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HomeMy WebLinkAboutPlansc \ ERAS OTPS THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED FOR THE LOADS AND CONDITIONS SHOWN ON THESE DRAWINGS. CONSULT B&C STEEL CORP. BEFORE ANY ALTERATION TO THE STRUCTURAL SYSTEM GS DONE OR REMOVAL OF ANY COMPONENT PARTS, OR THE ADDITION OF OTHER CONSTRUCTION MATERIALS OR LOADS. B&C STEEL WILL ASSUME NO RESPONSIBILITY FOR ANY LOADS THAT ARE NOT INDICATED. THIS METAL BUILDING i5 DESIGNED IN ACCORDANCE WITH STANDARD PRACTICES WHICH ARE BASED UPON PERTINENT PROCEEDURE AND RECOMMENDATIONS OF THE FOLLOWING ORGANIZATIONS & CODES: 1. THE AMERICAN INSTITUTE OF STEEL CONSTRUCTION: "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". 3. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE:" AWS 01.1 4. METAL BUILDING MANUFACTURER'S ASSOCIATION: "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 COLD -FORMED SECTIONS) HAVE A MINIMUM YIELD POINT OF 50 KLS.I. FOR FLANGE & WEB AS REO'D. BY DESIGN. MATERIAL PROPERTIES OF HOT -ROLLED MEMBERS (WIDE FLANGE BEAMS, ETC.) SHALL BE MINIMUM 36 K.S.I. 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 CR A-490 BOLTS (11-13-85) UNLESS OTHERWISE NC",ED. ALL STEEL MEMBERS EXCEPT BOLTS & FASTENERS SHALL RECIEVE ONE SHOP COAT OF IRON OXIDE CORROSION INHIBITIVE PRIMER (UNLESS SPECIFIED OTHERWISE 4N THE CONTRACT DOCUMENTS). RESDO\S BIL TI _S 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 8 & 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 B & C STEEL CORP. ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN 8 & C STEEL CORP. UNLESS SPECIFICALLY INDICATED. BUILDING LOADS / DESCRIPTION: ROOF PANELS: WIDTH: 41 LENGTH: 135 HEIGHT: 25 /28.417 (BUILDING DIMENSIONS ARE NOMINAL. REFER TO PLANS). BUILDING LOCATION: PARACHUTE.CO THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED 3Y : IBC 00 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 ZONE: SEISMIC COEF: 5 0 30 45 90 C CRANE INFO (IF APPLICABLE) CRANE TYPE: CRANE CAPACITY: IMPORTANCE FACTORS: WIND LOAD: SNOW LOAD: SEISMIC LOAD: OTHER: 1.00 1.00 1.00 0.610 PSF (ROOF PANELS & PURLINS) PSF PSF PSF MPH ,EXP: C TONS COLOR: Tan WALL PANELS: COLOR. Tan TRIM COLORS: GABLE: Tan CORNER: Tan EAVE: Tan FRAMED OPENINGS: Tan GUTTER (IF APPLICABLE): DOWNSPOUTS (IF APPLICABLE): LINER COLOR (IF APPLICABLE): COLOR: PARTITION COLOR (IF APPLICABLE): COLOR: SOFFIT COLOR (IF APPLICABLE): COLOR: ACCESSORIES (IF ORDERED): O73:' DCSCR/T/ON.• —� 4 FIELD LOCATED 3o7o SF WALK DOOR KITS 9 FIELD LOCATED 4o3o THERMAL SLIDER WINDOWS (REFER TO DRAWINGS FOR FACTORY LOCATED OPENINGS) J S T LE- L P.O. BOX 1099 - SCOTTSBLUFF, NEBRASKA 69363-1099 PH: (308) 632-6188 FAX: (308) 632-7172 I. ,--Lt, OaRK Co .tpi G zoo 3 .4C, -FgCI tic 2egcliVt. .p, A�-S t` fi Rgc .etz2 a2 M I� LC i 3:477$14 4 PP 2Tt. p.D /14 3. AS a27Wit MSP. SEP 2 8 2005 PURCHASER: T.P.I. WILLIAMS PRODUCTION Co -f-4 , wm�d 3984 PROJECT: JOB NUMBER: 5 1 /2: 135' —3" OUT—TO—OUT OF CONCRETE 14'-8" 14.-8" 30'-0" 30'-0" X-8racing 30' —0" 29'-8" I F:1: F F 00 I0o A 0 of 5 1 /Zii 14'-8" lfl c G ` EInG 25-0" 30'-0" Jc G 25-0" 1-6" 30'-0" G 25'-0" 0® Cia D 001 F F to 01 A o0 00 c 0 G 2 0 30'-0 25-0" 29'-8" 2'-2" ANCHOR BOLT SLI IING PLAN NOTE: All Bose Plates 0 100'-0" (U.N.) Low Eave 5 1/2" 1/2" High Eove SEP 2 8 200 lag 2535 N. 10th ST, GERING, NE 69341 (308) 632-6188 NOTES' 1. REFER TO SHEET A2 (& AJ IF REQ Z) FOR REACTIONS & DETAILS. 2. DIMENSIONS AT OPENINGS ARE TO FACE OF J4118& SEE DETAILS. 3. ANCHOR BOLTS TO 8E SET TO 1/8" IN LOCATION & ELEVATION O Q v `J LOCATION PARACHUTE, C© W << LLJj [y O Q v `J LOCATION PARACHUTE, C© W LLJj EL CI, BY: JH DATE: 9/22/05 CK: DATE: JOB # 3984 DWG #: Al Dia 1 2 c 0. 1 1/2" DETAIL A 8 1/4" 1 O O 1 I - e- -1 1° ° 1 Dia= 3 4 2" 2" 1 1/2" L 4" DETAIL 6 SW Dia= 3 4 10 1 See Plan DETAIL C n, SW Dia= 3 4 [2' 1 1/2'_J 4" DETAIL D 2"1 SW Dia= 3 4 N 1 8" I _1_ 222" 1 1/2'' 4" DETAIL E SW Dia= 1/2" 8" 1 1/2" DETAIL F L ° ° J 2 4" Dia= 1/2" 3 1/2" L_ See Plan DETAIL G 2" SW Dia= 3/4" -T- ,4 1/2" 1-8" 1 6 1 2" DETAIL J sw N 12 STEEL LINE ]If2a �4Gt�d 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 PERIMETER SHEETING NOTCH DETAIL OMIT AS SHOWN ON THE ANCHOR BOLT SETTING PLAN SEP 2 8 2005 NOTES. 1. Anchor Dolts and other embeded items are not by S&C STEEL. 2 Foundation and other Concrete Design is not by B&G STEEL. 3 Consu/t o local engineer for Concrete & Foundation Design. PROJECT.WILLIAMS PRODUCTION LOCAT/0N PARACHUT5 CO < < F--: L4 Z a* PROJECT.WILLIAMS PRODUCTION LOCAT/0N PARACHUT5 CO BY: JH DATE: 9/22/05 CK: DATE: JOB #: 3984 DWG #: A2 WIND BENT REACTIONS V ---'Wall-- Loc Line F_SW C F_SW C ± Reactions Col Wind(k ) Seismic(k ) Line Horz Vert Horz Vert 3 1.77 3.41 2.99 5.78 4 1.77 3.41 2.99 5.78 ANCHOR BOLT SUMMARY (Int Loc 0 24 O 8 g 48 8 DJ EW RE WF Dia (in) 1/2" 1/2„ 3/4" 3/4" Proj (in) 2.50 2.50 3.00 0 COLUMN LUNE V FRAME LINE RIGID FRAME: MAXIMUM REACTIONS Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line line d H Vmax Id H Vmin 1 A 8 2.8 20.0 5 -1.7 -1.1 3 -1.3 -2.1 6 1.9 9 -2.7 -1.4 7 -2.8 11.9 20.4 4 1.5 -2.4 RIGID FRAME: MAXIMtmM REACTIONS Column Reactions (k ) Frm Col Lood Hmax V Lood Hmin V Line Line Id H Vmox Id H Vmin 2 * A 2 * C 2 7.7 21.4 5 -6.3 -4.9 10 6.0 41.7 3 -4.8 -8,6 6 6.6 11 -5.9 -6.3 1 -6.6 20.8 42.2 4 5.3 -10.0 2* Frame lines: 2 3 4 5 6 ENOWALL COLUMN: MAXIMUM REACTIONS Column Reactions (k ) Frrn Col Load Hmax V Load Hmin Line Line Id H Vmox Id H 1 B 12 4.2 14 0.0 6 B 12 4.2 14 0.0 0.4 V Vmin 0.2 13 -3.8 0.2 0.4 0.2 13 -3.8 0.2 BRACING REACTIONS, PANEL SHEAR ± Reactions (k ) ---Wall-- Col ---Wind--- -Seismic- Lac Line Line Horz Vert Horz Vert L_EW F_SW R_EW B_SW 1 Rigid Frame At Endwall C Wind Bent In Wall 6 Rigid Frame At Endwoll A 4 ,3 3.3 2.6 8.3 6.5 Panel Shear (Ib/ft) 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 os 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 verticol reaction is downward. 4. Building reactions ore based on the following building data: Width (ft) = 41.0 Length (ft) 135.0 Eove Height (ft) = 25.0/28.4 Roof Slope rise/12 ) = 1,0 Dead Load (psf ) = 5.0 Collateral Load (psf ) = 0.0 Live Load (psf ) = 30.0 Snow Load (psf ) = 45.0 Wind Speed (mph ) = 90.0 Wind Code = IBC 00 Exposure = C Closed/Open C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = C Seismic Coeff (Fo*Ss) = 0.61 5. Loading conditions are: 1 DL+CL+0.75LL+0.75WL1 2 DL+CL+0.75LL+0.75WR1 3 0.600E+WL1 4 0.600L+WR1 5 0.600L+WL2 6 0.600L+WR2 7 DL+CL+0.75LL+F1CRANEAI 8 DL+CL+0.75LL+F1CRANEA2 9 DL+CL+0.75LL+F1CRANEA3 10 DL+CL+0.75LL+F2CRANEA2 11 DL+CL+0.75LL+F2CRANEA3 12 0.600E+WR1+WS 13 0.600E+WP+LnWndL 14 1.O8DL+ 1.08CL+0.75LL-1.05SeisL SEP ? 8 2Prm elg O4EEfL, 2535 N. 10th ST, GERING, NE 69341 (308) 632-6188 W Li.... --2 m `S ,n z. a w y r. 14 C y QS o 4 `^ W< L .o, LI m 0 v m .9_ a C .al g C (1,v ti.' 4 4 ,2 v .6 C o w o a .p 4 4 V N ("i LOCATION:PARACHUTE CO q < .- PROJECT.. WILLIAMSS PRODUCTION LOCATION:PARACHUTE CO q ./H DATE: 9/22/05 CK: DATE: JOB # 3984 DWG #: A3 r -- SPLICE BOLTS Splice Mark Ouon Bolt Top/8ot/int Type Din Len SP— 1 4 4 0 A325 3/4" 2" SP— 2 4 4 0 A325 3/4" 2" \i/FLANGE BRACES: FBxx (1 or 2) xx=length(in) (1) One Side; (2) Two Sides A — 2x2x3/16 x(1000 12 2' . r; • n PIECE WEIGHT WEB DEPTH WEB PLATE START/END THICK LENGTH 12.0/12.8 0.134 54.5 12.8/14.5 0.134 119.0 14.5/16.0 0.134 119.0 16.0/16.0 0.134 119.0 16.0/16.0 0.134 119.0 16.0/16.0 0.134 119.0 16.0/16.0 0.134 103.4 16.0/16.0 0.134 119.0 16.0/16.0 0.134 119.0 16.0/16.0 0.134 94.1 RF1-1 545 RF1-2 RFI -3 787 694 OUTSIDE FLANGE WxTxLEN INSIDE FLANGE WxTxLEN 6x1/4" x291.1 6x1/4" x 16.3 5x1/4" x295.4 5x3/8" x163.7 6x1/4" x 16.3 6x1/4" x332.1 6x1/4" x272.8 5x3/8" x190.4 5x1/4" x106.3 5x3/8" x162.3 6x3/8" x311.0 cra -00 FB51A 1) 1A(1) RF 1-2 35"-6" Crane S.an I . (-_,)tre S CC t.iaL r isiti gl4T1 L APft tip ZAC LO M N 0 1-4 1/2" *S + 7 J C N O CJ N U CX 38'-2 7/8" Clearonce +/- 1'-4 5/S 41'-0" OUT—TO—OUT OF STEEL FRAME CROSS SECTION FOR FRAME LINE 1 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. Structure/ joints with A.S%M. A325 Salts shot/ be assembled and tightened occording to the lura of the Nut 4Aethodu as described in the Specification for Structure/ Joints using A325 or A490 Bolts, 2 Flange Brace holes in guts a/ sidewall (if req'd) must he field located os req d See detall sheets for more rnformotion. << BY: JH SEP 2 8 2005 DATE: 9/22/05 DATE: JOB #. 3984 DWG #: El SPLICE BOLTS Splice Mark Own Bolt Top/Bot/Int Type Dia Len SP- 1 SP- 2 4 4 2 A325 3/4" 2" 4 4 2 A325 3/4" 2" ` .FLANGE BRACES: FBxx (1 or 2) xx=length(in) (1) One Side; (2) Two Sides A — 2x2x3/16 1.000 12 c MLMI•ih SILL IAtiLt t+n PIECE WEIGHT WEB DEPTH WEB PLATE RF2-1 RF2-2 RF2-3 968 1500 1073 START/END 12.0/14.3 14.3/19.4 19.4/23.0 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 LENGTH OUTSIDE FLANGE WxTxLEN INSIDE FLANGE WxTxLEN 0.188 0.188 0.188 0.250 0.250 0.189 0.250 0.250 0.188 0.188 0.188 54.9 119.0 119.0 119.0 65.5 106.3 119.0 37.6 119.0 119.0 93.9 1.0 FB58A 1) FB58A 1) 11111 II 1 RF2-2 35'-6" Crane Sian i CC 8x3/8" x291.0 8x3/8" x 23.4 5x3/8" x444.8 8x3/8" x 23.4 8x3/8" x331.9 1 GO I io u+ + —a m CJ C _ 0 0 1 0 NC, - -92N U s U O c 0 I 0 a) N V CO 1'--11 3 4" 37'-0 1 Clearonce + 41'-0" OUT -TO --OUT OF STEEL i'-11 3 FRAME CROSS SECTION FOR FRAME LINE 2 3 4 5 6 cp 8x3/8" x259.4 5x3/8" x444.8 8x3/8" x296.4 SEP 2 8 2005 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES.- 7. Structural joints with AS. T.M. A325 golfs shall be assembled and tightened according to the Tum of the Nut Method" as described in the Specification for Structural Joints using A325 or 4490 Bolts. 2. Flange Brace holes in girls at sidewa// (cif req I) must be field located as req d See detail sheets for more information. PROJECT..WILLIAMS PRODUCTION LOCATION. PARACHUTE, CD << k.: Cn U I7 Q. PROJECT..WILLIAMS PRODUCTION LOCATION. PARACHUTE, CD BY: JH CK: DATE: 9/22/05 DATE: JOB 3984 DWG #: E2 FIELD LOCATE (6) 4030 THERMAL SLIDER WINDOWS 4" 135'-0" OUT -TO -OUT OF STEEL DU I IAtiLL FRAME UNE C&A LOCATION QUAN TYPE DIA LENGTH WF -1 WF -3 WF --2 - WF -3 WF -1 - RF1-3 WF -2 - RF1-3 WH - 14'-8" E-1 0 3G-16 30'-0" E-2 WH- I IA ‘111 WH -1 G-16 0-16 0-16 0-16 4" BA -200 BA -12 I �J I RF1-3 RF2-3 RF 25'-0" 30'-0" E-2 WF -3G-2 } 1 1 1 1 1 I G-20 I 1 3 I H RF2-3 2'-1612'-6 Q 25'-0" 2' HI RF2-3 25"-0' SIDEWALL FRAMING ELEVATION © FRAME LINE C I II I RF2-3 2"-6`2'-6 I RF2-3 2'- 8 A325 3/4" 1 3/4"; 8 A325 3/4' 1 3/4 2 A325 5/8 1 3/4" 2 A325 5/8" 1 3/4" CONNECTION PLATES FRAME LINE C & A ❑ 10 MARK/PART 1 2 GCA- 2A DC -11 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 IJu-u uul-11.1-uul yr 31ttL O V Qc rZ ZZ Q ---1 '�.J g w 29'-8" 0 30'-0" _ 0 30'-0" 0 30.-0" _ 0 14'-8" ,,. 4" FIELD LOCATE (14) 3'-O" x 3'-0" FIXED LOWF.0.'S �9 E g E_ IB 6 SEI CI G 3 e la L G is G no i I I ■ 1 I I I I 1 ,_J- t I 0 0 WH-1Dr, 1 0-23 I WH -I o n�o WH I e 1 , G-19 WH �1 2 GB- 2 CC_ �. 0-19 2 D N WH -1 o o c; I I 0-19 WH1I a N WHtI 1 16 c I I I ! G-23 1 I I ! 0-19 1 I1 1 0-19 11 + I# 1 I I I G-19 IG I II G-16 o I I i 1 I I 0-231 1 I I 1 1 1 1 G-191 1 I 1 1 1 G-191 I 1 I 1 1 1 1 G--191 i 1 1 1 0-161 a NI- - I I I I I I G-23 1 1 1 1 1 G-25 0 1 I 1 1 1 1 G-19 1 1 0-161 c , oWH+2 a —a W 23 ii I 0-23 Imo WN-2Till. 0-19 N 7 WH 2 o 1 2, � o WH-ka 1 rI G-1 1 WH -2 oN 1 1 1 G-16 a bII BA -200 BA -12 Q2 Ql T3 9 I 2 1 RF2-1 I-..-307)- I I RF2 �� ../. `+ RF2-1 1 - Hi h .11ir I ..,I 1 RF2- RF1-, 1 _ - /'1 - Ie SIDEWALL FRAMING ELEVATION © RAME LINE A le 2 8 2005 NOTES. 1. FOR INDA4DUAL FR4MING DETAILS REFER TO DETAIL DRAWING SHEETS. 2. FOR CABLE BRACING DETAILS REFER TO DETAIL DR4WLNG SHEETS. J. FIELD SLOT FLUSH AMOUNT GIRTS FOR CABLE BRACING AS REOD. O V Qc rZ ZZ Q ---1 '�.J g w C.), '41 <J PURCHASER.. T%.1. O V Qc rZ ZZ Q ---1 '�.J g w C.), '41 BY: JH DATE: 9/21/05 OK: DATE: JOB 3984 DWG #: E3 In !MU FRAME LINE 1 Sc 6 LOCATION Columns QUAN TYPE DIA LENGTH 2 A325 5/8" 1 3/4" 12 41'--0" OUT -TO -OUT OF STEEL 20'-6" 20'-6" RA -12 G-3 G-2 G-6 6-6 0-6 IJ r - n 0 O 6-5 6-6 @— G-5 rip t❑� 12'-0" EC -1 6'-4 1 2" 3070 Field ENDWALL FRAMING ELEVATION (4 FRAME LINE 1 (2) 4030 THERMAL SLIDER WINDOWS 1 20'-6" 20'- 6" LOCATION:PARACHUTE, CO r--- -1-2- — RA Iy�y^4�t� 0-15 -12 t ' 1 n 1 G-11 G-10 0-14 G-9 G- _ m r7 G-8 Pi 6-5 _ Q Q I 1 �,�[©'j' -€)o nl' L .N N 'p G-7 IM rpt G-5 BA-200 BA -12 Field 1 EC -2 L6'-4 1/2" R D ENDWALL FRAMING ELEVATION FRAME LINE 6 1 FRAME LINE 1 & 6 ❑ ID MARK/PART 1 SA -7A 2 0 12 2535 N. 1 Dth ST. GERING, NE 69341 (308) 632-6188 NOTES. 1. FOR INDMIDUAL 'WING DETAILS REFER TO DETAIL DRRIWWINC SHEETS 2 FOR CABLE BRACING DETA/1S REFER TO DETAIL DRAWING SHEETS J. F/ELD SLOT FLUSH ,MOUNT GLRTS FOR CABLE BRACING AS REO. PROJECT..WILLIAMS PRODUCTION LOCATION:PARACHUTE, CO << W til ta o cIL PROJECT..WILLIAMS PRODUCTION LOCATION:PARACHUTE, CO BY: JH CK: SEP 2 8 2flt1E' DATE: 9/22/05 DATE: JOB # 3984 DWG #: E4 PURLIN LAP 135"-O" OUT -TO -OUT OF STEEL SI-'LUlAL a0LI ROOF PLAN 0 ID DUAN TYPE DIA LENGTH WASH 1 2 A325 1/2" 1 1/4" 2 14"-8" 30'-0" 0 30'-0" 0 30'-0" 29' 8" E-4 P -14 P OSECT WILLIAMS PRODUCTION P-2 T. << - P-2 T. I . P-3 T I P-4(Tvp) I a I I � 7'S C.W. et9 -� RE1-2 RF2-2 2-2 1 ___Q2 RF2-2 RF2-2 I I � I I I�I { 1J E-1 3'-1 3/4 3'-1 3/4' E-2 3'-1 3/4 3'-1 3/4" 3'-1 3/4 3'-1 3/4' ROOF FRAMING PLAN 3'-1 3/4 3'-1 3/4" -200 4" RF2-2 o ROOF SHEETING PANELS: 26 Ga. B Ton gE OUIEIEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR INDIVIDUAL FRAMING DETAILS REFER TO DETAIL DRAWING SHEETS 2. FOR CABLE BRACING DETAILS REFER TO DETAIL DRAWING SHEETS. 2. FIELD SLOT FLUSH MOUNT GIRTS FOR GABLE BRACING AS REO V.. P OSECT WILLIAMS PRODUCTION LOCATION'PARACHUTE C© << '1 P OSECT WILLIAMS PRODUCTION LOCATION'PARACHUTE C© BY: JH DATE: 9/21/05 CK: DATE: JOB # 3984 DWG #: E5 GF -2 1 ii L. 3 in 1 m CV HS I HS -13 in I m CV -1 HS -1'' W in I 1 " N ain 1 CO N in i 700 CV in 1 'CO CV 1 O TTsT Li 3LSJ3 1 O L I O 1 O L I O i 3LsJ3 1 O -Sl- LL 1 O 1 O I CO N 1 N 1 O I O Y O 1 P I 1 m3 1 1 -CO CV inv� 1 CO CJ 1 0 IFIi li_ 3LsJU 1 C] 1 O 1 O 1 C] iHSI� 1 0 sJ3 I O T 1 O ib N in N 1 O 7I LL 3i1-1sJ I c l'i L.. 1 O I O I O I I Hs -77 hs _1 I O Li i » 'CO CV Li 3 HS -1 u_ 3 HS -1 Li LI 3 3 HS -1 LI LL 3 3 HS -1 iI LI , 3 SIDEWALL SHEETING ELEVATION @ FRAME LINE C PANELS: 26 Go. 9 - Ton EF -1 SIDEWALL SHEETING ELEVATION @ FRAME LINE A PANELS: 26 Ga. 8 - Ton D D 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: I. FOR INDIVIDUAL SHEETING & TR/1 DETAILS REFER TO DETAIL SHEETS 2. PANEL START D/ I(NS/ON /S CENTER OF FIRST Hl—R/8 TO STEEL LINE 3. IF NO PANEL START DIMENSION SHOWN THEN START AT STEEL LINE. 4. FOR FASTENER SIZES & LOCATIONS REFER TO THE DETAIL SHEETS: ip---iS '1T l,r: 25-0" WJF- rSJiLa_ 25'-0" �WJf-1 —1 ITT, z cn cn 1 7 LI IS -Li LLIIIS li 7 25'-0" W F -i LLL 3LS J 54- J- 3LSJ3 3LSJ JL5. :L J3 p o i7 a o o -o 0 0 0 0 0 0 0 0 [3 0 0 0 0 0 0 0 0 is 0 0 o ed o 0 is Q o i3 0o o c o 0 0 I I I I 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 I V 1 I I 1 I I i I 1 1 if3 in in in en in Ln in in in in in 0 0 in in in in in 0 in In in in in in in in in in in in in ,n in in in in in in in in N N N N N N N N N N N N N CV N CV N N N CV N CV N N N N N N cV N N N CV N N N N N CN N N CV liFIS-t FS 71 FSS -_ 7S 11 ER -9 T; `I+ ll$ I_ x`15 -1-A- I— gi$ I'A 'ii'A Ais-k I� ^I -LI I- Ti ,-I SIDEWALL SHEETING ELEVATION @ FRAME LINE A PANELS: 26 Ga. 8 - Ton D D 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: I. FOR INDIVIDUAL SHEETING & TR/1 DETAILS REFER TO DETAIL SHEETS 2. PANEL START D/ I(NS/ON /S CENTER OF FIRST Hl—R/8 TO STEEL LINE 3. IF NO PANEL START DIMENSION SHOWN THEN START AT STEEL LINE. 4. FOR FASTENER SIZES & LOCATIONS REFER TO THE DETAIL SHEETS: l,r: DATE: 9/21/05 DATE: JOB #: 3984 DWG #: E6 4' FRAME LINE DIMENSIONS MARK PART LENGTH RB -1 RB -2 R6-3 16W35C12 16W50C12 18W35C12 14.948 29.979 29.958 - 135'-0" OUT -TO -OUT OF STEEL U 14'-8" 30'-0" 3C'-0" 30'-0" __ 20'-8' J< • RB -1 RB -2 RB -1 — RB -2 14'-B" RB -2 o c 0 0 a v 30'-0" CRANE PLAN 0 RB -2 R8-2 30'-0" Crane System 1 Elevation: 19'-6T 0 RB -3 H RB -3 Low Dye 2535 N. 1 Dth ST. GERING, NE 69341 (308) 632-6188 NOTES- 1. REFER TO SHEET A2 (& AJ /F REO D) FOR RIACT/DNS & DETAILS: 2. DIMENSIONS AT OPENING'S ARE TO FACE OF JAM85 SEF DETAILS. 3. ANCHOR BOLTS TO BE SET TO f //8' IN LOCATION & ELEVATION. J< BY: JH DAT: 9/21/05 CK: DATE: Joy # 3984 DWG #: E8 16° 16" 16" 16° 9 SCREWS PER PANEL PURLIN 4 ill_ 15" 16 16" 16" MG' f,? # f PANEL TO RED t IRON FASTENER t t SPACING i< FOR ROOF t PANEL r TO EAVE STRUT. t EAVE STRUT I USE: RA -12 AT STANDARD GABLE DETAIL. USE: CH -100 AT CABLE EXTENSION DETAIL. (NOTE: RA -12 IS SHOWN) �j �J EEL PANEL TO RED IRON FASTENER SPACING FOR WALL PANEL TO BASE ANGLE. #&B.S. 1 1/4" #12 X 1 1/4" S.D.S. 12 X 1-1/4" S.D.S. 6 SCREWS PER PANEL y , ROOF PURLIN 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 - PANEL TO RED IRON) L_,._ T T t 1 T T L_ - `(PANEL LINER PANELS LAP TEK/8" TO PANEL) PANEL TO RED IRON FASTENER SPACING FOR WALL PANEL TO EAVE STRUT. - PANEL TO RED IRON FASTENER SPACING FOR ROOF PANEL TO PEAK PURUN. ` PANEL TO RED IRON FASTENER SPACING FOR ENO OF SOFFIT PANELS. - BA -200 T14 X 7/8" 3 SCREWS PER PANEL AG ANGLE " r ' TAPE MASTIC P TEK (ROOF ONLY) t - PANEL TO REO IRON FASTENER T SPACING FOR ALL INTERMEDIATE r iC PURLINS. GIRT SAG ANGLE FOR ENDWALLS TO ATTACH GIRT AS REQ'D ANO TO NEAREST #12 41 1/4" PURLIN ABOVE ENDWALL RAFTER f4"4325 6OLT5 (2) 1/2" X 1 1/4"A325 NOTES. 1. FOR INDIVIDUAL FRRMWNC DETAILS REFER 70 DETAIL DRAT! 2. FOR CABLE BRACING DETAILS REFER TO DETAIL DR4W 3 FIELD SLOT FLUSH MOUNT CIRTS FOR CABLE BRAC/NG \____ S.G.:: TYR) ( PANEL TO REO IRON FASTENER SPACING FOR ALL INTERMEDIATE GIRTS. i PANEL TO RED IRON FASTENER SPACING FOR ALL LOCATIONS AT UNER PANEL 1 - io SIDELAP DETAIL PANEL TO RED IRON FASTENER SPACING FOR ALL LOCATIONS AT PARTITION PANEL. PANEL TO RED IRON FASTENER SPACING FOR ALL IM-ERMEOIATE SOFAT PURLINS. PANEL TO PANEL (STITCH SCREWS) FASTENER SPACING SAG ANGLE DETAIL A7 SECTION THRU ENDWALL RAFTER T1 ��':�E STRUT f W/C2) 112' X 1 1/4" A ?S BOLTS PURLIN 1, 911: ENDWALL 11l C+ RAFTER 911, ` PURLIN -------------- ? \; MAIN FRAME °.,4` EW RAFTER < < I 1/4" t I 1 1/4 Ca PR°X'T WILLIAM'S PRODUCTION Loca710N•PARACHUTE, CO ENDWALL COLUMN .I I„j«„,• (2) 5/8" x 1 3/4" A325 BOLTS ENDWALL RAFTER / � (4) 5 ' X 1 3/4”III ENDWALL COLUMN NON -SUPPORTING ENDWALL COLUMN i G 11 11 II (2) 3/4" X 1 3/4" A325 BOLTS. HAND TIGHTEN AND CRIMP THREADS TO ALLOW DEFLECTION B6 ENDWALL COLUMN TO RAFTERB1 6 CORNER COLUMN TO EW RAFTER OF FRAME RAFTER. Bi 9 NON -SUPPORTING ENDWALL COLUMN TO MAIN FRAME ENDWALL RATER SIDEWALL GIRT SIDEWALL GIRT (8)1/2" X 1 1/4"CEE PURLINS (LAP A325 BOLTS AT JC BACK-TO-BACK) SEE ROOF FRAMING PLAN 2)1 1/4" I 1 1 I (2)1/2" A325 X 1 3/4" BOLTS (TYP) 1 I (2)1/2" X 1 1/4° A325 BOLTS (TYP) 9 FOR PURLIN LAP DIMENSION (2)1/2"P) 2"X)1 1 1 1 (TYENDWALL COLUMN I j O 1 I � 1 RIGIDORFRAME CORNER COLUMN I - - - - I 110 011 - CORNER COLUMN 0 rd �, Q I I I I c P�0 RSG .. �,5` 0. Al 190J f - h_ 1 I i A`. s' �4 ENDWALL GIRT SHEETING ANGLE: ZA-7 ENDWALL ATTACH TO COLUMN w/ GIRT 2) #12 x 1 1/4" S.D.S. (ATTACH ONE NEAR BASE SHEETING ANGLE: ZA-7 ATTACH TO COLUMN w/ S.D.S. ENDWALL GIRT MAIN FRAME RAFTERREFER f' / FLANGE BRACE 8 SEP 2 8 2005 BY: ✓H DATE: 9/21 /05 f / OF COLUMN ALSO). 2) #12 x 1 1/4" (ATTACH ONE 'NEAR BASE OF COLUMN ALSO). 0 TO CROSS S CTiONE CK: DATE: C6 ENDWALL GIRT TO COLUMN Di 3 RF CORNER. COLUMN TO GIRTS D25 WALL GIRTS TO CORNER COLUMN 1/2" BOLTS (TYP) 4 R PURLIN & FLANGE BRACE ! TO MAIN FRAME RAFTER JOB #: 3984 DWG #: D1 MAIN FRAME COLUMN (4)1/2" X 1 1/4" A325 BOLTS FLANGE BRACE (IF REQUIRED) REFER TO FRAME CROSS-SECTION NOTE: FIELD DRILL HOLES IN GIRTS FOR FLANGE BRACE ATTACHMENT GIRT TO MAIN FRAME COLUMN BUILDING COLUMN -1 WEB H 1 0 CLIP: WFC -1 (A325/BOLTS1 3/4" 4 1/2" SEE SIDEWALL FRAMING PLAN _ L WIND FRAME RAFTER WIND FRAME COLUMN GIRT SHEETING ANGLE ZA-7", ATTACH TO COLM. WEB. WIND FRAME CONNECTION USE: RA -12 AT STANDARD GABLE DETAIL. USE: CH -100 AT GABLE EXTENSION DETAIL. (NOTE: RA -12 IS SHOWN) #12 X 1 1/4" S.D.S. EAVE STRUT (2) 1/2" X 1 1/4" A32:1 BOLTS ENDWALL RAFTER NOTE: DETAIL IS SLIGHTLY DIFFERENT AT EAVE EXTENSION EAVE STRUT TO ENDWALL RAFTER EAVE STRUT 0.50" x 1.0" BOLTS ENDWALL RAFTER SAVE STRUT TO ENDWALL RAFTER JAMB (2)1/2" X 1 1/4" A325 BOLTS GIRT TO JAMB GIRT SECTION 1/2" BOLTS (TYP) CLIP: GCA -2A JAMB TO GIRT GIRT CLIP: CCA -2A JAMB ELEVATION HEADER 1/2" BOLTS (TYP) HEADER JAMB JAMB SECTION ELEVATION HEADER TO JAMB SLOT IN WEB TO INSERT BRACE EYE CABLE CABLE GRIP ON CABLE COLUMN OR RAFTER WEB BRACE EYE DIAGONAL CABLE, BRACE EYE END GABLE GRIP ON CABLE COLUMN OR RAFTER WEB CABLE EYEBOLT SLOT IN WEB TO INSERT HILLSIDE WASHER AND EYEBOLT HILLSIDE WASHER WASHER NUT DIAGONAL CABLE, EYEBOLT END REFER TO ANCHOR BOLT PLAN FOR NOTCH SIZE WALL PANEL FOUNDATION (BY OTHERS) INSIDE CLOSURE #12 X 1 1/4" S.D.S. BASE ANGLE (BA -12) FASTENER TO CONCRETE (BY OTHERS). REFER TO PANEL BASE SHEAR ON DWG: A2. SECTION THRU WALL PANEL AND CONCRETE FOUNDATION SLOPE 1:12 2 9/16 2:12 3 3/16 3:12 3 3/4" 4:12 4 5/16" TRIM: EF -1 #12 X 1 1/4" 5 #14 x 7/8" SDS OUTSIDE CLOSURE WALL SHEET INSIDE CLOSURE #12 X 1 1/4" 505 ROOF SHEET EAVE STRUT EAVE TRIM DETAIL #14 X 7/8" S.D.S. OUTSIDE CLOSURE SPOPPUPOUNFIrigl ROOF SHEET I #12 X 1 1/4" S.D.S. WALL SHEET TRIM: GF -2 #14 X 7/8" LAP TEK OUTSIDE CLOSURE H.S. EAVE TRIM DETAIL ISE g4C IEL. 25.35 N. 10th ST. GERING, NE 69341 (308) 632-6188 SEP 2 8 2005 NOTES: 1. FOR /NDMOLOL FRAMING DFTAILS REFER TO DETE All 1?RAW/NG SHEETS 2 FOR CABLE BRACING DETAILS REFER TO DETAIL DRAWING SHEETS 3. FIELD SLOT FLUSH MOUNT C/RTS FOR CABLE BRACING AS RFQD PROJECT..WILLIAMS PRODUCTION CJ 1417 q O V <K1 • PROJECT..WILLIAMS PRODUCTION CJ 1417 q O V BY: JH DATE: 9/27/05 CK: DATE: JOB 3984 DWG #: D2 ROOF PANEL SAVE TRIM (or GUTTER) °ELIPIECE BEHIND GABLE &C EAVE DIMENSION "A" TRIM. EXTEND GABLE FLASHING PAST SAVE FLASHING THEN CUT GABLE FLASHING BACK TO EAVE FLASHING LEAVING TOP PORTION OF GABLE FLASHING TO COVER ROOF PANEL DIMENSION "8" NOTCH BOTTOM LEG ONLY OF GABLE FLASHING BACK (APPROX. 1") TO EAVE FLASHING NOTE: BOTTOM LEG OF PAVE FLASHING MUST BE NOTCHED SIMILARLY. CP -1 CORNER PIECE DETAIL CP—I GABLE TRIM GF -1 or GF -2 (SEE PLANS) RA -12 #12 X 1 1/ S.D.S 14 X 7/8" S.D.S. * REFER TO SHEETING PLANS FOR START DIMENSION MATCH SIDEWALL SHEETS #14 X 7/8" SDS TAPE MASTIC ROOF SHEET OUTSIDE CLOSURE WALL SHEET STANDARD GABLE DETAIL #12 X 1 1/4" SDS INSIDE CLOSURE OPENING HEADER TRIM DETAIL ENDWALL RAFTER CLIP: RGC-2 1/2" BOLTS (Typ) GIRT ENDWALL GIRT TO ENDWALL RAFTER ENDWALL SHEET TRIM: CF - 5_ SIDEWALL SHEET * REFER TO SHEETING PLANS FOR START DIMENSION. IF NO DIMENSION THEN START SHEETING AT STEEL LINE. OUTSIDE CORNER DETAIL #12 x 1 17'4" 5DS or POP -RIVET WJF-1 OPENING FIELD TRIM SHEET © OPENING AS REQ'D JAMB TRIM DETAIL Rigid Frame Rafter `-- Bolted Clip Enthrall Girt SECTION OF ENDWALL GIRT TO RAFTER SEP 2 8 2005 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 BY: JH DATE: 9/21%5 CK: DATE: X08 #3984 DWG II: D3 c1 HS -1 l ENDWALL SHEETING ELEVATION © FRAME LINE 1 PANELS: 26 Ga. B — Tan v5 H N N —4 1 HS -1 ENDWALL SHEETING ELEVATION © FRAME LINE 6 PANELS: 26 Ga. B — Tan SEP 2 8 2005 9 OUSEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES.. 1. FOR INDMDUAL SHEETLNC & TR/l1 DETAILS RETTR To DETAIL SHEETS. 2. PANE START DIMENSION /S CENTER Cr FIRST HI-Rl8 TO STEEL LINE. 3 IF NO PANEL START DIMENSION SHOWN THEN START AT STEEL 1INE. 4. FOR FASTENER SIZES & LOCATIONS REFER TO THE DETAIL SHEETS. PROJECT. WILLIAMS PRODUCTION J U S', < < PURCHASER.. - rip/ PROJECT. WILLIAMS PRODUCTION J U S', BY: JH DATE: 9/21/05 CK: DATE: JOB #: 3984 DWG #: E7 5 1'2' 14..0' i 30'-0' CO 30i-0' .35'-3' UUT-- tU- UUT 9F CONCRETE tU:IV SIDE: C4i mma - - am agm 1 30-0' 1 l/2'xa• siding notch, typ. 29' - Be r 1 1 1 1 1 I ,. 1 -r— - -T— -- —,___,, -ar--71 J i -r- -, ',- -r- , 11 I I I I 1 I 1 ITOP Qr VALL ELEVATION 'O' t00'-6'. TYP.- 1 1 a { I I I I I i J 4, I 1 '014 x24 _oa0 .� , ti .. .,v _. e.. :2'x36' grade beo.n, tyo - 1 t _ _... ,_ ., ... .. .. W... d � ii Detail P2, Pg S2 \--PERIMETER tr EXISTING CONCRETE cal4'RSSOR PAD-- I1 I I I I i 12X I . l Detail P3, Pg S2 3F lar a �AJ:S OP ' FLEX STING ELEVATION m -'-- Detail P1, Pg S2 I , ASSUMED CIJCTRIJCTIQN ELI.VAT1D \ OF 100. - AT TOP i± EXIST LNG PAD \-PERDIE TER OF EXISTING CONCRETE CDMPRSSOR PAD- \ 0 $4' 4' pad i \a. A ..... ,.... ..-, r 1 I� 1--aetete sidtig notch-_ _-_ _._ _ _ I •i` I I N I TDP DF VALL ELEVAT OF :00 6'. 'r P..� 1 ! dote openings. tYR I I I 12'1(36' re bean. typ. i I 4 ` I I { y . Ccu-ro\-ki 14._e' 2•'6' 1 25' -D' 30'-0' TYPE OF DESIGN, COMMERCIAL CONSTRUCTION' STEEL LOCATION' COTTONWOOD STA -ION BEARING CAPACITY, SURFACE - DESIGN 'vALUE OF 2,000 psf BEARING STRUCTURAL FILL. AS DETERMINED FROM SITE SPECIFIC GEOTECHNICAL INVESTIGATION PROVIDED BY CTHE.RS DESIGN CRITERIA' DESIGN LOADING ROOF - 30 LIVE/45 SNOW '5 DEA WIND •- 90 mph, EXPOSURE: C SEISMIC - IC NOTES - ALL CONCRETE SHALL BE MINIMUM 3000 PSI TYPE, 11 CSULF'ATC RESISTANT) - ALL STE.EL SHALL BE MINIMUM GRADE 60 AND PLACED IN ACCORDANCE WITH IBC STANDARDS WITH A MINIMUM OF 3 ,N OF CONCRETE COVER ;)VER SOIL AND 2-1/2 IN. OF CONCRETE COVER ELSEWHERE -- ALL STEEL SHALL BE SUPPORTED AT A MINIMUM aF 4 r T INTERVALS BY TYING - MINIMUM LAP FOR CONTINUOUS REINFORCING STEEL SHALL BE 26 IN. - SOILS EXPOSED BY FOUNDATION EXCAVATION SHALL BE MOISTENED DARING FOUNDATION CONSTRUCTION TC PREVENT EXCESSIVE DRYING AND MAINTAIN THE NATURAL MOISTURE CONTENT AS CLOSE AS POSSIBLE - ALL CONCRETE ELEMENTS SHALL BE PLACED ON STRUCTURAL FILL PLACED IN ACCORDANCE WITH SITE SPECIFIC GEOTECHNICAL INVESTIGATION PROVIDED BY OTHERS TO AFFORD A SOIL BEARING CAPACITY OF 2000 psf - CONCRETE SHALL NOT BE POURED ON FROZEN SOIL - ADEQUATE DRAINAGE SHALL BE PROVIDED TO CHANNEL SURFACE WATER FLOWS AWAY FROM THE BUILDING FOUNDATION LINE F'OR A MINIMUM DISTANCE OF' 10 FT, RECOMMENDED SLOPE OF 10% FOR UNPAVED AREAS AND 25% FOR PAVED AREAS. - IMPERMEABLE GUTTERS OR PIPING SHALL BE EMPLOYED TO CHANNEL WATER FLOWS FROM EAVE TROUGHS AND FROST TAPS AWAY FROM FOUNDATION LINE FOR MINIMUM DISTANCE OF 10'. LAWN SPRINKLERS SHOULD BE LOCATED A MINIMUM OF 10' FROM FOUNDATION LINE - THE FOUNDATION EXCAVATION AND FORMS SHALL BE INSPECTED BY A REPRESENTATIVE OF THE DESIGN ENGINEER PRIOR TO PLACEMENT OF CONCRE'E - PROVIDE A MINIMUM OF 24 HOURS NOTICE TOR REQUIRED INSPECTIONS - FOUNDATION CONSTRUCTION, INCLUDING E:.XCA'vATION, COMPACTION, BACKFILLING, AND SUBSURFACE DRAINS SHALL BE DONE IN ACCORDANCE WITH THE GEOTECHNICAL INVESTIGATION PREPARED BY OTHERS SPECIFICALLY FOR THE FOUNDATION DESIGN A REPRESENTATIVE OF THE PROJECT GEOTECHNICAL ENGINEERING FIRM SHAM- BE CONTACTED TO PERFORM ALL. INSPECTIONS AND TESTING NECESSARY TO CONFIRM THE GEOTECHNICAL DESIGN PARAMETERS ARE AS ANTICIPATED - 1T IS THE RESPONSIBILITY OF THE. OWNER OR OWNER'S REPRESENTATIVE TO READ AND BECOME FAMILIAR WITH ALL CONDITIONS, REQUIREMENTS, AND GEOTECHNICAL TESTING AND INSPECTIONS TO BE. FURNISHED BY OTHERS THAT ARE ASSOCIATED WITH THESE PLANS - IMPLEMENTATION OF THESE PLANS CONSTITUTES ACCEPTANCE BY THE OWNER OR THE OWNER'S REPRESENTATIVE OF THE CONDITIONS, REQUIREMENTS, AND GEOTECHNICAL TESTING AND INSPECTIONS TO BE FURNISHED BY OTHERS THAT ARE ASSOCIATED WITH THIS PLAN D OVER ' r J z5' -D' 30'-0' LJUT• TO Ixr OF CINCRETE NIGH SIDE: 0 Foundation Plan Scale: 1,/8" - l'-0" LIMITATIONS OF RESPONSIBILITY ANO LIABILITY DI$.CLAIMER$ The undersigned design engineer specifically limits the scope of responsibility/Ilability to those items shown, discussed, and detailed on the attached plans. Cronk Constructlon Incorporated represents thls plan has been prepared within the limits prescribed by the client and in accordance with the current accepted practice of the civil engineering profession in the area. No warranty or representation either expressed or Implied is Included or intended in this plan or in any of our contracts. The following manufactured components have not been considered in the attached design documents and are exempt from the under- signed design engineer's responsibility/liability: 1. prefabricated steel building components 250 1 1 " ' L _ 29' B' \v� f1 � out t 0 C) REINFORCING SCHEDULE GRADE BEAM SPECIFICATIONS IP'x36' grace bears w%5-#5 cont, as. Top 2-#5 6' from top Bottom. 2-#5 6' from bottom Int' 1-#5 spaced equally 12' o,c between top and botton reinforcing steel :ert' 1 -#4 spaced 48" o,c, cont. top to bottom PAD SPECIFICATIONS 48'x48'x18' pad with ore mat #5 on I2' grid 2'x72'x24' pad with two vats #5 on 12' grid —84'x84`x24' pad with two mats #5 on 12' grid APPROVED SUBJECT TO NOTED ,rXCEV'I'1ONS & INSPECT101i45 GARFIELD COU' *BUILDING Bim. FIELD COPY PO isincoos tan N,1:: set ow1 'as sor...'tra _J 5 ye sit LOADING DESIGN CRITERIA Roof -- 30 live/45 snow/5 dead Wind 90 mph; exposure C Seismic Design Catagory - 1 C Column loadings as specified by Steel Building Manufacturer NOTE CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS SHOWN NOTE SUBBASE TC BE PREPARED IN ACCORDANCE WITH GEOTECHNICAL INVESTIGATION PROVIDED BY OTHERS NOTE PROVIDE ANCHOR BOLT PLACEMENT AS PER STRUCTURAL STEEL PLANS • ih err 4) 3' 6' siding notch � delete at doorways /3,/1 1 1/2' 2-A5 provide drainage away from foundation Line far min. dl%tante of 10' t�--� `_ —#4 vert. 48' (lc. 4\ 2-415 structural fill under all concrete Section GB1 Scale: 1" = 1'-0" 5 1/2' 12'x36' grade beam • I1 1/2'X2' siding notch L 1 1/2' 1'-6' 4'-0' anchor bolts as per structural steel plane • O i rh vl SS 1':0' 6 l/2' \\48'x48'x18" pan 1'-6' Detail P1 Scale: 1" = 1'-0" 1'-0' ' E' siding notch delete at doorways N l provide drainage away from foundation lire for min. distanc.e of 10' p4 stirrup 12' c.c. to tie pad to grade bean 48' o.c. 2-#5 C = = lt5 on 12' grid J structural fill under all concrete centerline of pad/grade beam 48' sq centerline of pad/grade beam Section P1 Scale: 1" = 1'-0" ric? L 1/2' 1 1/2'X2' ------\\\ siding notch 2'-6' 1 1/12' 5 1/?' 6'-0' anchor bolts as per structural steel plan • 0 0 .72`x72'x24' pad 12'x36' grade beam — • • 1'-0' 6 1/2' 2)-6' Detail P2 Scale: 1" = 1'-0" 1'-0' ', 6' siding notch delete at doorways 1 M5 provide drainage away from foundation tine for min. distance of ID' #4 stirrup 12' o.c. to tie pad to grade beam p4 vert. 48' o.c. 2-1l5 115 on 12' grld centerline_ of pad/grade beam structural fill under all concrete centerline of pad/grade beam 72' sq. Section P2 Scale: 1" = 1'-0" 0 io • !:'2'x2' siding notch N 3'-6' anchor bolts as per __.. structural steel plan -ti W 114 collar ties 12' o.c. at pilasters 0. '0 Ci) • • • • 0 12'x36' grade beam _, r 8' 8' -0' Detail P3 Scale: 1" = 1'--0" 6' ri siding notch 6' 3' i ;' .a �. .f] centerline of pad/grade beam 1 provide drainage away Cron) foundation tine for min. distance of 10' #4 stirrup 12' o.c. to tie pad to grade beam 48' o.c. ==,--1141 structur -,1a= structural 4111 under oil concrete 84' sq. Section P3 Scale: 1" = 11-0" '?' grid cCnterAne Or pco!grade bear / / rNW1/4 COR I SEC 34 11921 GLO BRASS CAP 4 4 043 4043 1\ 11 11 11 1 11 11 11 1 1 1 �\ 14% 11 11 11 11 1 ` 1 1 } ' •644' \ us\ 4 At 41 1 � } 4 G, 41/4 • G4 1 1 1 1. Gas aw, \ wa ems 1 1 c—.Gaz oo. Sc1: \ CP \ 135' PROPOSED BUILDING \ 1 1 1 EXISTING PRODUCTION EQUIPMENT s% 0 N / /p N II PA 12-34 \ /\ ®PA 312-34 \ \ ( / PA _ 4.12=34 — — _-- 3 "-- .W _ — \ -SPA 512-34 ! J /I 3I I I 1 I J 3 rrf \, I 1 I r ' Irr 1 31 r s� 111 r•4 EXISTING PRODUCTION EQUIPMENT Or \ \\\ Sb°0 "it -3‘ %\ \\ s0, \ es\ \ \ \ \ \ \ (t \ � EXISTING OIL TANKS g VPS<-)6�\ 4i $I ori I 11 sb 3 I 1 \\4°�\_—� SOI I sbb or } \'w� 1 y; Sby o \ • • \ \ /4 CON \ \\ SEC 34 \ 1982 ALUM CAR \ PLS 14070 \\. NOTE: The bearings and distances shown on this site plan originated from the drawing on file with Construction Surveys, Inc. and Williams Production RMT Co. The drawing name is "EXHIBIT "A" PROPOSED COTTONWOOD GULCH COMPRESSOR Sc NATURAL GAS PIPELINES ACCOSS EXXONMOBIL PROPERTY" dated 06/16/04. • • \ 0 \ \\\ \ \ \ \ • \ •,Q4 e. eiriS .ops /•�/\• \ YO 0 es ,cos ,os COTTONWOOD COMPRESSOR SITE s, ,�_� e\'°ms'WI �_ •s! or �OI ` S� r a 4 JS 1:..--4 '4\ .. St?: 'k\ ,N. t44 J `` •w N %\ N. 'w \ \ \ J 'S S\ J \\\t \\ %\ \'4c \\ \ \ COTTONWOOD COMPRESSOR SITE SW 1/4, NW 1/4 SECTION 34, T 6 S, R 95 W, 6th P.M. GARFIELD COUNTY, (PARCEL NO. 217333100007) - MOBIL OIL PLAN COLORADO CORP. 50 0 50 100 150 GRAPHIC SCALE IN FEET 1 INCH = 50 FEET LEGEND — 1 GAS — EXISTING — 2 GAS — EXISTING 3 GAS — EXISTING — 4 GAS — EXISTING — 6 GAS EXISTING — 8 GAS — EXISTING — 10 GAS — EXISTING -- 12 GAS — EXISITING 16 GAS EXISTING 0 EXISTING SURVEYOR'S CERTIFICATE 1"0 GAS LINE 2"0 GAS LINE 3"0 GAS LINE 4"0 GAS LINE 6"0 GAS LINE 8"0 GAS LINE 10"0 GAS LINE 12"0 GAS LINE 1600 GAS LINE WELL I, Steve R. Pace: o Professional Lond Surveyor in the Stote of Colorado do hereby certify that this Survey wos mode under my direct supervision, and that this Plat re resent urve P P ���O�OflIEn� ���y c.): ,4 pc%'9o` cr _ r� p i 22580 . o t-4-o�:a� de •kck COLORADO P.L.S. 22580 se. M08IL OIL CORP b x y tiC CRETT LAND\ MPAN\ 1 11-4-111 �a VICINITY MAP CONSTRUCTION SURVEYS, INC. 0012 SUNRISE BLvD. SILT, CO S1652 910-816-5-153 DRAFTED BY: DJM CHECKED BY: DATE: 11/01/05 DWG: BARRETT\ COTTONWD COMPASBLT 2005.DWG SHFFT 1 OF 1 CE\ FRAL OTFS THE STRUCTURE UNDER THIS CONTRACT HAS BEEN DESIGNED FOR THE LOADS AND CONDITIONS SHOWN ON THESE DRAWINGS. CONSULT B&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 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 INSTITUTE OF STEEL CONSTRUCTION: "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". 3. AMERICAN WELDING SOCIETY: "STRUCTURAL WELDING CODE:" AWS D1.1 4, METAL BUILDING MANUFACTURER'S ASSOCIATION: "LOW RISE SYSTEM BUILDING MANUAL." MATERIAL PROPERTIES OF STEEL PLATE AND SHEET USED IN THE FABRICATION OF PRIMARY RICO FRAMES AND ALL PRIMARY STRUCTURAL FRAMING MEMBERS (OTHER THAN COLD -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 (WIDE FLANGE BEAMS, ETC.) SHALL BE MINIMUM 36 K.S.I. MATERIAL PROPERTIES OF COLD -FORMED LIGHT GAGE STEEL MEMBERS CONFORM TO THE REQUIREMENTS OF ASTM A-570, GRADE 55 WITH A MINIMUM 'VELD 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 INHIBITIVE PRIMER (UNLESS SPECIFIED OTHERWISE IN THE CONTRACT DOCUMENTS). RES.DONS BITES APPROVAL OF B & C STEEL CORPORATION DRAWINGS INDICATE THAT 8 & 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 AISC CODE OF STANDARD PRACTICE 9TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY 8 & C STEEL CORP. ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN B & C STEEL CORP. UNLESS SPECIFICALLY INDICATED. BUILDING LOADS / DESCRIPTION: ROOF PANELS: WIDTH: 41 LENGTH: 75 HEIGHT: 25 /28.417 (BUILDING DIMENSIONS ARE NOMINAL. REFER TO PLANS). BUILDING LOCATION: PARACHUTE CREEK. CO THIS STRUCTURE IS DESIGNED UTILIZING THE LOADS INDICATED AND APPLIED AS REQUIRED BY : IBC 00 THE CONTRACTOR IS TO CONFIRM THAT THESE LOADS COMPLY WITH THE REQUIREMENTS OF THE LOCAL BUILDING DEPARTMENT. ROOF DEAD LOAD: 5 PSF (ROOF PANELS & PURLINS) COLLATERAL LOAD: 0 PSF ROOF LIVE LOAD: 30 PSF ROOF SNOW LOAD: 45 PSF BASIC WIND SPEED: 90 MPH ,EXP: C SEISMIC ZONE: C SEISMIC COEF: 0.610 CRANE INFO (IF APPLICABLE) CRANE TYPE: TRE CRANE CAPACITY: 5.0 TONS IMPORTANCE FACTORS: WIND LOAD: SNOW LOAD: SEISMIC LOAD: OTHER: 1.00 1.00 1.00 THIS IS AN ADDITION TO PREVIOUSLY SHIPPED JOB 13984. COLOR: Tan P.O. BOX 1099 — SCOTTSBLUFF, NEBRASKA 69363-1099 PH: (308) 632-6188 FAX: (308) 632-7172 WALL PANELS: '7'S,N COLOR: Tan Q C���r� TRIM COLORS: Tan tr‘f 460 PlItCN Et) 141)1T‘C*""F CABLE: CORNER: EAVE: Tan Tan's }�1(Yfll„1�N� SUBJECT TO S rg tNSpE Tan fit] ARFI G©u' iTv BUILG DEP /CRT tS 'ate > Y ,�Iw g1EL COPY �'kJN `N,�t{p1t1 MO yNsp?LANs Ot+ Stit �1� of ..,.� .. FRAMED OPENINGS: GUTTER (IF APPLICABLE): DOWNSPOUTS (IF APPLICABLE): LINER COLOR (IF APPLICABLE): COLOR: PARTITION COLOR (IF APPLICABLE): COLOR: SOFFIT COLOR (IF APPLICABLE): COLOR: ACCESSORIES (IF ORDERED): OT).:' DESCR/T/ON.• 2 FIELD LOCATED 3070G SF WALKDOOR KIT 2 DOOR CLOSER 2 PANIC DEVICE 2 HELD LOCATED 4030 THERMAL SLIDER WINDOW 3 FIELD LOCATED 3030 AXED LOUVERS (REFER TO DRAWINGS FOR FACTORY LOCATED OPENINGS). • ivAt JUL 1 1 2IJUa ttot ai3" )4164) c-‘0.44) rtnt4v6 r164. PURCHASER: T.P.I. PROJECT: WILLIAM'S f ROD — CO7T ONWOQD A 4245 JOB NUMBER: 5 1/2" 41'-3"OUT-TO-OUT OF CONCRETE ) 14'-8" 75'-1 1/2" OUT OF CONCRETE TO CENTERLINE OF EXISTING FRAME EINE 0 30'-0" Low Eave 0 0 0 0 ala C C 8 0 0 ®a 0 E C — QE EF°o CENTERLINE OF EXISTING BUILDING FRAME AT LINE: 1 O EXISTING BUILDING COLUMN. NEW GIRT CLIPS WILL BE SUPPLIED FOR SIDEWALL GIRTS. �'`y(,lUfl�1]U"IN \'\y\`\\ `CLQ �flf, b`vO`1�C4,�iV IU:. ^' ©NAS. �:��`\ 1"h'fll t1,1111Mt‘', JUL 1 1 2fO5 EXISTING BUILDING COLUMN. NEW GIRT CLIPS WILL BE SUPPLIED FOR SIDEWALL GIRTS. 14'-8" 9W -n" 9I,.—n' %'-6" 30'-0" 30"-0" ANCHOR BOLT PLAN NOTE: All Base Plates 0 100'--0' (U.N.) CtNIURLINE Uh £XI$TINii BUILDING FRAME AT LINE: 1 High Eave ag OVIEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. REFER TO SHEET ,42 (& AJ /f REQ D) FOR REACTIONS & DETAILS. 2 DIMENSIONS AT OPENINGS ARE TO FACE OF JAMBS SEE DETAILS 3. ANCHOR BOLTS TO 5E SET TO f 1/8" IN LOCATION & ELEVATION 7,71_67:' WILLIAMS PROD - COTTONWOOD LZOCATION..PARACHUTE CREEK, CO << 1 ct et R 7,71_67:' WILLIAMS PROD - COTTONWOOD LZOCATION..PARACHUTE CREEK, CO BY: er DATE: 6/19/06 CK: DATE: JOB #: 4245 DWG #: Al 0 1/2 N 8 1/4" o o l I�=== 4 0 0 0 1 1/2" 2" 4" DETAIL A Dia= 3/4' 6" w z ti CO 2" 2" 1 1/2"H 4" DETAIL B SW Dia= 3/4" 8" 1 See Plan 2" 2" DETAIL C SW Dia= 1 /2" 0 r 8" DETAIL 1 1/2" L° °J 4" Dia= 1 /2' 0 0 L See Plan DETAIL E SW 1 12 .0tattR1,rr STEEL LINE a PERIMETER SHEETING NOTCH DETAIL OMIT AS SHOWN ON THE ANCHOR BOLT SETTING PLAN OVEIEL 2535 N. 1001 ST. GERING, NE 69341 (308) 632-6188 •u5rsao uogopuno3 a,iausuoa Jo} Jaam5ua foxy o ,/nsuo2 r '73315 .?3'8 X9 you sr u5rsa4 aplou0,9 J01,1,10 puo uogopuno_71 ' 73315 ,949 4g ?au auo swag papagura iayio puo syyog uoyouy •j ;53ION < 1 BY: BT DATE: 6/19/06 CK: DATE: JOB #' 4245 DWG #: A2 a COLUMN LINE H V FRAME LINE RIGID FRAME: MAXIMUM REACTIONS Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin Y * A 2 7.6 21.4 5 -6.3 -4.9 7 5.9 41.7 3 -4.8 -8.6 Y * C 6 6.6 -6.3 1 -6.5 20.8 8 -5.8 42.3 4 5.3 -10.0 Y * Frame lines: Y X RIGID FRAME: MAXIMUM REACTIONS NOTE: THIS FRAME IS TO BE RE -USED FROM EXIST. FRAME LINE "6" (NEW COL'S TO BE SUPPLIED) Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmax Id H Vmin Z A 11 2.9 12.0 5 -1.8 -1.2 9 2.8 20.4 3 -1.4 -2.3 Z C 6 2.0 -1.6 10 -2.8 20.7 10 -2.8 20.7 4 1.6 -2.6 ANCHOR BOLT SUMMARY Ont Loc Dia Proj (in) (in) 0 12 133 1/2" 2.50 O 4 EW 1/2" 2.50 24 RF 3/4" 3.00 ENDWALL COLUMN: MAXIMUM REACTIONS Column Reactions (k ) Frm Col Load Hmax V Load Hmin V Line Line Id H Vmox Id H Vmin Z B 12 4.2 0.2 13 -3,8 0.2 14 0.0 0.4 NOTES FOR REACTIONS 1. All loading conditions are examined and only moximum/minimum H or V and the corresponding H or V are reported. 2. Positive reactions are as shown in the sketch. Foundation loads ore 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 on the following building data: Width (ft) = 41.0 Length (ft) = 75.0 Eave Height (ft) = 25.0/28.4 Roof Slope rise/12 ) = 1.0 Dead Load (psf ) = 5.0 Collateral Load (psf ) = 0.0 Live Load (psf ) = 30.0 Snow Load (psf ) = 45.0 Wind Speed (mph ) = 90.0 Wind Code = IBC 00 Exposure = C Closed/Open = C Importance - Wind = 1.00 Importance - Seismic = 1.00 Seismic Zone = C Seismic Coeff (Fa*Ss) = 0.61 5. Loading conditions ore: 1 DL+CL+0.75LL+0.75WL1 2 DL+CL+0.75LL+0.75WR1 3 0.600L+WL1 4 0.60DL+WR1 5 0.60DL+WL2 6 0.600L+WR2 7 DL+CL+0.75LL+F1CRANEA2 8 DL+CL+0.75LL+F1CRANEA3 9 DL+CL+0.75LL+F2CRANEA2 10 DL+CL+0.75LL+F2CRANEA3 11 DL+CL+0.75LL+F2CRANEA4 12 0.60DL+WR1+WS 13 0.60DL+WP+LnWndL 14 1.08DL+ 1.O8CL+0.75LL-1.05SeisL JUL 1 1 2606 C a OTEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES. 1. Anchor Bolls and other embeded items are nal by B&C STEEL. 2. Foundation and other Concrete Design is not by B&C STEEL. J. Consult a local engineer for Concrete & Foundation Design. as BY: BT DATE: 6/19/06 CK: DATE: JOB # 4245 DWG #: A3 SPLICE PLATES & BOLTS Splice Mark Quan Bolt Tap/Bok/Int Type Dia Len SP- 1 SP- 2 4 4 2 A325 3/4" 2°' 4 4 2 A325 3/4" 2" .BASE PLATES PROWECT WILLIAMS PROD - COTTONWOOD Cal Id Wid Plate Size Thick Length BP- 1 8" 1/2" 1'-0 3/4" FLANGE BRACES: Both Sides(U.N.) FBxxA(1): xx=length(in) A - 2x2x3/16 MLMdLR SELL MULL {int PIECE RF1-1 RF1--2 RF1-3 WEIGHT WEB DEPTH WEB PLATE START/END 948 1551 1057 12.0/14.3 14.3/19.4 19.4/23.0 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 0.250 0.188 0.188 0.188 LENGTH 4"-6 15/16" 9'-11" 9'-11" 9"-11" 9'-11" 9'-11" 7'-6 5/16" 9'-11" 9`-11" 7'-9 15/16" OUTSIDE FLANGE WxTxLEN 8x3/8" x24'-3" 8x3/8" xt'-11 7/16" 5x3/8" x37'-0 3/4' 8x3/8" x1'-11 7/16" 8x3/8" x27'-7 15/16" INSIDE FLANGE WxTxLEN 8x3/8" x21'-.7 1/8" 5x3/8" x37'-0 3/4" 80/6" x24'-8 1/8" 1°-11 3/4" 37'-0 1/2" Clearance +/- 1'-11 3/4" 41'-0" OUT -TO -OUT OF STEEE. FRAME CROSS SECTION FOR FRAME UNE Y X O ,��1titr11iururr++ • ++++rr11r1r+r� JUL 1 1 2006 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES' 1. Structural joints with ASTM, A.325 Bolls shall be assembled and tightened according to the 'turn of the Nul l,/ethod" as described in the Specification for Structural Joints using A325 or A490 Bolts 2 Flange Brace holes in gins at sidewoll (if req of must be field located os rag? See detail sheets for more information. PROWECT WILLIAMS PROD - COTTONWOOD LOCATION..PARACHUTE CREEK, CO < < W q z PROWECT WILLIAMS PROD - COTTONWOOD LOCATION..PARACHUTE CREEK, CO BY: BF DATE: 6/19/06 CK: DATE: JOB #: 4245 DWG #: El CENTERLINE OF EXIST. COLUMN 4" .-/ —u VVI VI- 3 ILLL IV VLF\ ILRLII\C CA��131. MANIC 14'-8" _ - 30'-0" 30'-0' (ID E-2 (EXIST) E-1 - E-3 0-29 (EX{ST) LJ 0-26 LJ _ ( � 0-26 LJ G-29 (EXIST) H6 ' i G-26 i O 0-26 0-29 (EXIST) I 0-25 i I a❑ G-25 H G-29 (EXIST) c��l i CD N d © -4-1 1 2� 7 DH -1 N o ;� -- 1I N o `i C, r N LI .- N c? `i Ca -4- N C9 -4-N N C� OH -1 N 1' r J N `i c0 C� ID N C7 -till C7 J r 1 0-29 (EXIST) .r C-4 Cis 0-29 (EXIST) c� G-29 (EXIST) c.n K3 o a N CD r. N CD T 1 BA- BA -12 —_____ ---- I _ I 1 3 RF2-3 RF1-3 25'-0" SIDEWALL FRAMING ELEVATION @ FRAME LINE C I 25'-0" EXIST. COL'M. 2'- CENTERLINE OF EXIST. COLUMN 1 o —u VLI\1 L1AL1OF 1\C EX ST. FRAME TO OUT OF STEEL ❑ 10 30'-O" 14'-8"4" FIELD LOCATE (3) 3030 FIXED LOUVERS E-3 E-1 E-2 (EXIST) 18 2 I _ _G-30 LJ 0-30 Li I G-29 I (EXIST) L, 1 G-291 (EXIST) I G-29 i (EXIST) 2 -0' Ca :,-1 1 O E in II N' DD � ' N 0-30 N N 0-30 N N ® 0-30 - 0-30 III 0-30 _ 0-30 1 G-29 I (EXIST) I G-29 EXIST 1OD 0-29 EXIST 1 Q E I o E !m o G-30 (-j ,m o o 9 -1 0-30 I 1 r I I G-30 7 H 1 ® BA -200 I I BA 12 1 I I 1 J t - T3 0 vr EXIST. COLM. oro (FIELD) i RF1 - 1 J010G (FIELD) i RF -1 FIELD LOCATE (2) 4o3o WINDOWS SIDEWALL FRAMING ELEVATION @ FRAME LINE A I RF2-1 CONNECTION PLATES FRAME LINE C & A ❑ 10 MARK/PART 1 DC -11 2 GCA -2A 3 GC-ls Ai! 1120116 OTEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 W a j PROJECT. WILLIAMS PROD - COTTON/ LOCATION'PARACHUTE CREEK, CO BY: BT DATE: 6/19/06 CK: DATE: JOB 4245 DWG #: E2 UULI IALILL FRAME LINE 1 & 6 LOCATION Columns QUAN TYPE DIA LENGTH 2 A325 5/8" 1 3/4' 41'-0" OUT -TO -OUT OF STEEL 2O'-6" ry 20'-6" 12 G-18 G-17 RF2— D G-34 G-32 12'-0" 6-4 6-4 6'-4 1 /2" G-14 G-5 I EC -2 WH -2 o, � G-11 BA -200 T3 BA --12 L 3070SFWD RF2-3 FIELD ENDWALL FRAMING ELEVATION © FRAME LINE Z RE -USE ALL PARTS FOR THIS ENDWALL FROM EXISTING FRAME LINE: 6 WITH THE EXCEPTION OF RF2-1 & RF2-3 WHICH WILL BE SUPPLIED (NEW). I,UNNLCIIUN F'LAItS FRAME LINE Z ❑ ID 1 2 3 MARK/PART ZA-10 (FIELD CUT) GCA -2A RGC-2 J U L 1 1 2006 D OVIEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR /NDMDUAL FRAPINC DETA/LS REFER TO DETAIL DRAW/NC SHEETS 2. FOR CABLE BRACING DETA/LS REFER TO DETAIL DRAWING SHEt7S. 3 FIELD SLOT FLUSH /AOUNT GIRTS FOR CABLE BRACING AS RECD. pROIEC uYP / COTTONWOOD LOCATION' PARACHUTE CO l W pROIEC uYP / COTTONWOOD LOCATION' PARACHUTE CO BY: BT DATE: 6/19/06 CK: DATE: JOB #: 4245 DWG #: E3 4" PURLIN LAP 75'-0" OUT OF STEEL TO CENTERLINE OF EXISTING FRAME 14'-8" 30'-0" 293-8" E-2 (EXIST E-1 E-3 LAP NEW PURLIN INTO EXISTING 3'-1 3'84" P-4 (Typ I (EXIST) 1 1 P-2(Typ) 1 1 I P-2(Typ) 1 CH1 RF2-2 (EXIST.) NF1 -2 RI -1-2 ca ccnn w H +I 1 E-2 f EXIST. 3'-1 3/4i 3'-f 3/4" E-1 ROOF FRAMING PLAN 3/4 3'-1 3/4" BA -200 E--3 u1 x 1.0 OC 0 J N t N 1 r z cv 2 0 0 O CJ F— ur � 0 w a J t0 -1 N Q 0 CL Q LL J 0 0 0 S I— LO CC0 Ton \\I,millP1lf/1� ROOF 4.`\\\O9.,REe%'�",,, SHEETING zz,�'P (S' + �� ' PANELS: 26 Go. B&C -R r I\ /1 I V 1 FIELD LOCATE 1 A ' S YLITES 10' 6" Ir \I Li eig 04HEL. 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 BY: 6'T DATE: 6/19/06 OK: DATE: JOB # 4245 0 3 I LAP NEW PANEL RIB ONTO EXISTING USE 15' OF GF -2 PREVIOUSLY SHIPPED GF -2 A A 444 v fe, , 7/4 - HS -1 i HS -1 HS -1 FS -1/ HS --1 WJF-1 j _ i ii HS -1 , , i HS -1 i -Lr- USE (5) PANELS FROM THAT WERE PREVIOUSLY SHIPPED SIDEWALL SHEETING ELEVATION ® FRAME LINE C PANELS: 26 Go. B&C -R - Tan EF -1 CUT PANEL USE 15' OF EF -1 PREVIOUSLY SHIPPED I\\\\\\\\\\\\\\\\\\\\\\\\\\\\\\A o1 HS 1 Z Q. - HS -1 i HS -1 HS -1 FS -1/ HS --1 WJF-1 j 10 4`/1 i ii i HS 2 11S-1 HS -2 15-2 L, HS -1 HS 1 4L CUT PANEL SIDEWALL SHEETING ELEVATION © FRAME LINE A PANELS: 26 Go. B&C -R - Ton USE (5) PANELS FROM THAT WERE PREVIOUSLY SHIPPED LAP NEW PANEL RIB ONTO EXISTING 013 RE ,tip /,��' ``� .,o .. , FBftifffYAL ,1111V�7\7\ JUL 1 1 20N3 eig ZITIEIEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES: 1. FOR /NDMDUAL SHEETING` & TR/M DETAILS REFER TO DETA/L SHEETS. 2. PANEL START DIMENSION /5 CENTER OF FIRST HI -RIS TO STEEL LINE. J. /F NO PANEL START DIMENSION SHOWN THEN START AT STEEL LINE. 4, FOR FASTENER SIZES & LOCATIONS REFER TO THE DETAIL SHEETS PROJECT.-WILLIAMS PROD - COTTONWOOD LOCATION.PARACHUTE CREEK, CO Z Q. C <l `",-6-' PROJECT.-WILLIAMS PROD - COTTONWOOD LOCATION.PARACHUTE CREEK, CO Z Q. BY: BT DATE: 6/19/06 CK: DATE: JOB # 4245 DWG #: E5 FRAME COLUMN (SLOPE MAY VARY FROM THAT SHOWN) STIFFENER (REFER TO CALC'S)_ DIAD. STIFFENERS (IF REVD) (REFER TO CALC'S), STIFFENER (REFER TO CALC'S) DETAIL AT UNES X & Y (UNE: Z IS SIMILAR) PLAN HORIZONTAL STABILIZER ANGLE (SCA- SEE TABLE) (2) 5/8" x 1 3/4" A325 BOLTS. HORIZONTAL STABILIZER ANGLE (HSA- SEE TABLE). /// (5/8" x 1 1/2" A325 BOLTS (EACH END). RAIL (BY OTHERS) �U 1 1/2" 01 'n SECTION 1/4" STIFF. 3/4" x 2" A325 BOLTS STIFFENER (REFER TO CALC'S) RUNWAY SUPPORT BRACKET (REFER TO CALC'S) w X Y Z SCA- HSA - SCA -1 SCA -1 HSA-1 HSA -2 SCA -1 SCA -1 HSA-1 HSA -2 SCA -1 SCA -1 HSA -3 HSA -4 A C A C COLUMN UNE ELEVATION 1'-9" 131'-6" STEEL (GIRT) UNE —1 (4) 3/4" x 2 1/4" A325 BOLTS (2) 3/4" x 2" A325 BOLTS 4 1/8" FACE TO FACE OF CRANE STOPS CS -1) W12 x 22 WITH 1/2" CONNECTION PLATE CAP CHANNEL RUNWAY BEAM COLUMN BRACKET CRANE END STOP DETAIL (LINE: Z) E .'``py�D�RDI „/OVAL •�;,:,•`\• li7I1111V1h1 JUL 1 1 2006 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 :114 aa� 1j" a�q� cszi ¢Qa ,,i v, ----.O L.44 ' W CObs c> a .c 3� �w� j o e L u -,'aa o Q.o .0 a o C 2i W O q ni < < BY: BT DATE: B/r9/06 DATE: JOB #: 4245 LAP NEW PANEL RIB ONTO EXISTING USE 15' OF GF -2 PREVIOUSLY SHIPPED E'///✓/✓//✓✓/✓✓//////J/✓✓✓✓✓///✓✓A GF -2 #°// /:•/:/" (#:/' 0./*/ ///0° ///4 4,4 PROJECT WILLIAMS PROD - COTTONWOOD //i. i ,.0 To' /./.4,/.,; 0 5 ti ,_1 _, a 7 __, L. in L USE (5) PANELS FROM THAT WERE PREVIOUSLY SHIPPED SIDEWALL SHEETING ELEVATION @ FRAME LINE C PANELS: 26 Ga. B&C -R - Tan EF -1 11- 4" CUT PANEL USE 15' OF EF -1 PREVIOUSLY SHIPPED k-,,\ \\` \\•\-\\N. \\��i\\tip\\A o In CN PROJECT WILLIAMS PROD - COTTONWOOD LOCATION:PARACHUTE CREEK, CO i ,.0 /./.4,/.,; 0 5 It:AAA CUT PANEL SIDEWALL SHEETING ELEVATION © FRAME LINE A PANELS: 26 Go. B&C -R - Ton USE (5) PANELS FROM THAT WERE PREVIOUSLY SHIPPED a JUL 1 1 2006 eig O4EEL, 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 co<< co PROJECT WILLIAMS PROD - COTTONWOOD LOCATION:PARACHUTE CREEK, CO BT CK: DATE: 6/19/06 DATE: JOB 4245 DWG #: E5 NEW TRIM 0) N HS -1 T� _IT± N N ENDWALL SHEETING ELEVATION © FRAME LINE Z PANELS: 26 Ga. B — Tan USE PANELS, TRIM, SCREWS & CLOSURES FROM PREVIOUSLY SHIPPED #3984 (U.N.) .QUI.. 1 1 2n06 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES 1. FOR /ND/IMDLIAL SHEETING & TRIM DETAILS REFER TO DETAIL SHEETS. 2 PANEL START DIMENSION /S CENTER OF FIRST HI-RIB TO STEEL LINE J. IF NO PANEL START DIMENSION SHOWN THEN START AT STEEL LINE 4. FOR FASTENER SIZES & LOCATIONS REFER TO THE DETAIL SHEETS. i < BY: BT DATE: 6/19/06 CK: DATE: JOB # 4245 DWG 11: E6 FRAME LINE DIMENSIONS MLMBER IAI3LL MARK PART R8-1 R8-2 RB -3 18W50C1 2 18W50C12 18W50C1 2 75'-0" OUT -TO -OUT OF STEEL CD Low Eave 30'-0" 30'-0" RB -3 (EXIST) — FACE OF NEW CRANE STOP -9" T 0 00 O � U 0 0 a 0 U R8-2 75'-•O" Crone System 1 Elevation: 19'-6" RB -2 CENTERLINE OF EXISTING FRAME —FACE OF EXISTING CRANE STOP WHICH IS TO SE REMOVED RB -3 (EXIST) L R8-2 , R9-2 14'-8" 30'-0" 30'-0" THIS 15'-0" BAY IS BEING RE -USED FROM PREVIOUSLY SHIPPED BUILDING. CRANE PLAN 00 1i wiirrrrpf0 sz, 40�" DQaR I ;1 High Eave eig 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 W a Q PROJECT..WILLIAMS PROD - COTTONWOOD LOCATION. PARACHUTE CREEK, CO BY: BT DATE: 6/19/06 CK: DATE: JOB # 4245 DWG 1: E7 16 16" 16" 16"9 SCREWS PER PANEL PURLIN �} (1 6' 16" l6" 16 r t t t t r EC. t t r• i—ttt PANEL TO RED IRON FASTENER SPACING ITT FOR ROOF PANEL TO SAVE t STRUT. EAVE STRUT - 1/2" X 1 1/4" A 25 BOLTS PANEL TO RED IRON FASTENER SPACING FOR WALL PANEL TO BASE ANGLEOTIEEIL . 12 X 1-1/4" S.D.S. TO RED IRON) 6 SCREWS PER PANEL #12 X 1 1/4" S.D.S. INVERTED 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 1 PANEL L- T TT TT T GIRT n 14 x 7/8' LINER PANELS TEK LAP / (PANEL TO PANEL) PANEL TO RED IRON FASTENER SPACING FOR WALL PANEL TO EAVE STRUT. i�G __ ,�, ,■, ,■, PANEL TO RED IRON FASTENER SPACING FOR ROOF PANEL TO PEAK PURLIN. — PANEL TO RED IRON FASTENER SPACING FOR END OF SOFFIT PANELS. BA -200 3 SCREWS PER PANEL SAG ANGLE T' '+ © ��4 LAP Go= LA TAPE MASTIC ROOF ONLY) v �� PANEL TO RED IRON FASTENER T t SPACING FOR ALL INTERMEDIATE PURUNS. T GIRT SAG ANGLE FOR ENDWALLS TO ATTACH GIRT AS REO'D AND TO NEAREST X12 X(1 1-/4" PURLIN ABOVE IMI JAMB NOTES' 1. FOR INDIVIDUAL FR4M/NG DETAILS REFER TO DETAIL DRAM 2 FOR CABLE BRACING DETAILS REFER TO DETAIL DRAWL J. FIELD SLOT FLUSH MOUNT GIRTS FOR CABLE BR4C/NG `n 1 PANEL TO RED IRON FASTENER SPACING FOR ALL INTERMEDIATE GIRTS. S.D.S.TYP y PANEL TO REO IRON FASTENER SPACING FOR ALL LOCATIONS AT LINER PANEL ` o SIDELA? DETAIL PANEL TO REO IRON FASTENER SPACING FOR ALL LOCATIONS AT PARTITION PANEL ,i1 PANEL TO RED IRON FASTENER SPACING FOR ALL INTERMEDIATE SOFFIT PURUNS. PANEL TO PANEL (STITCH SCREWS) FASTENER SPACING SAG ANGLE DETAIL JAMB TO GIRT PURLIN S1D£WALL GIRT (8)1/2" X 1 1 /4" -II- CEE PURLINS (LAP A325 BOLTS AT BACK-TO-BACK) SEE ROOF FRAMING PLAN MAINFRAMEFTER :[t (2)1/2"X 1 1/4" 1 1 I (2)1/2" X 1 3/4" A325 BOLTS (1 'P) FOR PURLIN LAP DIMENSION 1 .�~ (TYX) EW1 ENDWALL COLUMN 11-,__,- - I 1 RIGID FRAME CORNER COLUMN 1'Q ` O1 *iIo 1 I 1 1 I it l i j- O 141 01 Q 14, < < 1 1 /4" I L� I , i �j h _______I 1 I kis J \N`1\41 i - - i F --Z (,, PROJECT WP ,/ COTTONWOOD LOCATION. PARACHUTE, CO NON -SUPPORTING ENDWALL COLUMN kt l kf 111 11 11 11 (2) 3/4" X 1 3/4" A325 BOLTS. HAND TIGHTEN AND CRIMP THREADS TO(2)RAFTER ENDWALL GIRT SHEETING ANGLE: ZA-1O ENDWALL (FIELD CUT TO LENGTH) GIRT ATTACH TO COLUMN w/ #12 x 1 1/4" S.D.S. MAIN FRAME /' FLANGE BRACE ALLOW DEFLECTION (ATTACH ONE NEAR BASE REFER TO FRAME OF FRAME RAFTER. OF COLUMN ALSO). ice/ 1�I VA CROSS-SECTION B 1 9 NON—SUPPORTING ENDWALL COLUMN TO MAIN FRAME ENDWALL RAFTER C6 ENDWALL GIRTTO COLUMN D1 3 RF CORNER COLUMN TO GIRTS 1/2" BOLTS (Typ) PURLIN & FLANGE BRACE TO MAIN FRAME RAFTER MAIN FRAME COLUMN (4)1/2" X 1 1/4" A325 BOLTS _ 1/2" X 1 1/4" F� I I 01 I I (2)1 /2" X 1 1 A325 BOLTS /4" 1/2" BOLTS GIRT GIRT A325 BOLTS .� INVERTEDGIRT: \V�VVVt11kll1TiililAi/ �•O5^ AnO R //i� a .C`' /s © "�;"" ". ��: �•• r �� LQ d� Qj e _ \ JAMB OI ., ).: ,., - 4t./ .., , I. 0 -.' '.I, Z':: ...,..,,,,, ,,ff�� r 1 J ,o (2.1 CLIP: F... �\ s/� O �,� FLANGE BRACE CLIP: I i GCA 2A �\\`,` Ai � / Piilitiiiik,VV 0 \, QF REQUIRED) GIRT GCA 2A 1 JAMB REFER TO FRAME CROSS-SECTION JAMB JAMB SECTION ELEVATION ll 1�i_ 1 1 2006 BY: BT DATE: 6/19/06 NOTE: FIELD DRILL HOLES IN GIRTS CK: DATE: FOR FLANGE BRACE ATTACHMENT H6 GIRT TO MAIN FRAME COLUMN GIRT TO JAMB LO JAMB TO GIRT II JAMB TO GIRT JOB 4245 DWG #: Di HEADER 1/2" BOLTS (TYp) HEADER REFER TO ANCHOR WALL PANEL- BOLT PLAN FOR NOTCH SIZE INSIDE CLOSURE #12 X 1 1/4" S.D.S. BASE ANGLE (BA -12) 6 O V E 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 iii di _ II il FOUNDATION a• ;. (BY OTHERS) - JAMO JAMB SECTION ELEVATION FASTENER TO CONCRETE PANEL BASE)SHEAR ONO I NOTES. t. FOR /ND/YIDUAL FRAdf/NC DETAILS REFER TO DETAIL DR4;1 2. FOR CARL£ BRACING DETAILS REFER TO DETAIL DR4W+ J. FIELD SLOT FLUSH'YOUNT CIRTS FOR CA8LE BRACING 0 HEADER TO JAMB DWG: A2. . SECTION THRU WALL PANEL AND CONCRETE FOUNDATION SLOPE * . ROOF PANEL 1:12 2 9/16" � ••A" Iliiiiiii 2:12 3 3/16 #14 X 7/8" 3:12 3 3/4" S.D.S. 4:12 4 5/16' INSIDE CLOSURE OUTSIDE #14 X 7/8" SOS #12 X 1 1/4" SOS s 2' ROOF SHEETa CLOSURE on TRIM: TRIM: CF -2 90 EAVE TRIM *� \11111W ��- CP -1 GABLE TRIM GF -2 TAPE MASTIC ROOF SHEET NMI (or GUTTER) "B RA -12 TRIM: EF -1 ' �EAVE STRUTBEHIND ROOF SHEET #12 X 1 1/4" CORNER PIECE (CP -1) GABLE & EAVE DIMENSION "A" TRIM. 12 X 1 1/4" < #12 X 1 t/4" SI 5.0"S' JI #14 x 7/8" B, / _LAP TEK EXTEND GABLE FLASHING PAST EAVE FLASHING ", D,S< IIII =' I THEN CUT GABLE FLASHING BACK TO SAVE FLASHING LEAVING TOP POR1ION OF GABLE # 12 X 1 1 / 5 D•S ' j PROJECT' WP /' COTTONW000 LOCATION:PARACHUTE, C0 #14 x 7/8" SDS — WALL SHEET OUTSIDE CLOSURE FLASHING TO COVER ROOF PANEL �� { "B" 7/8' OUTSIDE CLOSURE i DIMENSION tiD.S. WALL SHEET - NOTCH BOTTOM LEG ONLY OF GABLE FLASHING BACK (APPROX. 11 TO EAVE FLASHING NOTE: OUTSIDE CLOSURE PURLIN BOTTOM LEG OF EAVE FLASHING EAVE TRIM DETAIL H.S. [AVE TRIM DETAIL MUST BE NOTCHED SIMILARLY. CP -1 CORNER PIECE DETAIL WALL SHEET STANDARD GABLE DETAIL �<«rlruurrrr� ,,O, .00 R. �`''� - r. 4 - q. � a����f'_ * REFER TO SHEETING PLANS FOR START DIMENSION MATCH SIDEWALL SHEETS PANEL AS 14 ENDWALL I I #12 x 1 1/4" SOS or POP -RIVET z� 4V/0 A. ' ` = • `'''•..,,•s REQUIRED # X 7/8" SDS CFC 41 TAPE MASTIC SHEET I I` #14X 7/8" SDS „..,. ✓i ti . Cj� fi?, ROOF SHEET ' !!��rycOPENING RA -12 i�V���L��pI EEESDS LHEET INSIDE D.S �'J #1DX 1 1/ S SIDEWALL 1 L SHEET TRIM: - - - - OPENING E14 X 7/8" CF- WJF-1 SDS. OUTSIDE CLOSURE WALL PURLIN * REFER TO SHEETING PLANS FOR START DIMENSION. IF NO DIMENSION THEN START SHEETING AT STEEL LINE. FIELD TRIM SHEET © OPENING AS REQ'D TRIM: HS -1 i BY: BT DATE: 6/19/06 CK: DATE: SHEET STANDARD GABLE DETAIL OUTSIDE CORNER DETAIL JAMB TRIM DETAIL HEADER TRIM DETAIL JOB #: 4245 DWG #: D2 Rigid Frome Rafter Bolted Clip (RCC -2) Endwall Girt SECTION OF ENDWALL GIRT TO RAFTER SILL TRIM: HS -2 INSIDE CLOSURE #12 X 1 1/4" SDS WALL SHEET SILL TRIM DETAIL (SILL ABOVE 6"--0") MAKE A 2" CUT 2' IN FROM END OF i0" CEE, THEN BEND DOWN 90' MEAUX FRO MEV( MODIFIED 10" CEE GIRT MODIFIED 10" CEE GIRT ATTACHING WALKDOOR TO GIRT DETAIL SHOWING HOW TO ATTACH A 10" CEE GIRT TO A 8" SELF -FRAMING WALKDOOR FRAME OUTSIDE FACE OF GIRT (STEEL LINE) 12X1 -I/4" S.D.S. or POP RIVET SELF -FRAMING DOOR FRAME J U L 1 1 2006 OVIEEL 2535 N. 10th ST. GERING, NE 69341 (308) 632-6188 NOTES' } ,. FOR INDMDURL F12441JNC DETAIZS REFER TO DETAIL DRAW/NC SHEETS. 2 FOR CABLE BRACING DeTNLS REFER TO DETAIL DRAW/NC SHEETS J. FIELD SLOT FLUSH MOUNT DM'S FOR CABLE BRACING AS REOV. << BY: BT DATE: 6/19/06 CK: DATE: JOB 4245 DWG #: D3 5 1/2' 14'-8' 30'-0' r 1 1 1 11 I I 1 L J L J I I 90'-0' 195'-3' OUT -TO -OUT OF CONCRETE CLOW SIDE) C7 L 30'-0' 1 1/2'x2' sldklg notch, typ. 1 1 1 29'-8' 5 1/2' I 1 1 I TOP OF VALL ELEVATION OF 100'-6', TYP. J 1 1 12'x36' grade bean, typ. Detail P2, Pg 52 Detail P1, Pg S2 ASSUMED CONSTRUCTION ELEVATION OF 100'-0' AT TOP OF EXISTING PAD XISTING CONCRETE COMPRSSTIR PA rya)84'x8 '41x241 pod Detail P3, Pg S2 PERI TER OF EXISTING CONCRETE COMPRSSOR PA ASSUMED CONSTRUCTION ELEVATION OF ICO' -0' AT TOP OF EXISTING PAD 84'x84'x24' 5 1/2' 14'-B' 1 1 12'x36' grade bean, typ. N 1 1 \ e-61, f T 25'-0' ,f -612'-61 L L J J i 30'-0' I 1 1 MP OF VALL ELEVATION OF 100'-6', TYP. delete siding notch at door openings, typ. r 1 1 1 i>= 6'p'-61, 1 i 85'-0' 90'-0' -6' J L -6' 25'-0' 30'-0' L I J 25'-0' 29'-8' I cu N N 5 1/2' TYPE OF DESIGN! COMMERCIAL CONSTRUCTION, STEEL LOCATION! COTTONWOOD STATION BEARING CAPACITY' SURFACE - DESIGN VALUE OF 2,000 psf BEARING OVER STRUCTURAL FILL AS DETERMINED FROM SITE SPECIFIC GEOTECHNICAL INVESTIGATION PROVIDED BY OTHERS DESIGN CRITERIA' NOTES DESIGN LOADING ROOF - 30 LIVE/45 SNOW/5 DEAD WIND - 90 mph, EXPOSURE C SEISMIC - IC - ALL CONCRETE SHALL BE MINIMUM 3000 PSI TYPE II (SULFATE RESISTANT) - ALL STEEL SHALL BE MINIMUM GRADE 60 AND PLACED IN ACCORDANCE WITH IBC STANDARDS WITH A MINIMUM OF 3 IN. OF CONCRETE COVER OVER SOIL AND 2-1/2 IN. OF CONCRETE COVER ELSEWHERE - ALL STEEL SHALL BE SUPPORTED AT A MINIMUM OF 4 FT INTERVALS BY TYING - MINIMUM LAP FOR CONTINUOUS REINFORCING STEEL SHALL BE 26 IN. - SOILS EXPOSED BY FOUNDATION EXCAVATION SHALL BE MOISTENED DURING FOUNDATION CONSTRUCTION TO PREVENT EXCESSIVE DRYING AND MAINTAIN THE NATURAL MOISTURE CONTENT AS CLOSE AS POSSIBLE - ALL CONCRETE ELEMENTS SHALL BE PLACED ON STRUCTURAL FILL PLACED IN ACCORDANCE WITH SITE SPECIFIC GEOTECHNICAL INVESTIGATION PROVIDED BY OTHERS TO AFFORD A SOIL BEARING CAPACITY OF 2000 psf - CONCRETE SHALL NOT BE POURED ON FROZEN SOIL - ADEQUATE DRAINAGE SHALL BE PROVIDED TO CHANNEL SURFACE WATER FLOWS AWAY FROM THE BUILDING FOUNDATION LINE FOR A MINIMUM DISTANCE OF 10 FT, RECOMMENDED SLOPE OF 10% FOR UNPAVED AREAS AND 2.5% FOR PAVED AREAS. - IMPERMEABLE GUTTERS OR PIPING SHALL BE EMPLOYED TO CHANNEL WATER FLOWS FROM EAVE TROUGHS AND FROST TAPS AWAY FROM FOUNDATION LINE FOR MINIMUM DISTANCE OF 10', LAWN SPRINKLERS SHOULD BE LOCATED A MINIMUM OF 10' FROM FOUNDATION LINE - THE FOUNDATION EXCAVATION AND FORMS SHALL BE INSPECTED BY A REPRESENTATIVE OF THE DESIGN ENGINEER PRIOR TO PLACEMENT OF CONCRETE - PROVIDE A MINIMUM OF 24 HOURS NOTICE FOR REQUIRED INSPECTIONS - FOUNDATION CONSTRUCTION, INCLUDING EXCAVATION, COMPACTION, BACKFILLING, AND SUBSURFACE DRAINS SHALL BE DONE IN ACCORDANCE WITH THE GEOTECHNICAL INVESTIGATION PREPARED BY OTHERS SPECIFICALLY FOR THE FOUNDATION DESIGN - A REPRESENTATIVE OF THE PROJECT GEOTECHNICAL ENGINEERING FIRM SHALL BE CONTACTED TO PERFORM ALL INSPECTIONS AND TESTING NECESSARY TO CONFIRM THE GEOTECHNICAL DESIGN PARAMETERS ARE AS ANTICIPATED - IT IS THE RESPONSIBILITY OF THE OWNER OR OWNER'S REPRESENTATIVE TO READ AND BECOME FAMILIAR WITH ALL CONDITIONS, REQUIREMENTS, AND GEOTECHNICAL TESTING AND INSPECTIONS TO BE FURNISHED BY OTHERS THAT ARE ASSOCIATED WITH THESE PLANS - IMPLEMENTATION OF THESE PLANS CONSTITUTES ACCEPTANCE BY THE OWNER OR THE OWNER'S REPRESENTATIVE OF THE CONDITIONS, REQUIREMENTS, AND GEOTECHNICAL TESTING AND INSPECTIONS TO BE FURNISHED BY OTHERS THAT ARE ASSOCIATED WITH THIS PLAN 195'-3' OUT -TO -OUT OF CONCRETE SHIM SIDE) F'oundation Plan Scale: 1/8" = 11-0" LIMITATIONS OF RESPONSIBILITY AND LIABILITY DISCLAIMERS The undersigned design engineer specifically limits the scope of responsibility/!lability to those items shown, discussed, and detailed on the attached plans. Cronk Construction Incorporated represents this plan has been prepared within the limits prescribed by the client and in accordance with the current accepted practice of the civil engineering profession in the area. No warranty or representation either expressed or implied is included or Intended in this plan or in any of our contracts. The following manufactured components have not been considered in the attached design documents and are exempt from the under— signed design engineers responsibility/!lability: 1. prefabricated steel building components REINFORCING SCHEDULE GRADE BEAM SPECIFICATIONS — 12'x36' grade beam w/5-#5 cont, as' Top' 2-#5 6' from top Bottom! 2-#5 6' from bottom Intl 1-#5 spaced equally 12' o.c. between top and bottom reinforcing steel Vern 1-#4 spaced 48' o.c. cont. top to bottom PAD SPECIFICATIONS —485(48"x18' pad with one mat #5 on 12' grid 72'x72'x24' pad with two mats #5 on 12' grid 84'x84'x24' pad with two mats #5 on 12' grld LOADING DESIGN CRITERIA Roof - 30 Iive/45 snow/5 dead Wind - 90 mph exposure C Seismic Design Category - 1C Column loadings as specified by Steel Building Manufacturer NOTE CONTRACTOR TO FIELD VERIFY ALL DIMENSIONS SHOWN NOTE SUBBASE TO BE PREPARED IN ACCORDANCE WITH GEOTECHNICAL INVESTIGATION PROVIDED BY OTHERS NOTE PROVIDE ANCHOR BOLT PLACEMENT AS PER STRUCTURAL STEEL PLANS REVISIONS m REMARKS W 1— Q 0 It -o o Q 1 ol Q o n Plc Cott fe, D � +- C -c 0 0 M Qo ♦- -1-,.., 0 � k_ C CL Lt k_ ii 0 0 0 L 0 E 0 U TPI INDUSTRIAL INC. 2471 River Road, Unit A Grand Junction, CO 81505 970-243-4642 ENGINEERING DESIGN BY CRONK CONSTRUCTION INCORPORATED 1129 -24- ROAD GRAND JUNCTION, CO 81505 970-245-0577 PROJECT Cottonwood Add. foundation plan SCALE as shown DATE DRAWN 06/28/06 LATEST REVISION no revisions SHEET Si OF -_y] r 1'-0' siding notch delete at doorways 1 1/2' 2 #5 1 #5 provide drainage away from foundation line for min. distance of 10' #4 vert. 48' o.c. oisee 2 #5 structural fill under all concrete Section GB1 Scale: 1" = 1'-0" 5 1/2' / 12'x36' grade beam 0 I N r- / 6 1/2' 0 1 N 1 1/2'X2' siding notch 1 1/2' // 1'-6' • • 1' • -0' / 4'-O' anchor bolts as per structural steel plan 1'-6' J Detail P1 Scale: 1" = 1'-0" 1'-0' • • • 6' vim; 011 Zit► �•�I• siding notch delete at doorways 1 1/2' 1 #5 1 provide drainage away from foundation line for min, distance of 10' #4 stirrup 12' o.c. to tle pad to grade beam #4 vert. 48' o.c. #5 on 12' grid i+•'•+•#+++..ii.'�i�..i