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HomeMy WebLinkAboutSteel DrawingsMBMI METAL BUILDINGS, INC. IRAWING CC'VR SFEET BASIC BUILDING SIZE: SPAN 33.83 x LENGTH 44 x EAVE HT 20.25 ROOF COVER: SX COLOR: Stet Gray WALL COVER: LINER PANEL: TRIM COLORS: TRIM COLORS: TRIM COLORS: GA.: 26 /2Q25 CX COLOR: Top• Steel Gray/Rottnm• Pular white GA.: 26 LRX COLOR: Polar White GA.:26 GABLE: Steel Gray JAMB: Steel Gray GUTTER OR EAVE: Steel Gray BASE: Polar White CORNER: Toa: Steel Gray/Bottom: Polar White DOWNSPOUT: Steel Gray LIVE LOAD (ROOF) 20.0D P.S.F. DEAD LOAD(ROOF):2.000 SNOW LOAD (ROOF): 50.4 P.S.F. SEISMIC ZONE C WIND LOAD: 115 M P H EXPOSURE: B COLLATERAL LOAD: 5 DESIGN CODE/ED.: IBC 15 CUSTOMER- PNCI CONSTRUCTION ADDRESS: 553 25 1/2 RD GRAND JUNCTION, CO 81505 PHONE:970-242-3548 FAX: PROJECT. WEST END STATION #84 LOCATION. GLENWOOD SPRINGS, CO 81601 GENERAL NOTES: 1. MATERIALS: MINIMUM YIELD: HOT ROLLED BAR Fy = 50 ksi MIN. STRUCTURAL STEEL SHEET Fy = 50 ksi MIN. STRUCTURAL STEEL PLATE Fy = 50 ksi MIN. COLD FORMED SHAPES Fy = 55 ksi MIN. ROOF AND WALL SHEETING Fy = 80 ksi MIN. 26GA. ROOF AND WALL SHEETING Fy = 50 ksi MIN. 24GA. BOLTS A307 AND A325 MBMI METAL BUILDINGS RESERVES THE RIGHT TO SUBSTITUTE THE ABOVE MATERIALS WITH EQUAL OR BETTER MATERIAL. 2. A325 BOLT TIGHTENING REQUIREMENTS ALL HIGH STRENGTH BOLTS ARE A325 UNLESS NOTED OTHERWISE. HIGH STRENGTH BOLTS SHALL BE TIGHTENED BY THE "TURN OF THE NUT" METHOD IN ACCORDANCE WITH THE LATEST EDITION AISC "SPECIFICATION FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS". A325 BOLTS SHALL BE INSTALLED WITHOUT WASHERS WHEN TIGHTENED BY THE "TURN OF THE NUT" METHOD. ALL BOLTED CONNECTIONS, FOR SHEAR / BEARING CONNECTION TYPE WITH BOLT THREADS EXCLUDED FROM THE SHEAR PLANE SHALL BE SNUG TIGHT ONLY. 3. ALL STRUCTURAL STEEL TO RECEIVE A RUST INHIBITIVE PRIMER. THIS PAINT IS NOT INTENDED FOR LONG TERM EXPOSURE TO THE ELEMENTS. 4. PRE—FORMED CLOSURE STRIPS ARE PROVIDED AT THE EAVE BENEATH THE ROOF SHEETS AND AT THE ENDWALLS BETWEEN THE RAKE TRIM AND THE ENDWALL SHEETS. 5. BUILDING DESIGN AS PER METAL BUILDING SYSTEMS MANUAL 2018. ACCESSORIES DESCRIPTION DESCRIPTION 3 — 6'-0" x 3'-6" FRAMED OPENINGS 2 — 12'-0" x 14'-0" FRAMED OPENINGS 1 — 12'-1" x 10'-1" FRAMED OPENING BUILDER / CONTRACTOR RESPONSIBILITIES IT IS THE RESPONSIBILITY OF THE BUILDER/CONTRACTOR TO INSURE THAT ALL PROJECT PLANS AND SPECIFICATIONS COMPLY WITH THE APPLICABLE REQUIREMENTS OF ANY GOVERNING BUILDING AUTHORITIES. THE SUPPLYING OF SEALED ENGINEERING DATA AND DRAWINGS FOR THE METAL BUILDING SYSTEM DOES NOT IMPLY OR CONSTITUTE AN AGREEMENT THAT MBMI METAL BUILDINGS OR ITS DESIGN ENGINEER IS ACTING AS THE ENGINEER OF RECORD OR DESIGN PROFESSIONAL FOR A CONSTRUCTION PROJECT. THE CONTRACTOR MUST SECURE ALL REQUIRED APPROVALS AND PERMITS FROM THE APPROPRIATE AGENCY AS REQUIRED. APPROVAL OF MBMI METAL BUILDINGS DRAWINGS AND CALCULATIONS INDICATE THAT MBMI METAL BUILDINGS CORRECTLY INTERPRETED AND APPLIED THE REQUIREMENTS OF THE CONTRACT DRAWINGS AND SPECIFICATIONS. (AISC CODE OF STANDARD PRACTICES, 15TH ED.) WHERE DISCREPANCIES EXIST BETWEEN MBMI METAL BUILDINGS STRUCTURAL STEEL PLANS AND THE PLANS FOR OTHER TRADES, THE STRUCTURAL STEEL PLANS SHALL GOVERN. (AISC CODE OF STANDARD PRACTICE 15TH ED.) DESIGN CONSIDERATIONS OF ANY MATERIALS IN THE STRUCTURE WHICH ARE NOT FURNISHED BY MBMI METAL BUILDINGS ARE THE RESPONSIBILITY OF THE CONTRACTORS AND ENGINEERS OTHER THAN .li sNl, 1 2, 200 MBMI METAL BUILDINGS ENGINEERS UNLESS SPECIFICALLY INDICATED. LD COUNTY THE CONTRACTOR IS RESPONSIBLE FOR ALL ERECTION OF STEEL AND ASSOCIATED WORK IN COMPLIANCE WITH GARFIELD DEVELOPMENT MBMI METAL BUILDINGS "FOR CONSTRUCTION" DRAWINGS. ALL BRACING AS SHOWN AND PROVIDED BY MBMI METAL BUILDINGS FOR THIS BUILDING IS REQUIRED AND SHALL BE INSTALLED BY THE ERECTOR AS A PERMANENT PART OF THE STRUCTURE. TEMPORARY SUPPORTS, SUCH AS TEMPORARY GUYS, BRACES, FALSE WORK, CRIBBING OR OTHER ELEMENTS REQUIRED FOR THE ERECTION OPERATION WILL BE DETERMINED AND FURNISHED AND INSTALLED BY THE ERECTOR. THESE TEMPORARY SUPPORTS WILL SECURE THE STEEL FRAMING, OR ANY PARTLY ASSEMBLED STEEL FRAMING, AGAINST LOADS COMPARABLE IN INTENSITY TO THOSE FOR WHICH THE STRUCTURE WAS DESIGNED, RESULTING FROM WIND, SEISMIC FORCES AND ERECTION OPERATIONS, BUT NOT THE LOADS RESULTING FROM THE PERFORMANCE OF WORK BY OR THE ACTS OF OTHERS, NOR SUCH UNPREDICTABLE LOADS AS THOSE DUE TO TORNADO, EXPLOSION OR COLLISION. (AISC CODE OF STANDARD PRACTICE, 1 5TH ED.) WARNING: IN NO CASE SHOULD GALVALUME STEEL PANELS BE USED IN CONJUNCTION WITH LEAD OR COPPER. BOTH LEAD AND COPPER HAVE HARMFUL CORROSION EFFECTS ON THE ALUMINUM ZINC ALLOY COATING WHEN THEY ARE USED IN CONTACT WITH GALVALUME STEEL PANELS. EVEN RUN—OFF FROM COPPER FLASHING, WIRING, OR TUBING ONTO GALVALUME SHOULD BE AVOIDED. RECEIVED APPROVAL NOTES THE FOLLOWING CONDITIONS APPLY IN THE EVENT THAT THESE DRAWINGS ARE USED AS APPROVAL DRAWINGS: A) IT IS IMPERATIVE THAT ANY CHANGES TO THESE DRAWINGS: 1) BE MADE IN CONTRASTING INK. 3) HAVE ALL INSTANCES OF CHANGE CLEARLY INDICATED. 2) BE LEGIBLE AND UNAMBIGUOUS. B) DATED SIGNATURE IS REQUIRED ON ALL PAGES. C) MANUFACTURER RESERVES THE RIGHT TO RE—SUBMIT DRAWINGS WITH EXTENSIVE OR COMPLEX CHANGES REQUIRED TO AVOID MISFABRICATION. THIS MAY IMPACT THE DELIVERY SCHEDULE. D) APPROVAL OF THESE DRAWINGS INDICATES CONCLUSIVELY THAT MBMI METAL BUILDINGS HAS CORRECTLY INTERPRETED THE CONTRACT REQUIREMENTS, AND FURTHER CONSTITUTES AGREEMENT THAT THE BUILDING AS DRAWN, OR AS DRAWN WITH INDICATED CHANGES REPRESENTS THE TOTAL OF THE MATERIALS TO BE SUPPLIED BY MANUFACTURER. E) ANY CHANGES NOTED ON THE DRAWINGS NOT IN CONFORMANCE WITH THE TERMS AND REQUIREMENTS OF THE CONTRACT BETWEEN MANUFACTURER AND ITS CUSTOMER ARE NOT BINDING ON MANUFACTURER UNLESS SUBSEQUENTLY SPECIFICALLY ACKNOWLEDGED AND AGREED TO IN WRITING BY CHANGE ORDER OR SEPARATE DOCUMENTATION. MANUFACTURER RECOGNIZES THAT RUBBER STAMPS ARE ROUTINELY USED FOR INDICATING APPROVAL, DISAPPROVAL, REJECTION, OR MERE REVIEW OF THE DRAWINGS SUBMITTED. HOWEVER, MANUFACTURER DOES NOT ACCEPT CHANGES OR ADDITIONS TO CONTRACTUAL TERMS AND CONDITIONS THAT MAY APPEAR WITH USE OF A STAMP OR SIMILAR INDICATION OF APPROVAL, DISAPPROVAL, ETC. SUCH LANGUAGE APPLIED TO MANUFACTURER'S DRAWINGS BY THE CUSTOMER, ARCHITECT, ENGINEER, OR ANY OTHER PARTY WILL BE CONSIDERED AS UNACCEPTABLE ALTERATIONS TO THESE DRAWING NOTES, AND WILL NOT ALTER THE CONTRACTUAL RIGHTS AND OBLIGATIONS EXISTING BETWEEN MANUFACTURER AND ITS CUSTOMER. ALL HIGH STRENGTH BOLTING AND FIELD WELDING REQUIRES SPECIAL INSPECTOR. PROVIDE APPROVAL_ REPORT AT FRAMING INSPECTION NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-2015 JAS 5/11/20 FOR CONSTRUCTION CER 4/24/20 REVISED; FOR APPROVAL CER 4/ 8/20 REVISED; FOR APPROVAL The choice in pre—engineered METAL BUILDINGS metal buildings CER 3/ 3/20 FOR APPROVAL DET. REV. DATE REVISION 4723 W ATLANTIC AVE, STE A20 (800) 293-2097 DELRAY BEACH, FL 33445 www.mbmi.biz JOB NO 27944 33'-1 0" OUT-TO-OUT • in d M7 O I I 1 N G en n O 1 1 EN N ANCHOR BOLT DIMENSIONS FRAME LIN DIMENSIONS 44'—O" OUT—TO—OUT OF STEEL ANCHOR BOLT PLAN NOTE: All Base Plates © 100'-10" (U.N.) • Dia= 1/2" Dia= 5/8" • Dia= 3/4" NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-2015 BM METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DATE 4/24/20 DWG NO 1 OF 10 REV ANCHOR BOLT PLAN JOB NO 27944 22'-0" 22'-0" 0 1 7'—O 1/2" 13'-5 1 /2" t4y 11'-5 112" , 9'_0 1J2" 0 1 ////RAED/BuIDIMNG//// tE� A„ Elev= 4 A Elev= fp. A Elev= A Elev= C ,-) 101'-6” 1/4" 2' 101'-6" 101'-6"N7 101'-6" m II K ,� o0 II w 2. pit z— Ld U r 0 1 cn w 0 J ch, D K ivy >II e w lett KE B Elev= 101'-6" 4 1 2 Elev= 101'-6" C o 4'—O 1 /2" 12'-1" 4'-1 1/ 20'-6" 0 I 4 12'-4" 22'-0" 4" 22'--0" ANCHOR BOLT PLAN NOTE: All Base Plates © 100'-10" (U.N.) • Dia= 1/2" Dia= 5/8" • Dia= 3/4" NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-2015 BM METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DATE 4/24/20 DWG NO 1 OF 10 REV ANCHOR BOLT PLAN JOB NO 27944 Dia; 5/8" 0 to a� in 1 0 1 /2" w DETAIL A Base EL. 101'-6" Dia= 3/4" (O M 0) 1 8" 1 • k 2„ Y k2" 3" 3" 8 1/4" See Plan DETAIL D Base EL. 100'-10" S Dia= 1/2" 4.2 7/8'4, • • J 2" 3" 1 1/2" See Plan DETAIL G Base EL. 101'-6" SW w DETAIL B Base EL. 101'-6" N io Dia= 3/4" 0) 8" 2' k12 3" 3" 8 1/4" 1.-2.. DETAIL E Base EL. 100'-10" SW Dia= 1/2" 12 7/8' • • 2" 3" 1 1/2" See Plan DETAIL J Base EL. 101'-6" SW Dia= 3/4" 8" 1 • • 2" 12" 3" 3" 8 1/4" 1-2' 1 DETAIL C Base EL. 100'-10" SW Dia= 3/4" t0 u� rn 8" • 3" 3" 8 1/4" See Plan DETAIL F Base EL. 100'-10" SW Dia= 3/4" CO 6 1/i8" 1' ye 4" 10 3/4" SW DETAIL K Base EL. 100'-10" NOTES FOR REACTIONS Building reactions are based on the following building data: Width (ft) - 33.8 Length (ft) = 44.0 Eove Height (ft) a 20.3 20.3 Roof Slope (rise/12) = 3.0 .0 Dead Load (psf) = .0 Collateral Load (psf) = 5.0 Live Load (psf ) = 20.0 Snow Load (psf) = 50.4 Wind Speed (mph) - 115.0 Wind Code = IBC 15 Exposure r B d/pa IClosemportanceeen Wind C = 1.15 Importance Seismic 1.50 Seismic Zone = C Seismic Coeff (Fa*Ss) = 0.70 ANCHOR BOLT SUMMARY Dia Proj Qty Locate (in) Type (in) 8 Jomb 1/2" A307 2.00 16 Endwall 5/8" A307 3.00 24 Frame 3/4" A307 3.00 4 WindCal 3/4" A307 3.00 GENERAL NOTES 1. Foundation design and construction are not the responsibility of MBMI. 2. The building reaction data reports the loads which this building places on the foundation. 3. Anchor bolts shall be accurately set to a tollerance of +/- 1/8" in both elevation and location. Anchor bolts are to be type A36. 4. Column base plates are designed not to exceed a bearing pressure of 1125 pounds per square inch. RIGID FRAME REACTIONS (k ) © 1 3 Dead + Collateral + Snow Dead + Collateral + Snow 2.3 Dead + Wind Dead V�f�nd j Wrnd Wind 3.1 5.1 1.1 Wind 2.3 BUILDING BRACING REACTIONS ± Reactions(k ) Panel Shear -Wolf - Col -Wind - -Seismic- (Ib%ft) Loc Line Line Horz Vert Horz Vert Wind Seis Note L_EW 1 F_SW J 2,3 3.3 2.9 2.7 2.4 R_EW 3 B_SW A 2,3 (a)Wind bent in bay (h)Rigid frame at endwall WIND BENT REACTIONS IV V -Wall - Col Loc Line Line B_SW A 3 B_SW A 2 ± Reactions Wind(k ) Seismic(k ) Horz Vert Horz Vert Bolt(in) Qty Dia 1.7 3.2 2.0 3.8 2 0.750 1.7 3.2 2.0 3.8 2 0.750 Base_Plate(in) Width Length Thick 8.000 12.000 0.375 8.000 12.000 0.375 RIGID FRAME REACTIONS (k ) 2 Dead + Collateral + Snow Dead + Collateral + Snow 6.0 26.1 Dead + Wind Dead Wind j Wind Wind 5.6 9.6 6.0 26.0 2.4 4.2 Wind ENDWALL COLUMN REACTIONS(k ) MAXIMUM VERTICAL Dead+Collateral+Live = 0.3 MAXIMUM VERTICAL Dead+Wind - 0.0 MAXIMUM HORIZONTAL Dead+Wind _ 2.9 NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-20-15 F%A METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DATE 4/24/20 DWG NO 2 OF 10 REV A. BOLT DETAILS & REACTIONS JOB NO 27944 0 0 0 CCa PURLIN LAP 44'—O" OUT—TO—OUT OF STEEL 22' —0" 22'—O" E-2 , 2 RF1-1 — .. _ P-1 (Tn.) c'c._ 1 \ N. \ `\ P-1 (Ism) / / / ..„.I— 0 -¢ \ \ \\ N N. / / // F. 7 N N Nr. / N / N 1 / / / / / \ N N \ \\ / Cr N / / / / / N \ \ \ N ,i N N / L, P-1(TYP) \\ N N \ P-1(TYP) / / / / / N \ \ N 7 / / 7 H M X I) // N N N \\ �/ / ro I X / \ / / N N \ in 7 7 / 7 \ \ \ 3 C / sv / / / / N N N N N RF1 -4 E--1 GENERAL NOTES: 1. FOR STANDING SEAM ROOF SYSTEMS SEE STANDING SEAM MANUAL, FOR SCREW DOWN ROOF SYSTEMS SEE BELOW. 2. ATTACH ROOF PANELS TO FRAMING MEMBERS W#TH #12 S.D. SCREWS AS NOTED: 4" 0.C. AT RIDGE CAP & END LAPS, 6" O.C. AT EAVE4' O.C. 130 MPH & OVER WIND LOAD)& 12" 0.C. AT ALL OTHER PURLINS (6" O.C. 130 MPH & OVER WIND LOAD). 3. USE #14 S.D. SCREWS 24" O.C. (MAX.)AT PANEL SIDE LAPS (12" 0.C. 130 MPH & OVER WIND LOAD). 4. USE #14 S.D. SCREWS 12" O.C. AT ROOF TRIM. 5. USE #12 TEK2 SCREWS AT RAKE ANGLE TO PURLIN. 6. MBMI HIGHLY RECOMMENDS INSTALLING A SNOW RETENTION SYSTEM (BY OTHERS) TO PROTECT THE GUTTER SYSTEM FROM DAMAGE IN HIGH SNOW LOAD AREAS. 2'-1 3/44 2'-1 3/4" ROOF FRAMING PLAN 0 0 0 F1-4 N) ROOF SHEETING TRIM TABLE ROOF PLAN 410 MARK DETAIL 1 SSRC TRIM_1 08 MEMBER TABLE ROOF PLAN MARK SIZE P-1 E— 1 E-2 CB -2 10X25Z14 10E14 10E14 0.25 .CBL NAEEM AKHTER, P.E CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 6.6.221 TEL.: 913-685-201 5 BM METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DATE 4/24/20 DWG NO 3 OF 10 REV ROOF FRAMING JOB NO 27944 44'-0" OUT -TO -OUT OF STEEL 22'-0" 22'-O" 1'-2" N) 0 cD 1'-2; 3'- 4 1 /2"I 3'-4 1/2" iI G-10 3'- 4 1/2" G-10 G-10 DH -2 3 -4 1/2 8 RF - r �J 0 0 GIRT LAPS `DH -2 [J G-12 G-14 \ / \ / \ /G-14 0 G-12 G-12 X / \ / G-14\ 0-14 OC -1 1 5-6" 1 9 0 ❑ 12'-1" RF2-4 1 4'-5" 1 2'-1 3/4I 2'-1 3/4" FRONT SIDEWALL FRAMING: LINE J (Gutter with 3 downspouts) I RF1-4 Q 0 '51 'I II i1 1 N CD 0 • a 4> � N I N . 1— 1 I 5'-0 1/2' N L —4. -4' Panel Start FRONT SIDEWALL SHEETING & TRIM: LINE J GENERAL NOTES: 1. FIELD SLOT FLUSH GIRTS FOR BRACING (IF REQURIED). 2. ATTACH WALL PANELS TO FRAMING MEMBERS WITH #12 S.D. SCREWS AS NOTED: 4" 0.C. AT BASE & TOP OF PANELS 12" O.C. AT ALL OTHER GIRTS (6" 0.C. 130 MPH & OVER WIND LOAD). 3. USE #14 S.D. SCREWS 24" 0.C. (MAX.) AT PANEL SIDELAPS (12" 0.C. -130- MPH -&-OVER-WIND LOAD). 4. USE #14 S.D. SCREWS 24" 0.C. AT CORNER TRIM. (12" 0.C. 130 MPH & OVER WIND LOAD). 44'-0" OUT -TO -OUT OF STEEL 22'-0" 22'-0" 0 N 11. 2" 1'-2; WF -2 0-18 I� G-18 1'-8" 111 O 0 GIRT LAPS O 0 G-17 G-20 131_ I© I® ® off -o1© -11 4G-16 40 or�1 �®I ED —�� RC2000, RC1003 ® G-176 G -17C O 0 N y ---w IH 3070 F.O. 3 RF -1 (FIELD LO ATED) 10'-6" 1 9 0 0-19 G-19 11'-6" 1'-1 3 HI RF2-1 1 13'-6" 1-1 3/4" 8"RF1-1 1 8'-6" BOLT TABLE ONE J & A LOCATION QUAN TYPE DIA LENGTH WF -1 - WF -2 8 A325 5/8" 1 3/4" WF -1 - RF1-1 8 A325 5/8 1 1/2, WF -1 - RF2-1 8 A325 5/8„ 1 1/2” INOTE: FIELD LOCATE & DRILL HOLES FOR 0-17B & G -17C BACK SIDEWALL FRAMING: LINE A (Gutter with 3 downspouts) Q 0 0 I. I.II iI , N I , I N . 1— 1 I 5'-0 1/2' N I - J Panel Start BACK SIDEWALL SHEETING & TRIM: LINE A 0 0 TRIM TABLE LINE J & A QJd MARK DETAIL. 1 2 3 4 5 6 7 8 10 CT -102 GU -123 EC123 SF -4 MT1 166 SF -2 SF -1 SF -3 BT -101 TRIM_1 1 1 TRIM_104 TRIM_104 TRIM_115 TRIM_116 TRIM_117 INSIDE CLOSURE W/(2)RUNS MAS11C (FILL WITH CAULK) EXPANSION JOINT TRIM (BY OTHERS) MEMBER TABLE LINE J & A MARK Sl2E WF -1 WF -2 DJ -1 DJ -2 DH -2 G-10 G-11 G-12 G-13 G-14 G-15 0-16 G-17 G -17B G -17C G-18 0-1 9 G-20 CB -1 W12641 W12541 8X35C14 8X25C16 8X25C16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z16 8X25Z14 8X35C16 8X35C16 8X25Z16 8X25Z16 8X25Z14 0.31 _CBL CLIP TABLE LINE J & A DID MARK 1 2 3 4 6 SA005 XCL1 CA005 AK200 AK508 WALL PANEL 1" THERMAL BLOCK 'RC" ANGLE TEK2 1'-a" o.c. 1" THERMAL BLOCK EXISTING BUILDING PARAPET ROOF TO WALL DETAIL NAEEM AKHTER, P.E_ CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-2015 1 METAL BUILDINGS BM 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DATE 4/24/20 DWG NO 4 OF 10 REV SIDEWALL ELEVATION JOB NO 27944 33'-10" OUT -TO -OUT OF STEEL 3'-8 12'-0" 12'-0" 3'-8" 12 RA2000 ENDWALL FRAMING: LINE 1 0 Panel Start Panel Start ENDWALL SHEETING & TRIM: LINE 1 GENERAL NOTES: 1. USE BACK-UP PLATE (AK504) FOR BRACING (IF REQUIRED) AT COLD FORMED FRAMING MEMBERS 2. FIELD CUT ENDWALL PANELS AT ROOF PITCH FOR SLOPES GREATER THAN -1:12. 3. SEE SIDEWALL DRAWING FOR ADDITIONAL NOTES & SCREW PATTERNS. 3,, 12 12 0 0 /13" 12 -13" 12 0 0 33'-10"OUT-TO-OUT OF STEEL 11'-5" 11'-0" 1 1'-5" RP2p00 42p00 f -I= F� _G-6--- rC4.-----'1' -ice\ 0-8 �k1 — G-9 -11 n— --i-1 1I Is F.oX,S'-61 I ii _I 1 Fal 1 0_�,--_ ®1 DH -3 MIs—D 111 Il _ ® G-8 G-8 ID 0-7 ri -9 fl 11 0-6 G-8 0-7 `Fa il G-7 i' INC C8 / m r I L 1 1rr1 I 00-2 r1. 9 -31 1/2 6" ® a N 7n 41 II 1 1 La I I sriol1 ��N IN 1 \ i- N \ M 1 c '- I r• -• 1 o r I — I — ^ 1 0 1 O 9'-3 1/2' 8'-7 1/2" N \ r - - 7'-3 1/2" N 1 ,- ` 4) 4 0 N 1 1 I ss I 0 0 N 1 00 L_i LJ Panel Start Panel Start ENDWALL SHEETING & TRIM: LINE 1 GENERAL NOTES: 1. USE BACK-UP PLATE (AK504) FOR BRACING (IF REQUIRED) AT COLD FORMED FRAMING MEMBERS 2. FIELD CUT ENDWALL PANELS AT ROOF PITCH FOR SLOPES GREATER THAN -1:12. 3. SEE SIDEWALL DRAWING FOR ADDITIONAL NOTES & SCREW PATTERNS. 3,, 12 12 0 0 /13" 12 -13" 12 0 0 33'-10"OUT-TO-OUT OF STEEL 11'-5" 11'-0" 1 1'-5" RP2p00 42p00 f -I= F� _G-6--- rC4.-----'1' -ice\ 0-8 �k1 — G-9 -11 n— --i-1 1I Is F.oX,S'-61 I ii _I 1 Fal 1 _ II in---, I 6 F.O.'S'-s"I r -1-71..__--J H`�8�DH-3 r 0- II Ig' G-6 ®1 DH -3 MIs—D 111 Il sly -I —I._ ® G-8 G-8 ID 0-7 ri -9 fl 11 0-6 G-8 0-7 `Fa il G-7 i' LI G-6 C8 G-8 m r I L 1 1rr1 I 00-2 r1. 9 -31 1/2 6" ® a N 7n 41 II 1 I 1 - EC -5 rs I EC -5 ENDWALL FRAMING: LINE 3 0 Panel Start Panel Start ENDWALL SHEETING & TRIM: LINE 3 3,, 12 3"- 12 0 0 BOLT TABLE LINE 1 & 3 LOCATION QUAN TYPE DIA LENGTH Columns/Raf Columns/Raf 4 A325 1/2 1 1/4 8 A325 1/2" 1 1/4" TRIM TABLE LINE 1 & 3 4ID MARK DETAIL 2 3 4 5 6 7 8 10 CT -102 RT -101 SRECL SPB3 SRECR MT116C SF -1 SF -2 SF -3 BT -101 TRIM_.1 1 1 TRIM_105 TRI M_1 15 TRI M_1 16 TRI M_1 16 TRI M_1 17 0 01 SIO L 0 J s TYPICAL WINDOW TRIM MEMBER TABLE LINE 1 & 3 MARK S12E EC -1 EC -2 EC -3 EC -4 EC -5 DH -1 G-1 G-2 G-3 G-4 G-5 G-6 G-7 G-8 G-9 10X35C14 10X35C12 10X35C12 10X35C14 W10541 10X25C16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 CLIP TABLE LINE 1 & 3 0 I MARK 2 3 4 N1 R1 N2 CA005 NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-2015 METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DAZE 4/24/20 DWG NO 5 OF 10 REV ENDWALL ELEVATION JOB NO 27944 -� L M I —.— ro 1 J n -r-----1 I I— 1, I —r,-)-1m �, _I ° 1 m r I L r1. 9 -31 1/2 N i-17_ —J a N 7n 41 Es I1 r + I r I I sriol1 I I . Panel Start Panel Start ENDWALL SHEETING & TRIM: LINE 3 3,, 12 3"- 12 0 0 BOLT TABLE LINE 1 & 3 LOCATION QUAN TYPE DIA LENGTH Columns/Raf Columns/Raf 4 A325 1/2 1 1/4 8 A325 1/2" 1 1/4" TRIM TABLE LINE 1 & 3 4ID MARK DETAIL 2 3 4 5 6 7 8 10 CT -102 RT -101 SRECL SPB3 SRECR MT116C SF -1 SF -2 SF -3 BT -101 TRIM_.1 1 1 TRIM_105 TRI M_1 15 TRI M_1 16 TRI M_1 16 TRI M_1 17 0 01 SIO L 0 J s TYPICAL WINDOW TRIM MEMBER TABLE LINE 1 & 3 MARK S12E EC -1 EC -2 EC -3 EC -4 EC -5 DH -1 G-1 G-2 G-3 G-4 G-5 G-6 G-7 G-8 G-9 10X35C14 10X35C12 10X35C12 10X35C14 W10541 10X25C16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 10X25Z16 CLIP TABLE LINE 1 & 3 0 I MARK 2 3 4 N1 R1 N2 CA005 NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-2015 METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DAZE 4/24/20 DWG NO 5 OF 10 REV ENDWALL ELEVATION JOB NO 27944 SPLICE PLATE & BOLT TABLE Mark Qty Top Bot Int Type Dia Length SP -1 SP -2 SP -3 4 4 0 A325 0.625 2.00 4 4 0 A325 0.625 1.75 4 4 0 A325 0.625 1.75 Width Thick Length 6" 1/2" 2'-3 1/4" 6" 3/8" 1'-7" 6" 3/8" 2'-3 1/4" 'FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1): xx=length(in) A — L2X2X14 /r3" 12 0 as 2 '— MEMBER TABLE Mark RF1-1 RF1-2 RF1-3 RF1-4 WebD th Start End Web Plate 8.5/ 19.3 19.3/20.0 20.0/12.0 12.0/20.0 20.0/19.3 19.3/ 8.5 Thick 0.135 0.164 0.135 0.135 0.164 0.135 Length 201.5 36.0 184.5 184.8 36.0 201.5 Outside Flange W x Thk x Length 5 x 3/16" x 233.9 6 x 3/16" x 23.3 5 x 3/16" x 184.5 5 x 3/16" x 184.8 6 x 3/16" x 23.3 5 x 3/16" x 233.9 Inside Flange W x Thk x Length 5 x 1/2" x 214.7 5 x 3/16" x 181.6 5 x 3/16" x 181.9 5 x 3/16" x 214.7 PO 8 1/4" 11'-8 11/16" 29'—O 7/16" Clearance 33'-10" OUT—TO—OUT OF STEEL l'-8 3/8"1 3"N 12 8 1/4" a GENERAL NOTES: CONSTRUCTION NOTES FOR THE RIGID FRAMES. 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A307 MACHINE—BOLTS. 3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. 1.3 OF AWS D 1.1. 0 RIGID FRAME ELEVATION: FRAME LINE 1 3 NAEEFv AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 91 3-685-2015 dlNAIMETAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 -15-ATE DWG Na 4/24/20 6 OF 10 REV RIGID FRAME ELEVATION JOB NO 27944 SPLICE PLATE & BOLT TABLE Mark Qty Top Bot Int Type Dia Length Width Thick Length SP -1 SP -2 SP -3 4 4 0 A325 0.750 2.25 4 4 0 A325 0.625 2.25 4 4 0 A325 0.625 2.25 6' 5/8" 2'-5 1/4" 6' 5/8" 1'-10 1/8" 6' 5/8" 2'-5 1/4" ''FLANGE BRACES: (1) One Side; (2) Two Sides FBxxA(1): xx=length(in) A - L2X2X14 N7 0 Q3" 12 MEMBER TABLE Mark RF2-1 RF2-2 RF2-3 RF2-4 Web Depth Start/End 8.5/23.2 23.2/24.0 22.0/19.6 19.6/15.0 15.0/19.6 19.6/22.0 24.0/23.2 23.2/ 8.5 Web Plate Thick 0.135 0.188 0.188 0.164 0.164 0.188 0.188 0.135 Length 202.4 36.0 60.4 120.0 120.0 60.4 36.0 202.4 Outside Flange W x Thk x Length 3/16" x 233.9 3/16" x 26.9 3/16" x 54.4 1/4" x 126.0 1/4" x 126.0 3/16" x 54.4 3/16" x 26.9 3/16" x 233.9 5 x 6 x 6 x 6 x 6 x 6 x 6 x 5 x Inside Flange W x Thk x Length 5 x 1/2" x 213.8 6 x 1/4" x 66.4 6 x 3/16" x 110.3 6 x 3/16" x 110.3 6 x 1/4" x 66.4 5 x 3/8" x 213.8 N o_ RF2`3+e. s p 12 8 1/4" 1 '-0 11/16" 28'-4 1/4" Clearance 2'-0 9/16" 33'-10" OUT -TO -OUT OF STEEL 8 1/4" 4J GENERAL NOTES: CONSTRUCTION NOTES FOR THE RIGID FRAMES. 1. ALL FIELD CONNECTIONS OF PRIMARY FRAMING MEMBERS SHALL BE BOLTED. WITH A325 H. S. BOLTS AND INSTALLED BY THE 'TURN OF THE NUT' METHOD. 2. ALL FIELD CONNECTIONS OF SECONDARY FRAMING SHALL BE BOLTED WITH A307 MACHINE BOLTS. 3. WELDING PROCESSES USED BY MANUFACTURER ARE IN ACCORDANCE WITH SEC. 1.3 OF AWS D 1.1. RIGID FRAME ELEVATION: FRAME LINE 2 NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913- 685-201 5 BM METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 DATE 4/24/20 DWG NO 7 OF 10 REV RIGID FRAME ELEVATION JOB NO 27944 7 J` —8' 2-0 4 ,,— Panel Start Panel Start ENDWALL LINER SHEETING & TRIM: LINE 1 011 L_ 121-8" 2'-4k L Panel Start Panel Start ENDWALL LINER SHEETING & TRIM: LINE 3 GENERAL NOTES: 1. ATTACH WALL PANELS TO FRAMING MEMBERS WITH #12 S.D. SCREWS AT 12" 0.C. 2. USE #14 S.D. SCREWS 24" 0.C. (MAX.) AT PANEL SIDELAPS 3. USE #14 S.D. SCREWS 24" 0.C. AT CORNER. SIDE & TOP TRIM. � I SIDEWALL LINER SHEETING & TRIM: LINE J 0.°31 SIDEWALL LINER SHEETING & TRIM: LINE A TRIM TABLE LINE 1 J 3 A 4ID 2 3 4 5 SIZE DETAIL JT -202 SF -5 SF -5 SF -5 SF -5 TRIM_200 TRIM_212 TRIM_202 TRIM_209 TRIM 201 NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-2015 EISA METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY— BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 STATE DwG NO 4/24/-20 18 OF-- 10 REV WALL LINER PANEL JOB NO 27944 t 1/2" x 1 1/4" END OF BUILDING A307 BOLTS ! ! ROD FRAME !• R E R AME RAFTER ENDWALL COLUMN WELDED WELDED CONNECTION CONNECTION "LATE PLATE ENDWALL COLUMN WELDED PLATE 1 4"TEK2 SCREW PURLIN 'W' OR 'R' I COUIMN 'W' OR 'R' i COLUMN - `! la RAKE ANGLE o 1 2" x 1 7 4" o / / A307 BOLT 1 I- •I; i ; I _ _ 1 O INI J •+ •1 ! , ii I I L� I I OJ RAFTER FLANGE BRACE ,i; ENDWALL COLUMN 'W CONN. PLATE g� EW DRAWING 'W' OR 'R' COLUMnr ;� ; ENDWALL COLUMN , coNN. PLATEL SEE r OWING 1/2" x 1 1/4" A307 BOLTS ENDWALL COLUMN ENDWALL GIRTS TO WALL GIRT 'W' OLUMN ENDWALL GIRTS 1 /2" X 1 1 /4" A307 BOLTS 1�-r ENDWALL COLUMN TO WALL GIRT f� /jID 834 SEE ENDWALL DRAWING FOR BOLT QUANTITY & SIZES ENDWALL RAFTER TO COLUMN ris) ENDWALL SEE ENDWALL DRAWING FOR BOLT QUANTITY & SIZES RAFTER TO COLUMN 0 1/2" x 1 1/4" A307 BOLT NOTE: RAKE ANGLE ON BOTTOM OF PURLIN AT OPEN WALL OR OVERHANG. A PURLIN TO ENDWALL RIGID FRAME ENDWALL COLUMN 1/2" X 1 1/4" A307 BOLTS WELDED CONNECTION — .LATE SIDEWALL GIRT 1/2" x 1 1/4" WELDED A307 BOLTS CONNECTION PLATE RIGID FRAME COLUMN SEE ENDWALL FOR CONNECTION LOCATIONS DRAWINGS AND CALLOUTS PLATE COLUMN 1/2" X 1 1/4" A307 BOLTS ENDWALL COLUMN PURLIN MK 0 O I, 0 O 0_ _ 0 0 0 i D 0 o I I (ID PLAN BASE COLUMN ELEVATION PLATE TO OR DOOR ENDWALL JAMB RAFTER I o 0 SEE ENDWALL DRAWINGS FOR CONNECTION PLATE LOCATIONS AND CALLOUTS w L® o O ® o O1 ®1 IO O 1/2" x 1 1/4" ENDWALL ENDWALL COLUMN GIRT TO WALL GIRT 1111.1.1•11 CONNECTION PLATE D27 COLUMN TO GIRT FLANGE BRACE A307 BOLTS (BOTH SIDES UN. NTD.) SEE CROSS SECTION 0 PURLIN TO INTERIOR FRAME RAFTER 1 CONNECTION L ENDWALL TSEK25S SCREWS PLATE GIRT D16 CORNER COLUMN TO WALL GIRT EAVE STRUT EAVE STRUT DOOR JAMB 1/2" x 1 1/4" A307 BOLTS WELLED ANGLE SEE SIDEWALL DRAWINGS FOR LOCATIONSECTION PLATE EAVE STRUT AND C LLOUTS FLANGE BRACE (BOTH SIDES UN. NTD.) _ _ _ _ _ _ O, SEE CROSS SECTION COLUMN SEE FOR SIDEWALL DRAWING BOLT DIA AND TYPE M301 IF PLATE REQ'D. ® TEK2 SCREWS (TYP) COLUMN SECTION ,J EAVE - i:r A3251/2" x 1 /4" BOLTS ELEVATION STRUT TO RIGID FRAME 61 I ®J O O O D o O O O SECTION . DOOR CONNECTION PLATE DOOR JAMB ELEVATION JAMB TO EAVE STRUT : p\' 4 AK5OB BUILDING 40 WIND i CLIP COLUMN BENT TO WIND BENT COLUMNtri COLUMN - 1/2" x 1 1/4" GIRT A307 BOLTS H2 GIRT TO COLUMN GIRT 0 GIRT TO DOOR JAMB NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET OVERLANDPARK,KS 66221 TEL.: 913-685-201a BM METAL BUILDINGS 4723 W ATLANTIC AVE. SUITE A20 DELRAY BEACH, FL 33445 TEL.: 800-293-2097 PNCI CONSTRUCTION WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 ,g,00 tic 011 c.:4 `0.11-.1.•• ,U ss‘51: DATE 4/24/20 DWG NO 9 OF 10 REV DETAIL DRAWINGS JOB NO 27944 NOTE: FIELD SLOT GIRTSJPURUNS 0 ALL INTERSECTIONS FOR FLUSH CRT/PURIM CONDR10Ns. 1/2" x 1 1/4" A307 BOLTS JAMB 1" THERMAL BLOCK 12 S.D. SCREW #„ INSIDE CLOSURE W/ SEALANT EACH S IDE DOOR COLUMN OR NER PANEL WALL PANEL 4 O.C. ROOF PANEL BRACE GRIP -4,4... RAFTER WEB WALL PANEL BASE CHANNEL GIRT Alli 1�? �~ �� HILLSIDE ° * GUTTER STRAP ���' CABLE WASHER (2'-0" O.C) COUNTER FLASH 111 11 FLAT WASHER BASEIRM ft+� ' 1" THERMAL EYEBOLT S' STEM WALL WAINSCOAT PANEL 1" THERMAL BLOCK GUTTER BLOCK DOOR HEADER SECTION ELEVATION HEADER TO DOOR JAMB SLOT IN WEB TO INSERT HILLSIDE WASHER AND EYEBOLT NUT CONNECTION , MUST BE ADEQUATEBYOTHERSTO SAFELY RESIST THE LOADS IN THE REACTION REPORT SECTION THRU PARTITION WAINSCOAT PANEL WITH LAP WALL PANEL EAVE STRUT ® DOOR 13 DIAGONAL CABLE, EYEBOLT END fit OR LINER BASE EAVE GUTTER DETAIL TRIM_ 104 SEALANT ROOF PANELIIIII ROOF PANEL JAMB RIDGE CAP PANEL RAKE TRIM 1" THERMAL �WRl1 CORNER TRIM ...1 /-BLOCK 1" THERMAL BLOCK�T 1" THERMAL TWO RUNS BLOCK SEALANT ir WALL PANEL ^� COVER TRIM (OPTIONAL) HEADER INSIDE CLOSURE W/ SEALANT EACH SIDES 11 HEAD TRIM WALL PANEL RAKE ANGLE PURUN OUTSIDE CLOSURE W/ SEALANT EACH SIDE (LESS THAN 4:12 ROOF PITCH)BLOCK PURUN " OF RIB & STEEL LINE (TYP. UNLESS NOTED ON DRAWINGS) ,.d WALL PANEL FIELD CUT JAMB TRIM\- 1" THERMAL BLOCK (SF-2) 1" THERMAL COVER TRIM (0 O.H. DOOR ONLY) RAKE TRIM DETAIL TRIM_105 RIDGE CAP DETAIL TRIM 108 OUTSIDE CORNER TRIM DETAIL TRIM_11 JAMB TRIM DETAIL TRIM_115 HEAD TRIM DETAIL TRIM_1 JAMB_\ HEADER 1 11 WALL PANEL IIIIIIIIIIIIIg1" THERMALiEAO SILLTIMI (SF-3) TRIMBLOCK LIDCUT) CAP TRIM SIDEWALL GIRTi/ ----------------------------------- LEACH SIDE CUT ��SILL TRIM LINER/PARTITION HEAD/SILL TRIM DETAIL J WPELPTfdM�FIELD TOP OF LINER/PARTITION BELOW ROOF LINE f RIGID ENDSILL/ I WALT-PANEL I MELD CO :. L��l�/au RIGIDENOWAGIRT � e„; ENDWALL LINER AT RIGID FRAME CORNER u 1SSINT • ri 2555 a •,,. \_% ' E Si.LINER/PARTITION TON A\- SILL TRIM DETAIL TRIM 117 JAMB TRIM DETAIL TRIM 200 TRIM_201 TRIM_202 TRIM_21 " PNCI CONSTRUCTION NAEEM AKHTER, P.E. CONSULTING STRUCTURAL ENGINEER 10404 W 154th STREET ISM METAL BUILDINGS 4723 W ATLANTIC AVE. WEST END STATION #84 5449 COUNTY ROAD 154 GLENWOOD SPRINGS, CO 81601 OVERLANDPARK,KS 66221 SUITE A20 DELRAY BEACH, FL 33445 DATE 4/24/20 DWG NO 10 OF 10 REV TEL.: 913-685-2015 TEL.: 800-293-2097 DETAIL DRAWINGS JOB NO 27944