDING, OR OTHER FUTURE 1 W'ROIEMENT Ll 1 FURTHER CERTIFY THAT THE IMPROVEMENTS ON THE ABOVE DESCRIBED PARCEL ON THIS DAT& JULY 4, 2006, EXCEPT UTILITY CONNECTIONS, ARE ENTIRELY WITHIN THE fikX.INDARIES OF THE PARCEL, EXCEPT AS SN10WV THAT THERE ARE NO ENCROVIMMENTS UPON THE DESCRIRED PREMISEX EXCEPT AS INDICATED, AND THAT THERE IS NO APPA 'ENT EVIDENCE OR e- OF ANY EASEMENT CROSSING OR Q NG ANY ,P D.ri87LZ C_ N11 FIOL3ON COLORADO REGISTERED P.LS_ 34585 PARCEL, EXCEPT,' NOTED it\ In N 89'26'45" E 490.00' 0' 100' 2" 1 601 - 100 FEET • - FOUND NiellerAND GW PARCEL 1 g 84'5,12" W 152.18' RCAO EASEMENT L2, II 'N. moo` 1_ J7 1 SEPTIC EASEMENT A1PPROVED SIJBJECT TO NOTED EXCZPTIONS & INSPECTIONS GARFatereOVNTIT: 7,1 )3�= �= `-"mss Date Afel.$fir 2'02" w 373.71 FIELD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE Page of 27'p7. 229.9R' PARCEL 2 3O Raw EASEMENT w P1 Masias,-Rabert 6 Tracy garage @ 588 CR 250, Silt 8LRF-8-09-122D/6flS9 6'F'6C/E. DRAWN M': A.DUNSNORE ENGINEER: J.LARSEN NUMBER: 90385 FOUNDATION NOTES: 1. Design Information and Loads A. Foundation design in accordance with 2006 International Building Code using the reactions provided by the metal building manufacturer for the following design criteria. B. Ground Snow Load 64.3 psf ' Roof Snow Load 45 psf — C. Wind Speed 90 mph — Exposure C r D. Seismic Coefficient 0.571 E. Seismic Design Category C F. Frost Depth NA 2. Earthwork A. An allowable soil beoring pressure of 1500 psf was used for design. B. The building pod ores shall be stripped of all frozen soil, debris, vegetation, and topsoil. All fill soils and any remaining loose natural soils shall be excavated to expose able naturol soils. _ C. Proof roll the entire building pad area to locate and remove all soft spots. Replace with compacted structural fill. �. ace all footings and slobs on undisturbed natural soil or on property compacted structural fill. Contractor shall verify that soil under footings is suitoble to support footings. E. Structural Fill: Structural fill should consist of well—graded sandy grovels with a maximum particle size of 3 inches and 5 to 15 percent fines (materials passing the No. 200 sieve). The liquid limit of fines should not exceed 35 and the plasticity index should be below 15, All fill soils should be free from topsoils, highly orgonic material, frozen soil, and other deleterious materials. Structural fill should be placed in maximum 8—inch thick loose lifts at a moisture content within 2 percent of optimum and compacted to at least 95 percent of modified proctor density (ASTM 01557) under the building and 90 percent under concrete flatwork. ROBBIE MASIAS SILT, COLORADO T.P.I. 3. Concrete and Reinforcement A. Concrete Strength i. 3000 P.S.I. for foundations ii. 3500 P.S.I. for slabs Hi. 2500 P.S.I. used for design B. Rebor — ASTM A615 grade 60 C. Slabs and grade beams shall not have joints in a horizontal plane. All reinforcement shall be continuous through all construction joints. D. Sawn joints in slabs on grade shall be made as soon as possible without damage to the surface. E. Minimum clear concrete cover for reinforcement shall be as follows unless noted otherwise: i. Concrete placed directly against earth — 3 inches ii. Formed surfaces exposed to weather or eorth: a. #5 bars or smaller — 1 1/2 inches b. #6 bars or lorger — 2 inches c. Slabs on grade as shown in details F. Minimum length of lapped splices shall be as follows unless noted otherwise, Stagger splices in walls so that no two adjacent bars ore spliced in the same location, unless shown otherwise. Make all bars continuous around corners or provide corner bars of equal size and spacing. Bar Size Lap Length Bar Size Lop Length f#3 15" #6 30" #4 20" #7 45" #5 25" #8 60" G. Control joints are not required structurally, but may be used to control cracking of the owners/contractors option. Control joints shown are at suggested locations, actual joint locations are to be determined by the concrete contractor. H. Floor slob thickness and reinforcing shown in these drawings are adequate to support tricot uniform loads only. Mountain View Engineering has not designed the slab for any large concentrated forces such as those from storoge racks or heavy equipment, J. Welding of rebar is not allowed unless specifically indicated in the drawings. All rebar shall be tied; tack welding of rebar joints in grode beams, walls, or cages is not ollowed. Where welding of rebar is shown in the drawings, all rebar to be welded shall be ASTM A706 Grade 60. 4. Anchor Rods A. Anchor rods shall be ASTM F1554-36 material (or equal). 5. Special Inspections A. Special inspections of concrete footings, grade beams, walls, and slabs are not required as per Exceptions 1, 2.3, 3, 4, & 5 to IBC Section 1704.4. Third party special inspection of reinforcing placement need only be performed where specifically required by the building official. B. All anchor rods/bolts have been designed in accordance with ACI 318 Appendix D as allowed by IBC Chapter 1912, therefore the special inspection of anchor rods/bolts as required by IBC 1911.5 does not apply. C. Special inspection of rebar welding is required (if any is used). 6. Miscellaneous A. The contractor shall notify engineer of any variations in dimensions. 8. It is the responsibility of the contractor to ensure that the depth of the bottom of the foundation is far enough below the adjacent grade to ensure odequote frost protection. C. The engineer is not responsible for any deviations from these plans unless such changes are authorized in writing by the engineer. APPROVED SUBJECT TO NOTED £YCEPI IONS & INSPECFION$ GARFIELD COUNTY BUILDING DEPARTMENT FIELD COPY NO INSPECTION WITHOUT THESE PLANS ON SITE Page of AUG 0 6 2009 s51E- It,es.. FfA^o o e nvo:,d lopes, ll,e eng�nee SHEET TITLE: FOUNDATION NOTES ROBBIE MAS!AS z z SILT, COLORADO p CONTRACTOR: T.P.I. m 1=' 4 to • 1 1 SHEET NUMBER: F-0 36`-3" 17'--8" 17'-8" L 5 CV iV • TYPICAL ANCHOR ROD DIMENSIONS DIA. LENGTH J,LARSEN - 90385 :iiii TCP OF h8 i i" 12" CONCRETE 14" K 5 a i" 16" Cg i" 20" Ea 1" 24"' 25 A: ,.,:. 11» 27"OPTION HEADED BOLT TACK OPTION 8: THREADED 1i* 30" WELD ROD 11TH NUT /::\T t/— —\ #4 HAIRPIN WITH 4'-0" LEGS (Pi?. AT ALL F1, F3, & F4 FOOTINGS) 4" CONCRETE SLAB WITH #3 BARS 0 18" 0.C. '''''''''----\-- CONTROL JOINTS, SEE DETAIL 8 SHEET F-2 AND NOTE 3G SHEET F-0 ,f.;\INDICATES APPLICABLE FOOTING DETAIL. FOUNDATION PLAN SCALE: 1/4"=1- 0" OMIT SHEETING NOTCH AT DOOR OPENING NOTE: COORDINATE THIS DRAWING WITH THE B & C STEEL ANCHOR BOLT PLAN. rt� 1 r A/rrum(ifl i l t•� AUG D 6 2009 NO1E: Dese plans are invalid unless the engineer's signoture is in blue ink a O a 0 • ROBBIE MASIAS SILT, COLORADO 2 F b U 1 PLAN ISSUE DATES DESCRIPTION: FOR PERMIT IMAM AGiKFIR J,LARSEN r4182 90385 :iiii h8 i SHEET NUMBER: F -1 9Y A.WNSMORE IMAM AGiKFIR J,LARSEN r4182 90385 6. W co J a z iii 0d iu0 .rt 0 w z loo 0 0 =i a 4 D u� 1- R g dr .11011101.0.00940. 0 a a I SHEET NUMBER: F-2 DRAW BY.' 3'-6" AMER J.1ARSEN 2'-a" 90385 2'-6" 10" 1'-8" j' 2'-2" 1'-4" --1, 1 I A.(' 1� I a o LO SIDEWALL I ° ° ENDWALL en A ' ' I #4 HAIRPIN WITH I 4'-0" LEGS #4 HAIRPIN W111-1- 4'-0" LEGS i A 00 V L I 4 o A.R.,`, 1.-0" 1'4" 1, t j, 1'-D" ANCHOR RODS 1i"x1'1" SHEETING NOTCHNOTCH MIN. #6 BAR ALONGSIDE EACH ANCHOR ROD 4" CONCRETE SLAB WITH #4 HAIRPIN CENTERED IN SLAB 4" CONCRETE SLAB WITH #4 HAIRPIN CENTERED IN SLAB MIN. ANCHOR RODS 11"x11" SHEETING f _ #6 BAR ALONGSIDE EACH ANCHOR ROD 4" CONCRETE SLAB WITH #3 BARS 0 16" Q.C. MIN. ANCHOR RODS 1"x1"SHEETING NOTCH #4 HAIRPIN WITH I I- 1`-0" 4'-O" LEGS #6 BAR ALONGSIDE EACH ANCHOR 4" CONCRETE SLAB WTH #4 HAIRPIN CENTERED IN SLAB i MIN. ROD ANCHOR 1 "x1 " NOTCH RODS SHEETING 5� �>,�r` II•i = Vw _ 1II- df. I1E10iI pion r1- 11E111 ;Ol w CII �1= rIIr",. Ir�II 1.-4" (3) #4 BARS EACH WAY o I ° (3) #4 BARS EACH WAY 1'-0" (4) #4 BARS EACH WAY o •. CONTINUE THICKENED EDGE REINFORCING THROUGH FOOTING F4. ENDWALL MIN. FOOTING DETAIL 2'-O" SQ. I I 2'-6" SO. M (1 c� „ 3 -6 SQ. CORNER FOOTING DETAIL SIDEWALL FOOTING DETAIL ENDWALL FOOTING DETAIL 1/2"=1'-0" 1/2"=1'-0" 1/2"4-0" _ . 1/2"4-0" . .. 4" CONCRETE 13"x1 " SHEETING SLAB WITH #3 NOTCH BARS 0 18" O.C. KEYED FORM TO BE REMOVED BEFORE ADJACENT SLAB IS POURED NOTE: imoir,�/ ir�Q These pions •'''` G.,. ... E /STCC� ; .` 0. '✓ rG / /�' a. • f� / 4\• I 'OVAL E� \\\\\ i�'E�1I11I111ill tt}' AUG 0 6 201)9 ore invalid unless the engineer's signolure is in blue ink KU 4" CONCRETE SLAB WITH #3 BARS 18" O.C, 'SAW CUT, OF THE SLAB THICKNESS, FILL WITH SELF -LEVELING SEALANT -11 X141 -III: 1 _ 111-111=1 7i =111] (4) #4 CONTINUOUS HORIZONTAL BARS 1MIN N AS SHOWN THICKENED SLAB EDGE 4"CONCRETE SLAB WITH SAW CUT SAW CUT SHOULD BE MADE AS SOON #3 BARS 0 18" O.C. AS POSSIBLE AFTER HARDENING. CONTROL JOINTS 1 /2"=1'-O" 1/2"4-0" 6. W co J a z iii 0d iu0 .rt 0 w z loo 0 0 =i a 4 D u� 1- R g dr .11011101.0.00940. 0 a a I SHEET NUMBER: F-2 DRAW BY.' A.DIINSIICRE AMER J.1ARSEN mum 90385 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 18' TRIM: EF—I 112 X 1 1/4" 5D (2—PER FT.) #14 x 7/8' SOS (12' D.C.) OUTSIDE CLOSURE WALL SHEET TR -1 TRIM; RC 1 ROOF SHEET STANDARD EAVE DETAIL INSIDE CLOSURE 112 X 1 1/4' 905 (3—PER FT.) ROOF SHEET TAPE MASTIC EAVE STRUT /14 X 7/8" 505 (12' 0.C.) 112 X 1 1/4' SOS (2—PER FT.) OUTSIDE CLOSURE TR -23 RIDGE DETAIL WINDOW SILL 112 X 1 1/4 S (2—PER FT.) TR -34 TRIM: HS -1 (USE 149-2 AT SILLS THAT ARE ABOVE 6'-0") INSIDE CLOSURE WALL SHEET WINDOW SILL TRIM DETAIL "A• 'B� EAVE TRIM (or GUTTER) DIMENSION 'A' EXTEND GABLE FLASHING PAST EAVE FLASHING THEN CUT CABLE 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 ROOF PANEL GABLE TRIM CP -1 CORNER PIECE (CP -1) BEHIND GABLE dr SAVE TRIM. CP -1 CORNER PIECE DETAIL ENDWALL SHEET 12" 14X 0.0.) 7 8" 505 TRIM: CF -1 THIS DETAIL SHOWS ENDWALL dr SIDEWALL PANEL HIGH—RIBS CENTERED ON STEEL (GIRT) UNE. REFER TO THE SHEETING PLANS FOR PANEL OFFSET OF REVD). TR -26 11214' 0..) X 7 8" SDS r'4 SIDEWALL SHEET STD. OUTSIDE CORNER DETAIL TRIM: RC -1 (RIDGE CAP) ROOF PANEL EXTEND TOP PART OF RIDGE CAP 1-1/2" PAST PEAK BOX & BEND DOWN 90 DEG. TO SEAL OFF OPENING BETWEEN RIDGE CAP & PUJ( BOX. FASTEN WITH SCREWS OR POP RIVETS. GABLE FLASHING FIELD CUT BOTTOM LEG OF RIDGE CAP AT APEX TR -15 WALL SHEET PEAK BOX (MA— ) PEAK BOX (APEX) DETAIL 412 X 1 1/4' SD or POP—RIVET TRIM: WJF 1 FIELD TRIM SHEET 0 OPENING AS REQUIRED TR -31 JAMB TRIM DETAIL OPENING THIS DETAIL IS SHOWN STARTING ROOF SHEETING WITH THE CENTERUNE OF FIRST PANEL HIGH—RIO AT STEEL UNE (END OF PURUNS). REFER TO THE SHEETING PLANS FOR PANEL OFFSET IF REQ'D. (UNE—UP ROOF d< WALL PANEL HIGH—RIBS). 14 X 7/8' SDS 12' 0.0.) TAPE MASTIC ROOF SHEET 2—PE12 xR 1 FT.) 1 4 SD 1-4 PER FFr 7/8".) SDS 2 OUTSIDE CLOSURE WALL SHEET TR -18 STANDARD GABLE DETAIL WALL SHEET 12 x 1 1/4. SOS (3—PER FT.) INSIDE CLOSURE TRIM: 115-1 J HEADER TRIM DETAIL WTEIEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR INONIDUAL FRAYING DETAILS REFER TO DETAIL DRQNNYG SHEETS 2. FOR GABLE BRACLNG DETAILS REFER TO DETAIL DRAWING SHEETS: 1 FIELD SLOT FLUSH YOUNT GIRT'S FOR CABLE BRACING AS REO D. <a AUG 0 6 2009 BY: BWT CK: DATE: 7/30/09 DATE: JOB #: 5231 DWG #: D3 f GENERAL NOTES: THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED FOR THE LOADS AND CONDITIONS SHOWN ON THESE DRAWINGS. CONSULT 8&C STEEL CORP. BEFORE ANY ALTERATION TO THE STRUCTURAL SYSTEM IS DONE OR REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS. B&C STEEL WILL ASSUME NO RESPONSIBIUTY FOR ANY LOADS THAT ARE NOT INDICATED. THIS METAL BUILDING IS DESIGNED IN ACCORDANCE WITH STANDARD PRACTICES WHICH ARE BASED UPON PERTINENT PROCEDURE AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS & CODES: 1. THE AMERICAN INSTITUTE OF STEEL CONSTRUCT/QN.: "SPECIFICATION FOR THE DESIGN, FABRICATION & ERECTION OF STRUCTURAL STEEL FOR BUILDINGS . 2. AMERICAN IRON & STEEL INSTITUTE.' 'SPECIFICATION FOR THE DESIGN OF COLD -FORMED STEEL STRUCTURAL MEMBERS' T AMERICAN WELDING SOCIETY: 'STRUCTURAL WELDING CODE:' AWS 01.1 4. METAL SOLOING MAN11EE4CTTJRERS ASSOCL4TION.• "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 THAN COLO -FORMED SECTIONS) HAVE A MINIMUM YIELD POINT OF 50 KI.S.I. FOR FLANGE & WEB AS REQ'D. BY DESIGN. MATERIAL PROPERTIES OF HOT -ROLLED MEMBERS (WOE FLANGE BEAMS, ETC.) SHALL BE MINIMUM 50 K.S.L. MATERIAL PROPERTIES OF COLD -FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM A-570, GRADE 55 WITH A MINIMUM YIELD POINT OF 55 K.S.I. 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 IN THE SPECIFICATION FOR STRUCTURAL JOINTS USING A.S.T.M. A-325 OR A-490 BOLTS (11-13-85) UNLESS OTHERWISE NOTED. ALL STEEL MEMBERS EXCEPT BOLTS & FASTENERS SHALL RECEIVE ONE SHOP COAT OF IRON OXIDE CORROSION INHIBITNE PRIMER (UNLESS SPECIFIED OTHERWISE IN THE CONTRACT DOCUMENTS). BUILD/NG LOADS / DESCR/PT/ON: WIDTH; 24 LENGTH: 36 HEIGHT: 12 /12 (BUILDING DIMENSIONS ARE NOMINAL. REFER TO PLANS). BUILDING LOCATION: SILT, CO THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY : /BC 06 THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD: COLLATERAL LOAD: ROOF LIVE LOAD: ROOF SNOW LOAD: BASIC WIND SPEED: SEISMIC DESIGN CAT: SEISMIC COEF: 3 2 20 C 0.571 PSF (ROOF PANELS, PURLINS, ETC.) PSF PSF PSF MPH,EXP:LI CRANE INFO (IF APPLICABLE) CRANE TYPE: TRE , CAPACITY: THOUSAND POUNDS IMPORTANCE FACTORS: SNOW: 1.00 SEISMIC: 1.00 OTHER DESIGN CONSIDERATIONS: WIND: 1.00 PURCHASER RESPONS/B/LIT/ES: APPROVAL OF B & C STEEL CORPORATION DRAWINGS INDICATE THAT B & C STEEL CORP. CORRECTLY INTERPRETED AND APPLIED 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 RISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY 8 & 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 "AFPROVED' OR "APPROVED AS NOTED" CHECKED IN THE BOX BELOW, IT IS 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 & ROOFING PANEL STORAGE INSTRUCTIONS: SIDING & ROOFTNC PANEL BUNDLES EXPOSED TO MOISTURE SHOULD 8E ELEVATED ON ONE END FOR DRAINAGE. BUNDLES EXPOSED TO MOISTURE FOR EXTENDED PERIODS OF AME SHOULD BE TARPED. COMMON ABBREVIA T/ONS & P/ECF MARKS: 1. EW 2. SW 3. SIM. 4. TYP. 5. BS 6. NS 7. FS 8. SL 9. CL 10. MF 11. LT 12. WF 13. RF = ENDWALL) • SIDEWALL) = SIMILAR) = TYPICAL) = BOTH SIDES) = NEARSIDE) = FARSIDE) = STEEL LINE • CENTERLINE) = MAIN FRAME) = LEAN-TO) = WIND FRAME) = RIGID FRAME) 14, QTY = 15. QNT 16. EL = 17. ELEV .- 18. 18. F.F. = 19. T.O.B. 20. DIA = 21, GA 22. EC- = 23. ER- = 24. RFI- = 25. N/A = 26. 0.C. = QUANTITY QUANTITY ELEVATION) ELEVATION FINISHED FLOOR) TOP OF B:rii,$) DIAMETER) GAGE) ENO ALL COLUMN) ENDWALL RAFTER) RIGID FRAME) NOT APPUCAaLE) ON CENTER) 27. 0- = 28. P- = 29. E- = 30.J- = 31. H- = 32. DJ- _ 33. OH- = 34. WJ- 35. WH- = 36. LOC = 37. REQ'D= 38. EXIST.= 39. CONC.= GIRT) PURLIN) EAVE STRUT) MISC. JAMB) MISC. HEADER) DOOR JAMB) DOOR HEADER) WINDOW JAMB) WINDOW HEADER) LOCATION) REQUIRED) EXISTING) CONCRETE) f BUILDING PANEL & COLOR SCHEDULE DESCRIPTION TYPE COLOR GAGE ROOF PANEL B&C - 'PBR" RUSTIC RED 26 WALL PANEL B&C - "MR" ASH GRAY 26 SOFFIT PANEL CORNER TRIM ASH CRAY FRAMED OPENINGS LINER PANEL `OTHER (SPECIFY) PARTITION PANEL FACIA FRONT PANEL FACIA BACK PANEL i (NOTE. SOFFIT PANEL COLOR WILL BE WALL PANEL COLOR /F NOT SPECIFIED) BU/LD/NG TRIM COLOR SCHEDULE DESCRIPTION COLOR GABLE / RAKE ASH GRAY EAVE TRIM ASH GRAY GUTTER TRIM DOWNSPOUTS CORNER TRIM ASH CRAY FRAMED OPENINGS ASH GRAY `OTHER (SPECIFY) (NOTE: DOWNSPOUT COLOR WILL BE WALL PANEL COLOR /f NOT SPEC/F/ED) ACCESSORIES /NCL UDED: QTY: DESCRIPTION: 1 FIELD LOCATED 3o7oM SF WALKDOOR K/T 2 FIELD LOCATED 4o3o THERMAL SLIDER WINDOW PURCHASER: TP/ /NDOSTR/AL PROJECT: ROBB/E 41,45/45 JOB NUMBER: 5231 P.O. BOX 1099 - SCOTTSBLUFF, NEBRASKA 69363-1099 PH: (308) 632-6188 FAX: (308) 632-7172 REVISIONS: I,D DESCR/PT/ON DAT( • NOTE: APPROVAL IS NOT COMPLETE UNLESS THE "NEED COLOR" STATEMENTS ARE REPLACED WITH A COLOR. !9L05(�gCL�i� cONPTfOW" APPROVED SUBJECT TO NOTED EXCEPTIONS & INSPECTION GARFIELD COUNTY BUILDING DEPARTMENT Die;. � ' v• '--. �' COPY restwersco %fAK TIME IWO OW Mt'. maw Etif AUG 0 6 2009 5 1 /2" 36"-3" OUT—TO—OUT OF CONCRETE 17'-8" 17'-8" �5 1/2" 5 1/2" M 17'-8" X—Bracing 17'-8" ANCHOR BOLT PLAN NOTE: All Base Plates 0 100'—O" (IJ.N.) ANCHOR BOLT SUMMARY Qty Lot Dia Type Proj (in) (in) O 4 JAMB'S 1/2" A307 2.50 28 C0L'MS 3/4" A307 3.00 5 1/2" 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: I. REFER TD SHEET A2 t& AJ IF REDO) FOR REACTIONS & DETAILS 2 DIMENSIONS AT OPENINGS ARE TO FACE OF JAMBS SEE DETAILS 3 ANCHOR BOLTS TO 8E SET TO f f/8' IN LOG417ON & ELEVATION. O , C V 2 co 1 X LOCATION: SILT, CO N 1 -1.-. 13o I N M1 W uA C co I m®p N- ®� C 0a I <Center—Center of Outer Set of Bolts> BO urn' �� °° nH inn 04m • 5 1/2" M 17'-8" X—Bracing 17'-8" ANCHOR BOLT PLAN NOTE: All Base Plates 0 100'—O" (IJ.N.) ANCHOR BOLT SUMMARY Qty Lot Dia Type Proj (in) (in) O 4 JAMB'S 1/2" A307 2.50 28 C0L'MS 3/4" A307 3.00 5 1/2" 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: I. REFER TD SHEET A2 t& AJ IF REDO) FOR REACTIONS & DETAILS 2 DIMENSIONS AT OPENINGS ARE TO FACE OF JAMBS SEE DETAILS 3 ANCHOR BOLTS TO 8E SET TO f f/8' IN LOG417ON & ELEVATION. (r) i LOCATION: SILT, CO QZ CQO ik as PURCHASER:TPI INDUSTRIAL (r) i LOCATION: SILT, CO QZ CQO ik W470 BY: BWT DATE: 7/30/09 CK: DATE: JOB 5231 DWG #: Al DETAIL 8" 1 ° 0 Dia= 1 /2 DETAIL B Dia= 3/4" DETAIL C sw Dio= 3/4 8" N See Plan 2" 2" DETAIL D SW � 1STEEL (GIRT) LINE 4 • PERIMETER SHEETING NOTCH DETAIL OMIT AT OVERHEAD DOORS, WALKDOORS AND AT OTHER LOCATIONS AS SHOWN ON THE ANCHOR BOLT SETTING PLAN. 000,Npo Re 'PA9AL E‘ 1.7 "nrprryTte° AUG 0 6 2009 2535 N. 10th ST. GERING, NE 69.341 (308) 632-6188 NOTES. 1. Anchor Bolts and other embeded items ore not by 8&C STEEL. 2. Foundation and other Concrete Design is not by B&C STEEL. 3. Consult a local engineer for Concrete & Foundation Design. PROJECT. ROBBIE MASIAS Locar�on! SILT, CO << 0 W v j PROJECT. ROBBIE MASIAS Locar�on! SILT, CO BY: BWT DATE: 7/30/09 CK: DATE: 5231 DWG #: A2 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 are 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 reoctions are based on the following building data: Width (ft) Length (ft) Eave Height (ft) Roof Slope (rise/12 ) Dead Load (psf ) Collateral Load (psf ) Live Load (psf ) Snow Load (psf ) Wind Speed (mph ) Wind Code Exposu re Closed/Open Importance Wind Importance Seismic Seismic Design Category Seismic Coeff (Fa*Ssg) = 24.0 = 36.0 = 12.0/ 12.0 = 1.0/ 1.0 = 3.0 = 2.0 = 20.0 = 45.0 = 90.0 = IBC 06 = C = C 1.00 = 1.00 = C = 0.57 5. Loading conditions are: 1 DL+CL+SL 2 DL+CL+SL+Slide 3 DL+CL+0.75SL+0.75WL1+0.75SIide 4 DL+CL+0.75SL+0.75WR 1 +0.75S6de 5 0.600L+WL2 6 0.600L+WR2 7 0.600L+LnWndl+LWIND1-L2E 8 0.600L+LnWnd 1 +LWIN01 _R2E 9 1.05DL+ 1.05CL-0.70SeisL 10. 0.600L+WL2+WS 11 0.600L+WP+LnWnd1 12 DL+CL+0.75SL+0.75WR2+0.75W5+0.75SIide 13 0.600L+WR2+WS 14 0.600L+WP+LnWnd2 LOADING NOMENCLATURE 01 = Dead CL = Collaterol IL = Live SL = Snow WL1 = Wind Lett (with +Gpi) WR1 = Wind Right(with +Gpi WL2 = Wind Left (with - pi WR2 = Wind Right (with -Gpi LnWnd1 = Longitudinal Wind, case 1 LnWnd2 = Longitudinal Wind, case 2 WP = Wind Pressure WS = Wind Suction SeisL = Seismic Left SeisR = Seismic Right LnSeis = Longitudinal Seismic E PAT_LL = Endwall Pattern Live E PAT SL = Endwall Pattern Snow E 1JNB_SLL = Endwall Unbalanced Snow Left E UNB_SLR = EndweR Unbalanced Snow Right F PAT_LL = Rigid Frame Pattern Live F PAT_SL = Rigid Frame Pottern Snow F UNB_SLL = Rigid Frame Unbolonced Snow Left F UNB_SLR = Rigid Frome Unbalanced Snow Right E# Endwall number 1 - Left endwall 2 - Right endwall F#CRANEA#= Crane looding - Frame number A - Auxiliary load Id FRAME LINES: 2 3 - COLUMN LINE RIGID FRAME: MAXIMUM REACTIONS Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin 2 A 2 E 4 3.1 2 2.9 6 2.1 1 -2.9 9.5 13.9 -1.8 13.9 5 -2.1 -1.8 7 0.4 -4.0 3 -3.1 9.5 8 -0.4 -4.0 RIGID FRAME: MAXIMUM REACTIONS Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin 3 A 3 E 4 1.3 2 1.2 6 0.8 1 -1,2 4.1 5 -0.8 -0.6 5.9 7 0.2 -1.9 -0.6 3 -1.3 4.1 5.9 8 -0.2 -1.9 ENDWALL COLUMN: MAXIMUM REACTIONS Frm Col Line Line Load Id Column Reactions (k ) Hmox V Load Hmin V H Vmax Id H Vmin 1 A 10 0.5 12 0.4 1 C 13 0.9 2 0.0 1 E 13 0.5 2 0.0 3 0 13 0.7 9 0.0 3 B 13 0.7 9 0.0 -1.7 11 -0.4 -0.4 2.4 10 0.5 -1.7 -2.4 11 -0.9 -1.3 6.8 13 0.9 -2.4 -0.6 11 -0.4 -0.4 2.4 13 0.5 -0.6 0.0 14 -0.6 0.0 0.0 0.0 14 -0.6 0.0 0.0 BRACING REACTIONS ± Reactions (k ) ---Wall-- Col --Wind--- -Seismic- Loc Line Line Horz Vert Horz Vert LEW 1 F_SW E R_EW 3 B_SW A A ,C 1.2 1.1 0.3 0.3 2 ,3 1.0 0.6 0.6 0.3 Rigid Frame At Endwali 3 ,2 1.0 0.6 0.6 0.3 Panel Shear (Ib/ft) Ag eTEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. Anchor Bolts and other embeded items are not by &C STEEL. 2 Foundation and other Concrete Design is not by B&C STEEL. Consult o local engineer far Concrete & Foundation Design. << AUG 0 6 2009 BY: BWT CK: DATE: 7/30/09 DATE: J°B 5231 A3 DWG #: 1 BULI MULL FRAME. UNE 1 & 3 LOCATION ER-1/ER-2 Cor_Column/Raf EC-2/ER-2 Col umns/Raf OUAN TYPE DIA LENGTH 4" 4 A325 5/8" 1 3/4" 2 A325 18" 1 3/4" 12 24'-0" OUT—TO—OUT OF STEEL 12'-0" 12'-0" SA -12 SA -12 ER -2 II r ' �\ \ \ G-1 / / / / /X e G-1 u Iu IN \ \ \NY / / / G-1 I / / \ / / 9 G-1� 8A -2O0 / G j / / SA -12 \ co ":?\,. \ H EC -1 1 EC -2 LEFT ENDWALL FRAMING ELEVATION © FRAME LINE 1 H EC -3 12 LD05L CLINS / ANt,LES FRAME LINE 1 & 3 ❑ 1D 6 MARK/PART ZA-7 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NW ck 0 0 , g 1 j PROJECT.ROBB/E MASIAS O v O V O O ni "] O< < PURCHASER:TPI INDUSTRIAL PROJECT.ROBB/E MASIAS O v O V BY: BWT CK: DATE: 7/30/09 DATE: `Ina #. 5231 DWG #: El SPLICE PLATES & BOLTS Splice Mark Quon Bolt Top/ Bo] Int Type Dia Length Plate Size Width Thick Length SP— I 4 4 0 A325 3/4" 2" 6" 1/2" 1'-7 3/4" \/FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in) A — 2x2x3/16 Qt" 12 2'-0 1 2" MEMtitK SFLE !ABEL on) MARK RFI -1 RF1-2 WEIGHT 214 226 WEB DEPTH START/END WEB PLATE THICK LENGTH OUTSIDE FLANGE WxTxLENGTH INSIDE FLANGE W x Tx LENGTH 7.4/ 7.4 7.4/ 7.4 12.0/12.0 12.0/12.0 0.188 0.250 0.188 0.188 8'-3 3/4" 3'-0' 8'-4 5/16" 3'-0" 5 x 1/4" x it' -3 1/8' 5 x 1/4" x 7 5/6" 5 x 1/4" x 11"-3 5/16' 5 x 3/8" x 9.-11 7/8" 5 x 1/4" x 11'-3 5/16' 12'—O F839A(1) FB39A 1 FB A(1) LF639A 1 <n 22'-8" 8" Clearance +/- 24'-0" OUT—TO—OUT OF STEEL FRAME CROSS SECTION FOR FRAME LINE(S): 2 LJ 12 AUG 0 6 2009 D 4 o, 2535 N. 10th ST. GORING, NE 69341 (308) 632-6188 NOTES: 1. Structural joints with ASTM. A325 Bolts shall be assembled and- - tightened according to the 7um of the Nat Method" as described M the Specificalron for Structural Joints using 4325 or A1.90 Sdts. 2 Range Brace holes in girls at sidewa/l Of req d) must be field located as req d See detail sheets for more information. << BY: BWT DATE: 7/30/09 CK: DATE: JOB #: 5231 DWG ij: E2 0- 0 0 SPLICE PLATES & BOLTS Splice Mark Quan Top/ Bat/ Int Type Dia Length Plate Size Width Thick Length SP -1_ 4 4 0 A325 3/4" 1 3/4" 5" 3/8" 1'-7 3/4" \/FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in) A - 2x2x3/I6 1 12 2'-O 1 2' MARK WEIGHT RF2-1 179 RF2-2 1F2-3 219 179 MEN[6LN SILL (ABEL tin, WEB DEPTH WEB PLATE START/END THICK LENGTH OUTSIDE FLANGE W x T x LENGTH INSIDE FLANGE W x T x LENGTH 7.5/ 7.5 0.188 1 3-0" 7.5/ 7.5 0.188 8'-3 3/4" 12.0/12.0 0,188 8'-4 9/16' 12.0/12.0 0.188 3'-0" 7.5/ 7.5 0.188 8'-3 3/4" 7.5/ 7.5 0.188 3'-0" 5 x 1/4' x 11"-3 1/8' 5 x 1/4" x 7 3/4" 5 x 1/4" x 11'-3 9/16" 5 x 1/4" x 7 3/4" 5 x 1/4" x 11'-3 1/8" 5 x 1/4" x 9'-11 7/8" 5 x 1/4" x 11'-3 9/16" 5 x 1/4" x 9'-11 7/8" 12'-O 1 2" FB39A(1) FB3 05A-12 1) - FB3 1 FB39A(1)co FB39 A1) FB39A _ SA -12 1 F3 CL 0-2 0-2 SA -12T3 1 OH -1 EC -4 10,-0" RF2-2 EC -4 7,- 24 -0" ,- 24'-0" OUT -TO -OUT OF STEEL FRAME CROSS SECTION & ENDWALL FRAMING FOR FRAME DNE(S): 3 1" 12 LOOSE CLIPS / ANGLES FRAME LINE 1 & 3 CI ID MARK/PART 1 CH -24 6 ZA-7 _ -o v i Pl �Q' '��\ acs:( /nNALtaw\\,`V\�,` AUG 0 6 2009 D (SE OVEIEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 t. Structural joints with A.ST.M. A325 Bolts shall be assembled and tightened according to the 'rum of the Nut Method- os described in the Specification for Structural Joints using 4,125 or A490 Bolls. Flange Brace holes in girls at sidewall (rf req'd,) must be field located as reg? See detail sheets for more information. 0 Ni4' 1,...:• 0 v ti 0 0 .I 0 0 Q ro i D Z O 0 W 2 ‹. < [PVRCHASEI TPI INDUSTRIAL PROJECT: ROBBIE MASIAS 1,...:• 0 v V BY: BWT CK: DATE: 7/30/09 DATE: J08 5231 DWG ij: E3 4" 0 36'-O' OUT -TO -OUT OF 51LE1. 17'-8" 17'-8" E-1 E- I I G-4 G-4 \ / \ N. / ---- \ G-4 1 / / \ I/ / I \ / /0-4 I \G-4 MARK/PART 5 \ // N. \ / \ I / /.1\ / /G-4 1 N. N. '5/ \ co / N. 0 /\ Q1 / \ c SA -12 `T' G-4 WH -2 N = 1 O 3 . N I 3 10 4'-0 Field I EC -3 RFI -1 FRONT SIDEWALL FRAMING ELEVATION ID FRAME LINE E 36'-0" OUT -TO -OUT OF STEEL 1 RF2-3 �1 I \ 1 ` \ N. G-4 I / / / / I I G-4 0 I \ I/ / I \ / /0-4 I \G-4 MARK/PART 5 GCA -2 • G-4 WH -2 N o M '/ \ca G5% \--3 / / \ 02/ /,.1 SA -12 9 4'-0 Field I RF2-1 REI -1 BACK SIDEWALL FRAMING ELEVATION © FRAME LINE A z EC -1 4" 4" LOOSE CLIPS / ANGLES FRAME LINE E k A ❑ ID MARK/PART 5 GCA -2 2375 11101,1, AUG 0 6 2009 f�l ag 2535 N. 14th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR INDIVIDUAL FRAMING DETAILS REFER TO DETAIL DRAWING SHEET. 2 FOR CABLE BRACING DETAILS RE-ER TO DETAIL DRAWING SHEETS J. f7aD SLOT FLUSH MOUNT G/RTS FOR CABLE BRACING AS REOD :a BY: BWT DATE: 7/3%9 DC: DATE: JOB 5231 DWG #: E4 4" PURLIN LAP 36'-0" OUT—TO—OUT OF SIttL 17'-8" 17'-8" ,K.: I I P-1(Typ) '...-' \ \P-1(T� 7 7 7� / / ER -1 c2 \ Q \`,/ 7 RF1-2/ 7 \ RF2-2 N. 652 / / -"Y s N. N. ER -2 P-1(Typ) N. N. N. N. RF1-2 N 1 P-1(TYP) 7 7 7 , RF2-2 \ N. 1 \ / / / N. F / \ / 1 N / / - \ \ 2•-k 3/4; 3/4' ROOF FRAMING PLAN 1 8A-200 RC -1 ROOF SHEETING PANELS: 26 Ga. B&C—R NEED COLOR OC K� o . • ••'5,.;. : E •�, . mak.- moi, ��+�;^•• ..•,.., � •''��j� �,� A`l/ gli"g 2009 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 k +4 W , 2 o _ o o O a� t'_ 0 V N0 -i «a BY: BWT DATE: 7/3%9 CK: DATE: JOB #: DWG #: 5231 I E5 E5 Y EF -1 cv a 1 N <I< HS -1 i u 3 HS -1 3 4 FRONT SIDEWALL SHEETING ELEVATION FRAME LINE E PANELS: 26 Ga. B&C --R - NEED COLOR EF -1 N ID I n <I< HS -1 T T 3 HS -1 BACK SIDEWALL SHEETING ELEVATION @ FRAME LINE A PANELS: 26 G. B&C -R - NEED COLOR 1 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR INDII�IDUAL SHEL77NG do TRILL DETAILS REFER TO DETAIL SHEETS 7. PANEL START DIMENSION IS CENTER OF FIRST H/—RIB TO STEEL LINE. I. IF NO PANEL START DIMENSION SHOWN THEN START AT STEEL LINE. 4, FOR FASTENER SIZES A. LOCATIONS REFER TO THE DETAIL SHEETS <I< BY: BWT CK: DATE: 7/30/09 DATE: X08 # 5231 DWG #: E6 -,41" 12 CP- U N i^W 1- Cp_ 1 12 N' LEFT ENDWALL SHEETING ELEVATION © FRAME LINE 1 PANELS: 26 Ga. B&C—R — NEED COLOR RIGHT ENDWALL SHEETING ELEVATION © FRAME LINE 3 PANELS: 26 Ga. B&C—R — NEED COLOR 1" CPP -1 12 0 U ct S�ONAL AUr 2009 eig �4I�C�L 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR INOMDU,4L SHEEI7NC et TRIM DETAILS REFER TO DETAIL SHEETS 2 PANEL START DIMENSION I5 CENTER OF FIRST HI—R/8 TO STEEL LINE 1 IF NO PANEL START DIMENSION SHOWN THEN START AT STEEL CINE. 4. FOR FASTENER SIZES dr LOCATIONS REFER TO THE DETAIL SHEETS << BY: DATE: SOT 7/30/09 CK: DATE: J0B # 5231 DWG #: E7 F20 ENDWALL RAFTER 1 1/2" SEE ENDWALL DRAWING FOR BOLT DIA & TYPE ENDWALL COLUMN RAFTER SPLICE 0 PEAK w/ CENTER COLUMN RE• ROOF i74MG PLAN FOR MP DIMENSION (8) 1/2" x 1 1/4' A325 BOLTS W LAP RE: ROOF MATO PLAN FOR LAP DIMENSION "CEE" PURUNS LAP T' BACK - TO - BACK 3LL FRAME RAFTER FLANGE BRACE - SEE FRAME CROSS SECTION 1/2' BOLT - EA. END SECTION 0 PURLIN LAP w/FLANGE BRACE 1/2' BOLT - EA END FLANGE BRACE - SEE FRAME CROSS SECTION (IF REQUIRED) FRAME COLUMN 1/2" x 1 1/4" BOLTS SHOP WELDED CUP (Typ) NOTE FIELD DRILL HOLES IN GIRT FOR FLANGE BRACES H6 GIRT (Typ) SECTION © GIRTS TO MAIN FRAME COLUMN USE: SA -12 AT STANDARD CABLE DETAIL USE: CH -100 AT GABLE EXTENSION DETAIL USE: LA -100 AT OPEN ENDWALL DETAIL (NOTE: SA -12 I5 SHOWN) 12 X 1 1/4" S05 (AT EAVE STRUT) SAVE STRUT (2) 1/2" X 1 1/4' A325 BOLTS ENDWALL RAFTER NOTD DETAIL 15 SLIGH7LY DIFFERENT AT £4VE / GABLE IXIENSION 18 EAVE STRUT TO ENDWALL RAFTER SECTION SAVE STRUT 1/2' X 1 1/4" A325 BOLTS MAIN FRAME COLUMN ELEVATION (FLUSH MOUNT GIRTS) EAVE STRUT TO RIGID FRAME SECTION EAVE STRUT 1/2" X 1 1/4" A325 BOLTS MAIN FRAME COLUMN (FLUSH MOUNT GIRTS) ELEVATION ® EAVE STRUT TO RIGID FRAME L6 SECTION GIRT 1/2" X 1 1/4" A325 BOLTS CUP: GCA -2 JAMB JAMB TO GIRT ELEVATION SECTION HEADER 1/2" X 1 1/4" A325 BOLTS JAMB HEADER TO JAMB ELEVATION 01 COLUMN OR RAFTER WEB SLOT IN WEB TO INSERT BRACE EYE BRACE EYE DIAGONAL CABLE, BRACE EYE END CABLE GRIP ON CABLE CABLE EYEBOLT SLOT IN WEB TO INSERT EYEBOLT 02 COLUMN OR RAFTER WEB HILLSIDE WASHER NUT w/FLAT WASHER DIAGONAL CABLE, EYEBOLT END CORNER COLUMN FLANGE BRACE EYE CABLE CABLE GRIP ON CABLE SLOT IN ANGLE TO INSERT BRACE EYE Q4 CABLE BRACE TO CORNER COLUMN WALL PANEL 12 X 1 1/4 - SD (3 -PER FT.) INSIDE CLOSURE FOUNDATION (BY OTHERS) TAPE MASTIC ANGLE: SA -12 FASTENER (BY OTHERS) (REFER TO ANCHOR BOLT PLAN FOR NOTCH SIZE) SECTION THRU WALL PANEL AND CONCRETE FOUNDATION OEFEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES' 1. FOR INDIK9a4L FR4A/INO DETAILS REFER TO DETAIL DRAWING SHEETS. 2 FOR CABLE BR4C1NC DETAILS RtI'tie TO DETAIL DR4WYNC SHEETS. HELD SLOT FLUSH MOUNT CIRTS FOR CABLE BR4CINC AS REO'D. 01 CO << "J 4/RCH,9SER TPI INDUSTRIAL 01 CO "J W O BY: DATE: BWT 7/30/09 CK: DATE: JOB 5231 DWG #: D2